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Traffic Impact StudyI. General Project Description............................................................................. 1 II. Existing Conditions.......................................................................................... I TrafficCounts............................................................................................ 1 ExistingRoadways..................................................................................... 1 Additional Anticipated Improvements....................................................... 4 Levelof Service.......................................................................................... 4 III. Proposed Development.................................................................................... 5 Proposed Roadway Layout......................................................................... 5 Development Timeframe............................................................................ 5 U.S. Highway 93 Bypass............................................................................ 5 IV. Trip Generation and Assignment..................................................................... 7 V. Trip Distribution............................................................................................... 7 VI. Traffic Impacts Outside of the Development................................................... 9 VII. Traffic Impacts Within the Development........................................................10 VIII. Downstream Traffic Impacts...........................................................................10 IX. Impact Summary.............................................................................................10 X. Recommendations...........................................................................................11 List of Figures Figure 1 - Proposed Development Site............................................................................... 2 Figure2 - Site Map............................................................................................................. 6 List of Tables Table 1 - Existing and Future Level of Service Summary ................................................. 4 Table 2 - Trip Generation Rates......................................................................................... 7 Table 3 - Level of Service Summary with Development................................................... 9 Table 4 - Percent of Entering Volume from Development...............................................10 Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 Traffic• •Study -Empire• • • 4 Kalispell,Montana This study analyzes and documents the potential traffic impacts resulting from a proposed 67-acre residential development in northwestern Kalispell, Montana. The site is located just to the east of Stillwater Road and north of Three Mile Drive (FAS 424). The developers plan to subdivide this property into 173 single-family residential units and 87 duplex townhouses. The site of the proposed development currently consists of undeveloped farm and ranch land. See FIGURE 1 for a location map of the proposed development. Traffic Counts RPA collected turning movement count data in the summer of 2003 at the intersections around the proposed development. These intersections include Stillwater Road and Three Mile Drive, North Riding Road and Three Mile Drive, Three Mile Drive and Meridian Road, Stillwater and Reserve, Meridian Road and U.S. Hwy 93, and Meridian Road and Idaho (U.S. Hwy 2). RPA also conducted 24-hour hose counts on Stillwater Road, North Riding Road, Three Mile Drive, and Four Mile Drive. Traffic volume data was collected from state and local agencies for roads around the proposed development. This data was used to produce base traffic volume information. The data is shown in Appendix I. Data from MDT's permanent traffic data collection station on U.S. Highway 2, 1.3 miles west of Kalispell (Station A-24) was used to produce a seasonal adjustment factor for the July 2003 data. The seasonal adjustment factor data was 85%. For data collected in June, the seasonal adjustment factor used was 90%. Existing Roadways The proposed development site can be accessed from several different directions. The site would have two separate accesses from Stillwater Road, one on Three Mile Drive, and another access though the developments to the east of the project site. Stillwater Road connects to West Reserve Drive 3/ mile to the north. Three Mile Drive connects to Meridian Road 1/2 mile to the east. These two major roadways can be used to access all other locations in the Kalispell area. 1 l� Proposed j Development a Site —� Four Mile Dr. Sunnyview Ln. m z Y Three Mile Dr. W W oming E - Two Mile Dr. Q ) ; oro�a S� V "F � a��s �% 44a:00 - c � ` olu' To Libby Figure 1 Proposed Development Site Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 Stillwater Road begins at an intersection with Three Mile Drive and proceeds north. The road has a 24-foot wide paved surface with 1- to 2-foot gravel shoulders. There is no centerline or shoulder striping. Trucks use Stillwater Road as a way to bypass U.S. 93 and reach the western end of Kalispell and U.S. Highway 2. Truck volumes on Stillwater Road were estimated to be 15%. Most of the traffic on Stillwater Road appeared to be cut -through traffic as there are few residences or other destinations along this road. There is no posted speed limit on Stillwater Road. Traffic counts collected by RPA in July of 2003 indicated that Stillwater Road has an average daily traffic volume of 1,400 vpd. North Riding Road begins at an intersection with Three Mile Drive just to the east of the proposed development site. The road is used to access several nearby residential areas. The road has a 24-foot wide paved surface. Traffic counts conducted by RPA in July of 2003 indicate that the road carries 350 vehicles per day. Three Mile Drive (FAS 424) has two 12-foot wide lanes with 2-3 foot shoulders. The road has a 50 MPH speed limit in the vicinity of the Stillwater Road intersection. The speed limit decreases to 35 MPH as it nears Meridian Road. The ADT on Three Mile Drive at Stillwater Road is 3,900 VPD. West Reserve Drive, west of U.S. 93, consists of two 12-foot wide travel lanes with no paved shoulder area. The road has a rural cross section with open drainage ditches on both sides of the road and no curb, gutter, or sidewalks. Traffic count data from 2002 indicates that West Reserve Drive had an ADT of 4,100 vpd west of the U.S. 93 corridor. Four -Mile Drive connects to Stillwater road halfway between Three Mile Drive and West Reserve Drive. Four -Mile Drive is gravel and carries very little traffic. The ADT on Four -Mile Drive is 80 vehicles per day. In the future it is possible that this road will connect over to U.S. Hwy. 93, but at this time there are no plans to do so. Meridian Road currently has a two-lane cross-section for most of its length. However, there are plans to completely rebuild the roadway to improve the capacity. The new road will have turning lanes, improved intersection layouts, and new traffic signals. Construction should begin sometime in 2005. As part of this project the intersection of Meridian Road and Three Mile Drive will be reconfigured, a new left -turn lane will be added for southbound traffic at Idaho, and signals will be added to the intersections with Liberty Street, Two Mile Drive, and Three Mile Drive. Additional improvements include the addition of a southbound through lane from Three Mile Drive to Idaho, left -turn lanes at all major intersection, and an additional left -turn lane at the Hwy 93 intersection. It is likely that construction will be completed by 2007. 3 Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 Additional Anticipated Developments The area around the proposed Development site is currently experiencing rapid growth. Two other developments have been proposed for the undeveloped land to the east and west of the site. The Northview Heights subdivision will have 68 lots and the Blue Heron Estates will have 54 single- family and five duplex lots. It is likely that the combination of these three separate developments will account for most of the new construction in the immediate vicinity over the next six years. However, the background traffic in the area will continue to grow at its present rate. The growth rate in traffic volumes in the Kalispell area over the last ten years has averaged 3 %. This information was used to produce project traffic volume information for the area. Model Volumes are shown in Appendix II. Level of Service A level of service (LOS) analysis was conducted using existing traffic volumes for critical intersections around the proposed development. LOS levels are given letter designations from A to F, whereby LOS A represents the best operating conditions and LOS F the worst or saturated flow conditions. This analysis is intended to determine how well the intersection is currently functioning with respect to variables such as traffic flow and other prevailing conditions. Levels of service for intersections in this area should be LOS C or better. Intersections with a LOS below C should be considered for improvements. The LOS evaluation was conducted according to the procedures outlined in the Transportation Research Boards' Highway Capacity Manual (HCM) - Special Report 209 and the Highway Capacity Software (HCS version 4.1c) for intersection analysis. This data is shown in TABLE 1. The LOS calculations are provided in Appendix III. Intersection 2003 AM Peak 2003 PM Peak 2008 AM Peak 2008 PM Peak Stillwater & Three Mile B B B B North Riding & Three Mile A B B B Stillwater & Reserve A/B A/B B/B A/B- Reserve & U.S. 93 B B C C Three Mile & Meridian C D B B Meridian & U.S. 93 B B B B Meridian & Idaho B B B B *Northbound LOS/Southbound LOS The data shows that most of these intersections are currently functioning well under both AM and PM peak hour traffic conditions. The intersection of Three Mile Drive and Meridian Road is M Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 currently experiencing some operational problems. However, these problems will be address when the road is reconstructed. When construction on Meridian Road is completed in 2007, all of the intersections will function adequately. The proposed development includes a total bounded area of 67 acres. The proposed Kalispell Highway 93 By -Pass bisects the middle of the property. The development consists of several areas of residential homes and a park. The parks would occupy 3 acres, 21 acres have been dedicated for streets, 41 acres are allocated for residential development, and 2 acres would be used for a 20-foot landscaped buffer along Stillwater Road and Three Mile Drive. The developer plans to construct 173 single-family residential units and 87 duplex townhouses. The development would have two separate accesses onto Stillwater Road, and one onto Three Mile Drive. In the northeast corner of the property, there are 47 lots that would be accessed through the developments to the east. FIGURE 2 shows a preliminary plat of the development. The developer proposes to build the roads within the proposed development to an urban standard with curb and gutter, and parking on both sides. All streets would also include paved sidewalks. The development would be constructed in four phases. Construction would begin as soon as the developer receives approval from the Kalispell City/County Planning Board, Flathead County, and all permitting agencies. Phase one of the development would include 23 duplex lots and 12 single- family lots north of Duke Drive. Phase two would include 12 duplex lots and 29 single-family lots north of Trump drive. Phase three would include the rest of the area north of 3 Mile Drive (38 duplex lots and 99 single-family lots). The Northeast corner of the property would be developed in Phase four (14 duplex lots and 33 single-family lots). Each phase would likely take one year to complete with the development reaching full build -out by the year 2008. • .� The U.S. Highway 93 bypass bisects the proposed development property from north to south. Construction of the bypass is currently in the planning phases. It is not likely that the bypass would be constructed until 2010 or later. 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Access to the bypass will be provided only at major east/west route intersections. Near the proposed development site access to the bypass will be provided through signalized intersections at Two Mile, Three Mile, and Four Mile Drive. Due to the access constraints created by the bypass, it is not likely that any access will be available across this road at the development site. Any access provided to the northeastern corner of the property will need to be provided through the existing developments to the east. A trip generation analysis was performed to determine future traffic volumes for the proposed development. RPA used the nationally accepted trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Sixth Edition). The analysis establishes the number of trips generated by the proposed development. For the purposes of this analysis, a vehicle trip is defined as any trip that either begins or ends at the development site. It was determined that the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. The trip generation rates for the various forms of land uses proposed for this development were obtained from Trip Generation (Institute of Transportation Engineers, Sixth Edition). At full buildout the proposed development would produce 2,675 trips each day. Table 2 shows the trip generation rates and totals by land use. AM Peak AM Peak PM peak PM Peak Hour - Hour — Trip Hour - Hour — Trip Weekday - Avg. Trip Ends Avg. Trip Ends Avg. Trip Ends per (% Entering Ends per (%Entering Ends per Weekday Land Use Units Unit % Exiting) Unit % Exiting) Unit Trip Ends Single Family 173 0.75 130 1.01 175 9.57 1,656 Residential (25%/75%) (64%36%) Residential 174 0.44 77 0.54 94 5.86 1,020 Duplex (48%/52%) (65%/35%) Total 347 206 269 2,675 Traffic from the proposed development site will utilize Three Mile Drive and Reserve Street to access the areas in and around Kalispell. With the developments location in the northwestern portion of the City, most of the traffic from the development will go south and east. A review of the traffic patterns in the area indicated that a distribution of 20% north and 80% south would be appropriate. IN Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 It is likely that a small percentage of the traffic would go west. As traffic nears the northern end of Kalispell, vehicles can turn north on Meridian Road to access destinations along U.S. Hwy 93 or they can turn towards the south and access U.S. Hwy 2 and the rest of Kalispell. It is likely that traffic from the development will use the intersections in the same proportions as those that are currently observed. FIGURE 3 shows the anticipated trip distribution by direction from the site. This information was used to model the projected traffic volumes within the area. The model volumes are shown in Appendix IV. 1% V u_ - .. 1'. N 1A2I Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 LTRIEffiffflulml 1 ■ Using the trip generation and trip distribution numbers it was possible to determine the Level of Service (LOS) for all intersections in and around the development. TABLE 3 shows the current and anticipated LOS for the intersections that would be directly affected by the proposed development for current and 2008 traffic conditions. The LOS calculations are provided in Appendix III. Without Development With Develo ment Intersection 2008 AM Peak 2008 PM Peak 2008 AM Peak 2008 PM Peak Stillwater & Three Mile B B B B North Riding & Three Mile B B B B Stillwater & Reserve* B/B A/B B/B A/B Reserve & U.S. 93 C C C C Three Mile & Meridian** B B B B Meridian & U.S. 93** B B B B Meridian & Idaho** B B B B Hill Drive & Stillwater -- -- A A Trump Drive & Stillwater -- -- A A Empire Drive & Three Mile -- -- B B *Northbound LOS/Southbound LOS **LOS with anticipated improvements to Meridian Road The table shows that there were be no appreciable difference in the LOS at any of the nearby intersections with the addition of the traffic from the proposed development. All intersection will continue to operate at an acceptable level of service without any modifications. The table also shows that the three new accesses will function well and will not need additional turn lanes to improve capacity at any of the intersections. RPA also reviewed the traffic patterns at all of the accesses to the proposed development to determine if any of the intersections would need left- or right -turn lanes to improve safety. The traffic patterns were reviewed in accordance with MDT standards for turn -lane warrants. The study indicated that none of the intersections had traffic volumes in a range that would indicate a need for designated left -turn lanes. A right -turn lane may be warranted at the intersection of Stillwater Road and North Riding Road. This analysis is shown in Appendix IV of this report. Access to the northeast corner of the property will need to be provided through the developments to the east of the property. A review of the roads in this area indicated that Fox Hill Drive and North E Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell, Montana August, 2003 Riding Road could be used to provide access to the development. However, Fox Hill Drive has a narrow cross-section of only 20 feet. This road would need to be widened if it were to be used as a primary access point. It would be more desirable to make the major access connection directly to North Riding Road. Traffic volumes within the development were analyzed to determine traffic impacts within the development. Traffic volumes on these roads would vary from 100 to 1000 vehicles per day. A review of the traffic volumes showed that all intersections should function at LOS A under peak conditions at full buildout. Within the development Empire Drive, Hill Drive, and Trump Drive will function as a collector routes. RPA calculated the percent of the entering volume that would be directly attributed to the proposed development at intersections downstream of the proposed development. The percent of entering volumes gives a good indication of how much traffic volume can be directly attributed to the development. This information is shown in Table 4. - �- 0 all 11 Intersection Percent of traffic entering the intersection directl attributed to the develo meet Stillwater & Three Mile 15% North Riding & Three Mile 48% Stillwater & Reserve 14% Reserve & U.S. 93 2% Three Mile & Meridian 15% Meridian & U.S. 93 2% Meridian & Idaho 6% The table shows that the development would account for 15% of the traffic adjacent to the development and between 2% and 6% of the total traffic at the major intersections downstream from the development. Traffic from the development would account for less than 1% of vehicles at all other major intersections in Kalispell and should not effect the LOS at any other intersection. IT, The proposed development would have a negligible impact on the traffic conditions around the development site. Most of the intersections are currently operating well under capacity. The only 10 Traffic Impact Study Empire Estates Subdivision Robert Peccia & Associates Kalispell Montana August, 2003 existing problems are occurring along Meridian Road. These problems will be corrected once the road is reconstructed in 2006-7. ® Traffic from the proposed subdivision will not significantly effect the delay at any intersection within the area. ® None of the accesses to the development will require additional left -turn lanes to improve capacity or safety ® Once the northeast corner of the property is constructed (Phase 4), a right -turn deceleration lane may be needed at the intersection of Three Mile Drive and North Riding Road. The following recommendations are provided to help ensure that the proposed development functions with minimal impacts within, as well as around, the area. ® Within the development Empire Drive, Hill Drive, and Trump Drive will function as a collector routes. For this reason all intersection approaches to these two streets should be controlled by STOP signs on the minor legs. ® At the three access roads, vehicles entering the development should have unrestricted movement. At these locations STOP signs should be erected along Empire Drive. ® Access to the northeast corner of the property should be provided though a "yet to be determined" road that connects to North Riding Road. ® At all locations where the pedestrian path crosses a roadway, the crosswalk should be signed and marked with pedestrian crosswalks on the pavement. ® Stillwater Road should be improved to include centerline and shoulder striping. Speed limit signs should be erected at both ends and near the southbound approach to the development ® Construct a right -turn deceleration lane at the intersection of Three Mile Drive and North Riding Road after Phase 4 reaches full build -out. 11 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 r_r.,��n� Drinfor7_ I InchificA File Name : empire2 Site Code : 00000000 Start Date : 07/16/2003 Page No : 1 STILLWATER 3 MILE STILLWATER 3 MILE Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Th. Left Peds Total Factor 0.85 1 0.85 0.85 1 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 07:00 AM 4 0 2 0 1 12 0 0 0 0 0 0 0 21 7 0 47 07:15 AM 3 0 0 0 3 3 0 0 0 0 0 0 0 24 9 0 42 07:30 AM 1 0 4 0 3 7 0 0 0 0 0 0 0 41 15 0 71 07:45 AM 6 0 6 0 3 8 0 0 0 0 0 0 1 30 6 0 61 Total 14 0 12 0 10 30 0 0 0 0 0 0 1 116 37 01 221 08:00 AM 2 0 3 1 3 13 0 0 0 0 0 0 0 27 3 0 52 08:15 AM 2 0 5 0 5 13 0 0 0 0 0 0 0 29 5 0 59 08:30 AM 3 0 4 0 3 9 0 0 0 0 0 0 0 26 8 0 52 08:45 AM 3 0 3 0 2 12 1 0 1 0 0 0 0 26 6 0 54 Total 10 0 15 1 13 47 1 0 1 0 0 0 0 108 22 0 217 Grand Total 24 0 27 1 23 77 1 0 1 0 0 0 1 224 59 0 438 Apprch % 46.2 0.0 51.9 1.9 22.8 76.2 1.0 0,0 100.0 0.0 0,0 0.0 0.4 78.9 20.8 0.0 Total % 5.5 0.0 6.2 0.2 5.3 17.6 0.2 0.0 0.2 0.0 0.0 0.0 0.2 51.1 13.5 0.0 STILLWATER 3 MILE STILLWATER 3 MILE Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Start Time ht u Left s Total ht u Left s Total ht a s Total ht u s Total Total Yeak Hour Prom U /:UU AM to MAD ANI - reax Intersect! 07:30 AM on Volume 11 0 18 1 30 Percent 36 0.0 3.3 07:30 1 0 4 0 5 Volume Peak Factor High Int. 07:45 AM Volume 6 0 6 0 12 Peak 0,62 Factor 5 fora 14 41 0 0 56 25. 73• 0.0 0.0 0 2 3 7 0 0 10 08:15 AM 5 13 0 0 18 0.77 8 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 6:45:00 AM 0 0 0 0 0 0 01 1 127 29 0 157 80. 18 0.6 0.0 0 41 15 0 56 07:30 AM 0 41 15 0 56 0.70 1 243 71 0.856 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No STILLWATER Out In Total ® 30 73 11 01 181 1 Right Thru Left Peds O N N no to J C F-6 4-7 j a, — /16/03 7:30:00 AM S 3 CO ern— /16103 8:15:00 AM io m oo CL b y Unshifted -n N o �w CD d m 0 0- I Left Thru Right Peds 01 01 01 0 0 Out In Total STILLWATER : empire2 :00000000 : 07/16/2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 ('A rnnnc Printari_ I Inchi$ari File Name : empirel Site Code : 00000000 Start Date : 07/15/2003 Page No : 1 STILLWATER 3 MILE STILLWATER 3 MILE Southbound Westbound Northbound Eastbound Start Time Right rThru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.01 1.01 1.0 1.01 1.01 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 6 0 5 0 5 36 0 0 0 0 0 0 0 23 4 0 79 04:15 PM 5 1 8 0 7 30 0 0 0 0 0 0 0 19 11 0 81 04:30 PM 16 1 7 0 4 27 0 0 0 0 1 0 0 24 1 0 81 04:45 PM 9 0 2 0 5 35 0 0 0 0 0 0 0 30 5 0 86 Total 36 2 22 0 21 128 0 0 0 0 1 0 0 96 21 0 327 05:00 PM 13 0 7 0 5 58 1 0 1 0 1 0 0 31 12 0 129 05:15 PM 12 0 10 0 9 50 0 0 0 0 0 0 0 26 6 0 113 05:30 PM 13 0 2 0 4 40 0 0 0 0 0 0 0 20 4 0 83 05:45 PM 9 0 1 0 7 53 0 0 0 0 0 0 0 26 2 0 98 Total 47 0 20 0 25 201 1 0 1 0 1 0 0 103 24 0 423 Grand Total 83 2 42 0 46 329 1 0 1 0 2 0 0 199 45 0 750 Apprch % 65.4 1.6 33.1 0.0 12.2 87.5 0.3 0.0 33.3 0.0 66.7 0.0 0.0 81.6 18.4 0.0 Total % 11.1 0.3 5.6 0.0 6.1 43.9 0.1 0.0 0.1 0.0 0.3 0.0 0.0 26.5 6.0 0.0 STILLWATER 3 MILE STILLWATER 3 MILE Southbound i Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht I u Left s Total ht u Left s Total ht u Left s Total ht u Left s Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak Intersecti 05:00 PM on Volume 47 0 20 0 67 Percent 70' 0.0 2. 0.0 05:00 13 0 7 0 20 Volume Peak Factor High Int, 05:15 PM Volume 12 0 10 0 22 Peak 0.76 Factor 1 IotI 25 201 1 0 227 11. 88. 0.4 0.0 0 5 5 58 1 0 64 05:00 PM 5 58 1 0 64 0.88 7 1 0 1 0 2 50, 50. 0.0 0.0 1 0 1 0 2 05:00 PM 1 0 1 0 2' 0.25 0 0 103 24 0 127 811 18, 0.0 , 0.0 0 31 12 0 43 05:00 PM 0 31 12 0 43 0.73 8 423 129 0.820 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No STILLWATER out In Total 49 67 1 66 47 0 1 201 0 Right Thru Left Peds o Rol ; C\j no North /15/03 5:00:00 PM N CO o /15/03 5:45:00 PM m N o v Unshifted CD a ro a a- o Left Thru RightI Peds 11 01 11 0 2 0 out In Total STILLWATER : empires :00000000 : 07/15/2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 (Zrnune PrinTari_ 1 Inchiftar9 File Name : empire9 Site Code : 00000000 Start Date : 08/01 /2003 Page No : 1 N RIDE 3 MI N RIDE 3 MI Southbound Westbound Northbound Eastbound Int. Start Time Right [E� Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.85 0.85 1 0.85 0.85 0.85 1 0.85 1 0.85 1 0.85 0.85 1 0.85 1 0.85 0.85 0.85 1 0.85 1 0.85 0.85 07:15 AM 1 0 1 0 0 6 0 0 0 0 0 0 0 35 0 0 43 07:30 AM 0 0 3 0 1 12 0 0 0 0 0 0 0 30 0 0 46 07:45 AM 1 0 3 0 0 13 0 0 0 0 0 0 0 44 1 0 62 Total 2 0 7 0 1 31 0 0 0 0 0 01 0 109 1 0 151 08:00 AM 0 0 2 0 1 13 0 0 0 0 0 0 0 32 0 0 48 08:15 AM 0 0 5 0 0 10 0 0 0 0 0 0 0 26 1 0 41 08:30 AM 0 0 1 0 2 13 0 0 0 0 0 0 0 26 0 0 42 08:45 AM 0 0 3 0 0 13 0 0 0 0 0 0 0 31 1 0 48 Total 0 0 11 01 3 49 0 0 0 0 0 0 0 115 2 0 179 Grand Total 2 0 18 0 4 80 0 0 0 0 0 0 0 224 3 0 330 Apprch % 10.0 0.0 90.0 0.0 4.8 95.2 0.0 0,0 0.0 0.0 0,0 0.0 0.0 98.7 1,3 0.0 Total % 0.6 0.0 5.4 0.0 1.2 24.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67.7 0.9 0.0 N RIDE 3 MI N RIDE 3 MI Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht I u Left s Total ht u Left s Total ht u Left s I Total ht I u Left s I Total Total teak Hour Prom u/:1J AM to WAD Am - reaE Intersecti 07:15 AM on Volume 2 0 9 0 11 Percent 18. 0.0 81. 0.0 07:45 1 0 3 0 4 Volume Peak Factor High Int. 07:45 AM Volume 1 0 3 0 4 Peak 0.68 Factor 8 torn 2 44 0 0 46 95. 4.3 0.0 0.0 0 13 0 0 13 08:00 AM 1 13 0 0 14 0.82 1 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 7:00:00 AM 0 0 0 0 0 0 141 1 0 142 99. 0.0 0.7 0.0 0 44 1 0 45 07:45 AM 0 44 1 0 45 0.78 9 62 0.802 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : empire9 406-447-5000 Site Code : 00000000 Start Date : 08/01/2003 Page No : 2 N RIDE Out In Total 11 14 21 0 91 0 Right Thru Left Peds ca ~North �� T� wo v 2 ®—s c w G 1/03 7:15:00 AM K 1/03 8:00:00 AM v O oa (D Unshifted m rn� 0 Left Thru Right Peds 01 01 01 0 0 0 0 Out In Total N RIDE Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 Gmunq Printed- Unshifted File Name : untitledl Site Code : 00000000 Start Date : 07/31 /2003 Page No : 1 N RIDING 3 MI N RIDING 3 MI 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 0.85 0.85 1 0.85 0.85 0.85 1 0.85 1 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 0.85 10.85 04:15 PM 2 0 3 0 0 42 0 0 1 0 0 0 0 26 2 0 77 04:30 PM 0 0 1 0 2 34 0 0 0 0 0 0 0 28 0 0 65 04:45 PM 0 0 0 0 3 31 0 0 0 0 0 0 0 31 2 0 67 Total 2 0 4 01 5 107 0 0 1 0 0 01 0 85 4 01 209 05:00 PM 0 0 1 0 2 39 0 0 0 0 0 0 0 23 1 0 66 05:15 PM 0 0 1 0 2 48 0 0 0 0 0 0 0 23 1 0 75 05:30 PM 1 0 2 0 2 46 0 0 0 0 0 0 0 28 1 0 80 Grand Total 3 0 8 0 11 240 0 0 1 0 0 0 0 159 7 0 430 Apprch % 27.3 0.0 72.7 0.0 4.4 95.6 0.0 0.0 100.0 0.0 0.0 0.0 0.0 95.8 4.2 0.0 Total % 0.7 0.0 1.9 0.0 2.6 55.9 0.0 0.0 0.2 0.0 0.0 0.0 0.0 37.1 1.6 0.0 Peak Hour From 04:I5 PM to 05:30 PM - Peak Intersect! 04:45 PM on Volume 1 0 4 0 5 Percent 20. 0.0 80. 0.0 05:30 1 0 2 0 3 Volume Peak Factor High Int, 05:30 PM Volume 1 0 2 0 3 Peak 0.41 Factor 7 9 164 0 0 173 94. 5.2 0.0 0.0 2 46 0 0 48 05:15 PM 2 48 0 0 50 0.86 5 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 4:00:00 PM 0 0 0 0 0 0 01 0 105 5 0 110 95, 0.0 4.5 0.0 0 28 1 0 29 04:45 PM 0 31 2 0 33 0.83 3 288 Ml Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No N RIDING Out In Total 14 5 F 19 1 0 1 41 0 Thu Left Peds �ht IG 6 T O F I 2: 0 2 North -4 c r o 4:45:00 PM A �/31/03 /31/03 5:30:00 PM �� �o w — g OT oy Unshifted 'v r)0 a 0' 0 v — `left Thru Right Peds 01 01 01 0 0 0 Out In Total N RIDING : untitledl :00000000 : 07/31 /2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 File Name : empire7 Site Code : 00000000 Start Date : 07/16/2003 Page No : 1 MERIDIAN 3 MILE MERIDIAN 3 MILE Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 0.85 0.85 0.85 0.85 0.85 1 0.85 1 0.85 07:00 AM 7 37 2 0 4 0 3 0 0 48 14 0 19 0 3 0 137 07:15 AM 3 41 0 0 3 0 3 0 0 56 3 0 26 0 7 0 141 07:30 AM 6 44 1 0 8 0 1 0 1 69 13 0 46 0 6 0 195 07:45 AM 7 71 0 0 4 0 0 0 0 92 19 0 42 0 18 0 254 Total 23 193 3 0 19 0 7 0 1 265 49 0 133 0 34 0 727 08:00 AM 5 46 3 0 2 0 2 0 1 59 15 0 40 0 8 0 08:15 AM 7 68 2 0 3 0 4 0 1 60 11 0 35 0 10 0 08:30 AM 8 70 2 0 2 0 2 0 0 65 16 0 31 0 16 1 08:45 AM 14 58 3 0 5 0 3 0 1 68 27 0 37 0 14 0 Total 34 242 10 0 12 0 11 0 3 252 69 0 143 0 48 1 Grand Total 57 435 13 0 31 0 18 0 4 517 118 0 276 0 82 1 Apprch % 11.3 86.1 2.6 0.0 I 63.3 0.0 36.7 0,0 0.6 80.9 18.5 0.0 76.9 0.0 22.8 0.3 Total % 3.7 28.0 0.8 0.0 2.0 0.0 1.2 0.0 0.3 33.3 7.6 0.0 17.8 0.0 5.3 0.1 181 201 213 230 825 1552 MERIDIAN 3 MILE MERIDIAN 3 MILE Southbound Westbound Northbound Eastbound Rim Thr Ped App. Rig Thr Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Start Time ht I u Left s Total ht u Left s Total ht u s Total ht u s Total Total Peak Hour From U"/:UU AM to Ub:4�) AM - Feax Intersecti 07:45 AM on Volume 27 255 7 0 289 Percent 9.3 88. 2.4 0.0 07:45 7 71 0 0 78 Volume Peak Factor High Int. 08:30 AM Volume 8 70 2 0 80. Peak 0.90 Factor 3 toil 11 0 8 0 19 57. 42 0.0 ' 0.0 4 0 0 0 4 08:15 AM 3 0 4 0 7', 0.67 9 2 276 61 0 339 81. 18. 0.6 0.0 0 92 19 0 111 07:45 AM 0 92 19 0 111 0.76 4 148 0 52 1 201 7 25. 0.0 0.5 6 42 0 18 0 60 07:45 AM 42 0 18 0 60 0.83 8 ;,. 254 0.836 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : empire7 406-447-5000 Site Code : 00000000 Start Date : 07/16/2003 Page No : 2 MERIDIAN Out In Total 339 289 628 r 27 2551 71 0 Right Thru Left Peds 1 Northno L-® 4-G W W N _ C ~ /16/03 7:45:00 AM 3 v 1 /16103 8:30:00 AM r ";—�m o m O Unshifted d 0 �Tr Left Thru Right Peds F-61—F 2761 21 0 411 339 750 Out In Total MERIDIAN Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 (_rn..nc. Ori nTerl_ I Inc hiHor! File Name : empire8 Site Code : 00000000 Start Date : 07/15/2003 Page No : 1 MERIDIAN 3MILE MERIDIAN SMILE Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 04:00 PM 12 70 3 0 4 0 0 0 0 68 21 0 19 0 4 0 201 04:15 PM 17 80 1 0 8 0 3 0 0 68 31 0 33 0 9 0 250 04:30 PM 16 92 3 0 10 0 2 0 3 84 38 0 30 0 8 0 286 04:45 PM 14 82 3 0 3 0 2 0 2 97 42 0 31 0 9 0 286 Total 59 324 10 0 25 0 7 01 5 317 132 0 113 0 30 0 1023 05:00 PM 24 94 0 0 8 0 1 0 0 84 59 0 26 0 7 0 303 05:15 PM 20 108 0 0 8 0 1 0 0 88 43 0 28 0 3 0 299 05:30 PM 14 63 3 0 9 0 1 0 1 71 48 0 29 0 8 0 248 05:45 PM 8 77 1 0 3 0 0 0 1 73 48 0 26 0 6 0 242 Total 66 342 4 0 28 0 3 0 2 316 198 0 109 0 24 0 1092 Grand Total 125 666 14 0 53 0 10 0 7 633 330 0 222 0 54 0 2115 Apprch % 15.5 82.7 1.7 0.0 84.1 0.0 15.9 0,0 0.7 65.3 34.0 0,0 80.4 0.0 19.6 0.0 Total % 5.9 31.5 0.7 0.0 2.5 0.0 0.5 0.0 0.3 29.9 15.6 0.0 10.5 0.0 2.6 0.0 MERIDIAN 3MILE MERIDIAN 3MILE Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Stazt Time ht u Left s Total ht u Left s Total ht u Left s Total ht a Left s Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak Intersecti 04:30 PM on Volume 74 376 6 0 456 Percent 16.82. 1.3 0.0 05:00 24 94 0 0 118 Volume Peak Factor High Int, 05:15 PM Volume 20 108 0 0 128 Peak 0.89 Factor 1 iota 29 0 6 0 35 82. 0.0 17 ' 0.0 8 0 1 0 9 04:30 PM 10 0 2 0 12 0.72 9 5 353 182 0 541 65. 33. 0.9 0.0 0 84 59 0 143 05:00 PM 0 84 59 0 143 0.94 6 115 0 27 0 142 81. 0.0 19. 0.0 26 0 7 0 33 04:45 PM 31 0 9 0 40 0.88 8 1174 303 0.969 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : empire8 406-447-5000 Site Code : 00000000 Start Date : 07/15/2003 Page No : 2 MERIDIAN Out In Total 409 1 456 865 741 376 6 0 Right Thru Left Peds i--'f 1 rn f- N x� J j 31 UO o North F w v J — r /15/03 4:30:00 PM o W 3 M LO /15/03 5:15:00 PM 53 ON Unshifted a � o Left Thru RightPeds 1821 3531 51 0 497 540 1037 Out In Total MERIDIAN Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 !_. - DAnt-L I InehifteA File Name : empire5 Site Code : 00000000 Start Date : 07/17/2003 Page No : 1 93 MERIDIAN 93 MERIDIAN Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru heft Peds Right Thru Left Peds Right Thru i Left Peds Total Factor 0.85 0.85 0.85 0.85 0.85 1 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 07:00 AM 33 81 3 0 0 0 0 0 5 67 6 0 5 1 46 0 247 07:15 AM 35 88 3 0 0 0 0 0 4 67 7 0 4 8 36 0 252 07:30 AM 34 136 6 0 0 0 0 0 5 94 4 0 8 4 61 0 353 07:45 AM 63 201 8 0 0 0 0 0 16 122 10 0 8 6 64 0 498 Total 165 506 20 0 0 0 0 0 30 350 27 0 25 19 207 0 1350 08:00 AM 43 133 8 0 0 0 0 0 13 93 6 0 14 6 57 0 373 08:15 AM 42 158 5 0 1 0 0 0 14 88 8 0 14 5 54 0 389 08:30 AM 52 140 8 0 0 0 0 0 10 94 11 0 9 3 44 0 371 08:45 AM 53 168 8 0 0 0 0 0 14 92 7 0 18 10 54 0 425 Total 190 599 29 0 1 0 0 0 51 367 32 0 55 24 209 0 1558 Grand Total 355 1105 49 0 1 0 0 0 81 717 59 0 80 43 416 0 2908 Apprch % 23.5 73.2 3.2 0.0 100.0 0.0 0.0 0.0 9.5 83.7 6.9 0.0 14.8 8.0 77.2 0.0 Total % 12.2 38.0 1.7 0.0 0.0 0.0 0.0 0.0 2.8 24.7 2.0 0.0 2.8 1.5 14.3 0.0 93 MERIDIAN 93 MERIDIAN Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped ig App. Rig Thr Ped App. Rig Thr Left Ped App. Int. Start Time Left Total ht Left Total u Left s Total ht u s Total Total ht u s u s I Peak Hour From 07:00 AM to 08:4J AM - Peak Intersecni 07:45 AM o Volume 200 632 29 0 861 Percent 23.73. 3.4 0.0 4 07:45 63 201 8 0 272 Volume Peak Factor High Int. 07:45 AM Volume 63 201 8 0 272 Peak 0.79 Factor 1 lots 1 0 0 0 1 100 0.0 0.0 0.0 .0 0 0 0 0 0 08:15 AM 1 0 0 0 1 0.25 0'' 53 397 35 0 485 10. 81. 7.2 0.0 9 9 16 122 10 0 148 07:45 AM 16 122 10 0 148 0.81 9 45 20 219 0 284 15. 77. 7.0 0.0 8 6 64 0 78 07:45 AM 8 6 64 0 78 0.91 0 1631 498 0.819 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No 93 Out In Total 617 861 1478 200 6321 291 0 Right Thru Lelft Peds p N 4) T �0 -' 0 a N 2 —® North 4—R m o G a /17/03 7:45:00 AM o o w v !17/03 8:30:00 AM y O N o m Unshifted 0 0 Left Thru Right Peds 351 3971 531 0 677485 1162 Out In Total 93 : empire5 :00000000 : 07/17/2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 (Z'-- PAM.H- I 1-hifrari File Name : empire6 Site Code : 00000000 Start Date : 07/16/2003 Page No : 1 93 MERIDIAN 93 MERIDIAN Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.85 1 0.85 1 0.85 1 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1 0.85 0.85 04:00 PM 70 163 4 0 0 0 0 0 8 153 22 0 4 3 77 0 505 04:15 PM 66 133 3 0 1 0 0 0 12 173 16 0 9 3 49 0 465 04:30 PM 65 183 5 0 1 0 0 0 5 180 15 0 8 3 49 0 514 04:45 PM 59 158 2 0 0 0 0 0 9 178 14 0 8 7 52 0 487 Total 260 637 14 0 2 0 0 0 34 684 67 0 29 16 227 0 1971 05:00 PM 71 163 3 0 0 0 0 0 8 235 26 0 11 5 92 0 614 05:15 PM 79 172 7 0 0 0 0 0 10 188 12 0 11 9 72 0 560 05:30 PM 60 159 6 0 0 0 0 0 2 195 18 0 11 6 68 0 525 Grand Total 470 1131 30 0 2 0 0 0 54 1302 123 0 62 36 459 0 3670 Apprch °/8 28.8 69.3 1.8 0.0 100.0 0.0 0.0 0.0 3.7 88.0 8.3 0.0 11.1 6.5 82.4 0.0 Total % 12.8 30.8 0.8 0.0 0.1 0.0 0.0 0.0 1.5 35.5 3.4 0.0 1.7 1.0 12.5 0.0 93 MERIDIAN 93 MERIDIAN 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 I Left s I Total ht I u I Left s I Total ht I u Left s Total ht u Left s Total Total teak Hour i rom u4:vu rM to UJ:3U rfvi - reaK Intersecti 04:45 PM on Volume 269 652 18 0 939 Percent 28.69. 1.9 0.0 4 05:00 71 163 3 0 237 Volume Peak Factor High Int. 05:15 PM Volume 79 172 7 0 258 Peak 0.91 Factor 0 101 l 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 3:45:00 PM 0 0 0 0 0 0 0 29 796 70 0 895 88. 3.2 7.8 0.0 8 235 26 0 269 05:00 PM 8 235 26 0 269 0.83 2 41 27 284 0 352 1 . 80 7.7 0.0 11 5 92 0 108 05:00 PM 11 5 92 0 108 0.81 5 wa N Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No 93 Out In Total 1080 939 F 2019 2691 6521 18 0 Right Thru Left Peds 1 Q a 2North c—�-7m 10 — /16/03 4:45:00 PM owr /16103 5:30:00 PMy o�1' Unshifted n-4 a aC=D 0 � Iu Left ThrRightPeds 701 7961 291 0 693 895 1588 Out In Total 93 : empire6 :00000000 : 07/16/2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 l3 rnune Priniorl_ 11-hift-1 File Name : empire4 Site Code : 00000000 Start Date : 07/17/2003 Page No : 1 MERIDIAN HWY 2 MERIDIAN HWY 2 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 0.85 1 0.85 1 0.85 0.85 0.85 1 0.85 1 0.85 0.85 6.85 0.85 0.85 0.85 0.85 1 0.85 1 0.85 0.85 07:00 AM 12 14 31 0 34 26 8 0 6 20 5 1 5 34 12 1 208 07:15 AM 14 20 39 1 28 37 7 0 13 32 11 0 10 57 15 0 284 07:30 AM 13 41 50 0 28 53 12 0 11 41 20 3 8 71 27 0 378 07:45 AM 15 53 48 0 42 67 18 0 12 49 33 0 14 80 20 1 452 Total 54 128 168 1 132 183 45 01 42 142 69 41 37 242 74 21 1322 08:00 AM 8 35 58 08:15 AM 7 37 50 08:30 AM 14 31 42 08:45 AM 13 44 65 Total 42 147 215 Grand Total 96 275 383 Apprch % 12.6 36.2 50.5 Total % 3.4 9.9 13.7 1 36 48 14 0 20 49 7 0 41 60 13 3 45 47 12 4 142 204 46 5I 274 387 91 0.7 36.4 51.5 12.1 0.2 9.8 13.9 3.3 0 10 39 18 0 12 45 17 0 8 42 14 0 15 40 20 01 45 166 69 0 87 308 138 0.0 I 16.1 57.1 25.6 0.0 3.1 11.1 5.0 2 14 63 11 0 14 60 14 0 9 69 21 0 9 68 27 2 46 260 73 6 83 502 147 1.1 11.3 68.1 19.9 0.2 3.0 18.0 5.3 2 1 0 0 3 5 0.7 0.2 359 333 365 408 1465 2787 MERIDIAN HWY 2 MERIDIAN HWY 2 Southbound Westbound Northbound Eastbound Rig Th., Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Int. Start Time ht I u Left s Total ht I u I Left s I Total ht I u I Left s I Total ht u Left s Total Total Yeak Hour Prom U /:UU AM to UZ5:4J AM - PeaB Intersecti 07:30 AM on Volume 43 166 206 1 416 Percent 10. 39.. 49. 0.2 07:45 15 53 48 0 116 Volume Peak Factor High Int. 07:45 AM Volume 15 53 48 0 116 Peak 0.89 Factor 7 1011 126 217 51 0 394 32. 55. 12. 0.0 0 1 9 42 67 18 0 127 07:45 AM 42 67 18 0 127 0.77 61 45 174 88 5 312 14. 55. 28. 1.6 4 8 2 12 49 33 0 94 07:45 AM 12 49 33 0 94 0.83 0 50 274 72 4 400 12. 68. 18. 1.0 5 5 0 14 80 20 1 115 07:45 AM 14 80 20 1 115 0.87 OI EW.. 452 0.842 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No MERIDIAN Out In Total 372 416 788 431 1661 2061 1 Thru Left Peds Rht 1 m r C\1 O N O vL N North � `� N G V o . /17/03 7:30:00 AM 3 _ � L C /17/03 8:15:00 AM CD ? N v O� `tom Unshifted m �o m a N O htht Left Thru Ri Peds 881 1741 451 5 267 312 579 Out In Total MERIDIAN : empire4 :00000000 : 07/17/2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 File Name : empire3 Site Code : 00000000 Start Date : 07/16/2003 Page No : 1 MERIDIAN HWY 2 MERIDIAN HWY 2 Southbound Westbound Northbound Eastbound Ina Start Time Right Thru Left Peds Right Thru E:peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 04:00 PM 13 45 67 0 46 91 26 0 20 52 31 0 20 94 20 0 524 04:15 PM 13 48 66 0 50 84 18 0 14 38 33 0 12 82 22 0 480 04:30 PM 15 60 63 1 53 98 25 3 21 37 25 3 12 65 18 1 500 04:45 PM 7 43 55 2 44 80 18 1 22 58 37 2 15 68 20 0 472 Total 48 196 251 3 193 353 87 4 77 185 126 5 59 309 80 1 1976 05:00 PM 13 70 59 05:15 PM 19 62 69 05:30 PM 18 60 54 05:45 PM 13 60 57 Total 63 252 239 Grand Total Ill 448 490 Apprch % 10.5 42.5 46.4 Total % 2.6 10.7 11.7 3 54 94 18 1 25 54 43 0 69 99 23 0 24 53 39 0 61 75 15 0 28 60 37 0 49 96 21 0 21 53 39 3 233 364 77 1 98 220 158 6I 426 717 164 5I 175 405 284 0.6 32.5 54.6 12.5 0.4 20.0 46.4 32.5 0.1 10.2 17.1 3.9 0.1 4.2 9.7 6.8 2 22 98 30 1 13 99 13 1 13 76 25 0 10 75 31 4 58 348 99 9I 117 657 179 1.0 12.2 68.7 18.7 0.2 2.8 15.7 4.3 2 588 0 583 0 523 0 524 21 2218 31 4194 0.3 0.1 MERIDIAN HWY 2 MERIDIAN HWY 2 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 Prom 04:UU PM to UJ:4J PM - Peak Intersect! 05:00 PM on Volume 63 252 239 3 556 Percent 11.. 45. 43. 0.5 05:00 13 70 59 3 145 Volume Peak Factor High Int. 05:15 PM Volume 19 62 69 0 150 Peak 0.92 Factor 7 loft 233 364 77 1 675 34. 53. 11. 0.1 5 9 4 54 94 18 1 167 05:15 PM 69 99 23 0 191 0.88 4 98 220 158 4 480 20. 45. 32. 0.8 4 8 9 25 54 43 2 124 05:30 PM 28 60 37 1 126 0.95 2 58 348 99 2 507 11. 68. 19. 0.4 4 6 5 22 98 30 2 152 05:00 PM 22 98 30 2 152 0.83 4' 2218 588 0.943 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : empire3 406-447-5000 Site Code : 00000000 Start Date : 07/16/2003 Page No : 2 MERIDIAN Out In Total 552 5571 1 1109 63 2521 2391 3 Right Thru Left Peds fJr 1 '-i 00 Fr Rm J ro W O CO North } — 116/03 5:00:00 PM rn 3 _ � /16103 5:45:00 PM r' CD ro 0 N UnshiftedCD v C rnm ao a o— I Left Thru Ri Ped ht s 58 220 98 4 158, 387 480 867 Out In Total MERIDIAN Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 i I-loft-i File Name : springl Site Code : 00000000 Start Date : 06/12/2003 Page No : 1 HWY 93 RESERVE HWY 93 RESERVE Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.9 0.9 1 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1 0.9 1 0.91 0.9 0.9 07:00 AM 4 53 13 0 4 12 42 0 25 50 4 0 20 23 5 0 255 07:15 AM 3 60 22 0 16 11 48 0 40 38 1 0 25 27 7 0 298 07:30 AM 4 99 27 0 28 10 56 0 58 70 7 0 20 43 11 0 433 07:45 AM 4 118 29 0 19 21 131 0 70 76 12 0 43 40 7 0 570 Total 15 330 91 01 67 54 277 01 193 234 24 01 108 133 30 01 1556 08:00 AM 3 68 14 0 11 9 56 0 50 43 8 0 23 30 9 0 323 08:15 AM 5 79 17 0 14 11 58 0 37 35 14 0 22 21 4 0 318 08:30 AM 3 86 20 0 16 14 60 0 43 53 16 0 25 27 7 0 369 08:45 AM 4 97 22 0 15 19 76 0 35 60 7 0 26 23 8 0 393 Total 15 330 73 0 56 53 250 0 165 191 45 0 96 101 28 0 1403 Grand Total 30 660 164 0 123 107 527 0 358 425 69 0 204 234 58 0 2959 Apprch 0/63.5 77.3 19.2 0.0 16.2 14.1 69.6 0.0 42.0 49.9 8.1 0.0 41.1 47.2 11.7 0.0 Total °/. 1.0 22.3 5.5 0.0 4.2 3.6 17.8 0.0 12.1 14.4 2.3 0.0 6.9 7.9 2.0 0.0 HWY 93 RESERVE HWY 93 RESERVE Southbound Westbound Northbound Eastbound Rig Thr Ped App. Rig Thr Ped App. Rig Thr Ped App. Rig Thr Left Ped App. Int. Start Time ht u Left s Total ht u Left s Total ht u Lefts Total ht u s 7ota1 Total Peak Hour From 07:00 AM to 08:45 AM - Yeak Intersecni 07:30 AM o Volume 16 364 87 0 466 Percent 3.4 78' 18 0.0 07:45 4 118 29 0 151 Volume Peak Factor High Int. 07:45 AM Volume 4 118 29 0 151 Peak 0.77 Factor 21 IotI 72 51 301 0 424 17, 12, 71. 0.0 0 0 0 19 21 131 0 171 07:45 AM 19 21 131 0 171 0.62 01 215 224 41 0 480 44. 46. 8.5 0.0 8 7 70 76 12 0 158 07:45 AM 70 76 12 0 158 0.75 9 108 134 31 0 274 39. 48. 11, 0.0 4 9 3 43 40 7 0 90 07:45 AM 43 40 7 0 90 0.76 1 . -50 570 0.721 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No HWY 93 Out In Total 327 1 467 1 794 161 3641 871 0 Right Thru Left Peds ff oM My� O w > �2 2 F—® North —� 37 m w ` A 3 rr w o so r¢ b Enshifteffd m CO �Co A < rr O o o CD a CO 0 0 0 Left Thru Right Peds 411 2241 2151 0 773 480 1253 Out In Total HWY 93 : springl :00000000 : 06/12/2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 G`.rnnnc Printari- I Inchiftari File Name : spring2 Site Code : 00000000 Start Date : 06/11 /2003 Page No : 1 HWY 93 RESERVE HWY 93 RESERVE Southbound Westbound Northbound Eastbound Int. Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Total Factor 0.9 1 0.9 0.9 1 0.9 0.9 1 0.9 1 0.9 0.9 0.9 1 0.9 1 0.9 1 0.9 0.9 0.9 0.9 0.9 04:00 PM 8 88 37 0 15 22 60 0 72 96 21 3 8 25 9 0 464 04:15 PM 5 80 25 0 18 24 81 0 94 98 18 0 13 23 9 0 488 04:30 PM 4 93 19 0 26 26 85 0 82 106 29 0 11 22 6 0 510 04:45 PM 6 83 33 0 20 27 72 0 78 110 27 0 20 16 5 0 497 Total 23 344 114 0 79 99 298 0 326 410 95 3 52 86 29 0 1959 05:00 PM 12 87 23 0 28 44 91 1 113 117 29 0 22 43 6 0 616 05:15 PM 6 91 35 0 26 57 96 0 80 127 47 0 21 32 13 0 631 05:30 PM 2 81 20 0 39 47 88 1 95 132 37 0 14 23 8 0 587 05:45 PM 7 58 31 0 40 35 77 2 67 121 27 0 14 24 8 0 513 Total 27 317 109 0 133 183 352 4 355 497 140 0 71 122 35 0 2347 Grand Total 50 661 223 0 212 282 650 4 681 907 235 3 123 208 64 0 4306 Apprch % 5.4 70.8 23.9 0.0 18.5 24.6 56.6 0.3 37.3 49.7 12.9 0.2 31.1 52.7 16.2 0.0 Total % 1.2 15.4 5.2 0.0 4.9 6.6 15.1 0.1 15.8 21.1 5.5 0.1 2.9 4.8 1.5 0.0 HWY 93 RESERVE HWY 93 RESERVE Southbound Westbound Northbound IEastbound 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 04:00 PM to W:4-') FM - Peak Intersect! 05:00 PM on Volume 27 317 109 0 454 Percent 5.9 6 24. 0.0 8 05:15 6 91 35 0 132 Volume Peak Factor High Int. 05:15 PM Volume 6 91 35 0 132 Peak 0.86 Factor 0 lots 133 183 352 4 672 19, 27. 52. 0.6 8 2 4 26 57 96 0 179 05:15 PM 26 57 96 0 179 0.93 91 355 497 140 0 992 35. 50. 14, 0.0 8 1 1 80 127 47 0 254 05:30 PM 95 132 37 0 264', 0.93 9 71 122 35 0 228 31. 53. 15. 0.0 1 5 4 21 32 13 0 66'. 05:00 PM 22 43 6 0 71 0.80 3 2347 631 0.930 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No HWY 93 Out In Total 665 453 1118 271 3171 1091 0 Right Thru Left Peds pMl- '� O WE^ CO North 2 w ~ 11/03 5:00:00 PM c E m wr 11/03 5:45:00 PM rm w v ro < N Unshifted Wa ()l °' 4-]:= Left Thru Right Peds 140 497 3551 0 740 992 1732 Out In Total HWY 93 : spring2 :00000000 : 06/11 /2003 :2 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 f]rnnnc Printali- Mnvvmvnt 7 File Name : DNRC5 Site Code : 00000000 Start Date : 03/15/2001 Page No : 1 STILLWATER RESERVE STILLWATER RESERVE Southbound Westbound Northbound Eastbound Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Int. Total Factor 1.18 1.181 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1.18 1 1.18 1.18 1.18 1.18 1.18 1.18 07:00 AM 0 7 1 0 1 4 0 0 4 0 0 0 0 25 0 0 42 07:15 AM 0 2 0 0 0 9 5 0 4 0 0 0 0 39 0 0 59 07:30 AM 0 6 2 0 0 12 8 0 13 2 0 0 0 63 0 0 106 07:45 AM 0 0 0 01 1 8 5 0 7 0 0 01 0 34 0 0 55 Total 0 15 3 01 2 33 18 0 28 2 0 01 0 161 0 0 262 08:00 AM 0 0 1 0 2 8 1 0 4 2 0 0 1 24 0 0 43 08:15 AM 0 0 1 0 1 6 1 0 0 0 0 0 0 20 0 0 29 08:30 AM 0 1 2 0 0 8 6 0 5 4 0 0 0 31 0 0 57 08:45 AM 0 0 1 0 1 7 1 0 2 0 0 0 0 17 0 0 29 Total 0 1 5 0 4 29 9 0 11 6 0 0 1 92 0 0 158 Grand Total 0 16 8 0 6 62 27 0 39 8 0 0 1 253 0 0 420 Apprch % 0.0 66.7 33.3 0.0 I 6.3 65.3 28.4 0.0 I 83.0 17.0 0,0 0.0 I 0.4 99.6 O,0 0.0 Total % 0.0 3.8 1.9 0.0 1.4 14.8 6.4 0.0 9.3 1.9 0.0 0.0 , 0.2 60.2 0.0 0.0 STILLWATER RESERVE STILLWATER RESERVE Southbound Westbound Northbound Eastbound Rah Thr =OthA,p. Rgh Thr Left Oth App. Rgh Thr Left Oth App. Rgh Thr LeH Oth App. Int. t uLeHal t u er Total t u er Total t u er Total Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersecti 07:15 AM on Volume 0 8 3 0 11 3 37 19 0 59 28 4 0 0 32 1 160 0 0 1611 263 Percent 72, 27. 0.0 0.0 5.1 62. 32. 0,0 87. 12. 0.0 0.0 0.6 99, 0,0 0.0 7 3 7 2 5 5 4 07:30 0 6 2 0 8 0 12 8 0 20 13 2 0 0 15 0 63 0 0 63 106 Volume Peak 0.620 Factor High Int. 07:30 AM 07:30 AM 07:30 AM 07:30 AM Volume 0 6 2 0 8 0 12 8 0 20 13 2 0 0 15 0 63 0 0 63 Peak 0.34 0.73 0.53 0.63 Factor 4 8 3 9 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 File Name : DNRC5 Site Code : 00000000 Start Date : 03/15/2001 Page No : 2 STILLWATER Out In Total 11 18 01 81 31 0 Rght Thru Left Other 1 o^ F 1f �� ^ W O O G j m o = L--® fF i North � �— 3 W m w c 15/01 7:15:00 AM c J m w cc 15/01 8:00:00 AM < m m O �U7; o Movement 1 0 O �o � CD Left Thru R ht Other 0 1 41 281 0 28 32 60 Out In Total STILLWATER Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 406-447-5000 (:-- Printad- M-- nt1 File Name : DNRC4 Site Code : 00000000 Start Date : 03/14/2001 Page No : 1 STILLWATER RESERVE STILLWATER RESERVE Southbound Westbound Northbound Eastbound Int. Start Time Rght Thru Left Other Rght Thru Left Other Rght Thru Left Other Rght Thru LeEtOther Total Factor 1.18 1.18 1.18 1.18 118 1.18 1.18 1.18 1.18 1 1.18 1 1.181 1.18 1.18 1 18 04:00 PM 0 2 2 0 1 35 1 0 7 1 1 0 2 15 5 0 72 04:15 PM 0 1 2 0 2 21 6 0 4 0 0 0 2 25 0 0 63 04:30 PM 0 1 0 0 0 39 9 0 8 0 0 0 0 15 1 0 73 04:45 PM 0 1 4 0 2 46 7 0 5 1 0 0 1 6 0 0 73 Total 0 5 8 0 5 141 23 0 24 2 1 0 5 61 6 0 281 05:00 PM 0 4 5 0 2 45 14 0 7 2 0 0 0 19 0 0 05:15 PM 0 2 2 0 1 32 7 0 5 1 0 0 0 13 0 0 05:30 PM 0 2 1 0 5 34 5 0 2 0 1 0 0 9 0 0 05:45 PM 0 0 0 0 1 21 6 0 2 1 0 0 2 8 0 0 Total 0 8 8 01 9 132 32 0 16 4 1 0 2 49 0 0 Grand Ap 5.2 53.0 I 0.0 I 87.4 12.1 20.3 o l % 0.0 2.4 0.0 2.6 50.4 10.15 0.0 0.4 0.0 1.3 11.1 0.0 98 63 59 41 261 542 STILLWATER RESERVE STILLWATER RESERVE Southbound Westbound Northbound Eastbound Rgh Thr Oth App. Rgh Thr Oth App. Rgh Thr Oth App. Rgh Thr Oth App. Int. Start Time t I u I Left er Total t u Left er Total t u Left er Total t u Left er Total Total Peak Hour Prom U4:UU FM to UJ:4J FM - FeaK Intersecti 04:15 PM on Volume 0 7 11 0 18 Percent 0.0 38. 0.0 611 ' 05:00 0 4 5 0 9 Volume Peak Factor High Int. 05:00 PM Volume 0 4 5 0 9 Peak 0.50 Factor 0 Lori 6 151 36 0 193 3.1 78. 18. 0.0 2 7 2 45 14 0 61 05:00 PM 2 45 14 0 61 0.79 11 24 3 0 0 27 88. 11 ' 0.0 0.0 9 1 7 2 0 0 9 05:00 PM 7 2 0 0 9 0, 75 0 3 65 1 0 69 94. 4.3 1.4 0.0 0 19 0 0 19 04:15 PM 2 25 0 0 27 0.63 9 307 98 0.783 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name 406-447-5000 Site Code Start Date Page No STILLWATER Out In Total 10 18 28 0 7 ill 0 Rght Thru Left Other f-1 1 76 p N NJ J T Mrn LO North o� � c `° w — F- /14/01 4:15:OO PM co j S m w Cr `' r 14/01 5:00:00 PM w M '5 O T o O Movement 1 E w w o 4-1 T F* Left Thru R ht Other 01 31 241 0 46 27 78 Out in Total STILLWATER : DNRC4 :00000000 : 03/14/2001 :2 07/18/03 Robert Peccia & Associates Page: 1 08:57:45 825 Custer Avenue Helena, MT 59601 406-447-5000 *** Dual Channel Weekly *** Site ID 4 MILE Week Starts Jul 14, 2003 Mon Info 1 Robert Peccia Week Ends Jul 20, 2003 Sun Info 2 Unicorn #8 Adj. Factor 1.00 Lane 1 ED, Directional, Axle Sensor, Divide by 2 Lane 2 : WE, Directional, Axle Sensor, Divide by 2 Hour Mon 14 Tue 15 Wed 16 Thu 17 Fri 18 Weekday Avg Sat 19 Sun 20 Weekend Avg Avg Day Starts 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB 1-EB 2-WB ------ '------------------- 2am ------------- ------------------------ ----------------- 0 0 ------------- 0 0 -------------------------------------- 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3 0 0 0 0 0 0 4 0 0 0 0 0 0 j5 0 0 0 0 0 0 6 2 0 2 0 2 0 7 6 0 6 0 6 0 j8 0 2 0 2 0 2 J9 1 1 1 1 1 1 -i0 1 1 0 2 1 2 1 2 11 3 2 0 2 2 2 2 2 1,2pm 3 3 2 4 3 4 3 4 jl 1 0 1 0 1 0 2 3 2 3 2 3 2 3 4 2 4 2 4 2 4 0 1 0 1 0 1 5 2 7 2 7 2 7 16 1 0 1 0 1 0 7 10 5 10 5 10 5 8 0 0 0 0 0 0 ,9 1 1 1 1 1 1 0 3 0 3 0 3 0 1 0 0 0 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------- TOTALS 32 24 11 11 40 29 40 29 Weekdays: 43 35 Weekend: 7 Day: 43 35 --------------- COMBINED TOTALS ,tam 0 0 0 1 0 0 0 2 0 0 0 3 0 0 0 4 0 0 0 5 0 0 0 6 2 2 2 7 6 6 6 8 2 2 2 '9 2 2 2 0 2 2 2 2 11 5 2 4 4 12pm 6 6 6 6 +1 1 1 1 2 5 5 5 3 6 6 6 4 1 1 1 5 9 9 9 6 1 1 1 7 15 15 15 8 0 0 0 9 2 2 2 0 3 3 3 1 0 0 0 ------------------------------------------------------------------------------------------------------------------------------------- TOTALS 56 22 67 67 Weekdays: 78 Weekend: 7 Day: 78 07/18/03 Robert Peccia & Associates 09:02:45 825 Custer Avenue Helena, MT 59601 406-447-5000 *** Single Channel Weekly *** Page: Site ID 3 MILE Adj. Factor : 1.00 Info 1 RPA Info 2 NUM 6 Lane 1 ALL, Normal, Axle Sensor, Divide by 2 -------------------------------------------------------------------------------- Week 07/14/03 to 07/20/03 -------------------------------------------------------------------------------, Hour Mon Tue Wed Thu Fri Weekday Sat Sun Weekend Avc Starts 14 15 16 17 18 Average 19 20 Average Dad' -------------------------------------------------------------------------------- 12 am 17 17 '' 1 14 14 1 2 7 7 3 8 8 8 4 11 11 11 5 59 59 G' 6 107 107 1c 7 232 232 23 8 209 209 209 9 218 218 239 10 211 211 21 a 11 193 258 226 22._% 12pm 261 261 261 261 1 248 248 248 2 230 230 23' 3 234 234 23� 4 314 314 31 5 325 325 325 6 279 279 27c� 7 195 195 19!: 8 164 164 16 9 181 181 181 10 106 106 106 11 47 47 4' ---------------------------------------------------------- TOTALS 2777 1612 3903 390`3'` Weekdays: 4389 Weekend: 7 Day: 4389 07/18/03 Robert Peccia & Associates 14:02:53 825 Custer Avenue Helena, MT 59601 406-447-5000 *** Dual Channel Weekly *** Page: 1 site ID STILLWATER Week Starts Jul 14, 2003 Mon Info 1 Robert Peccia Week Ends Jul 20, 2003 Sun Info 2 Unicorn 44 Adj. Factor 1.00 Lane 1 SB, Lane Subtract, Axle Sensor, Divide by 2 Lane 2 NB, Lane Subtract, Axle Sensor, Divide by 2 ------------------------------------------------------------------------------------------------------------------------------------ Hour Mon 14 Tue 15 Wed 16 Thu 17 Fri 18 Weekday Avg Sat 19 Sun 20 Weekend Avg Avg Day Starts 1-SB 2-NB 1-SB 2-NB 1-SB 2-NB 1-SB 2-NB 1-SB 2-N13 1-SB 2-NB 1-SB 2-NB 1-SB 2-NB 1-SB 2-NB 1-SB 2-NB ------------------------------------------------------------------------------------------------------------------------------------ 12am 0 2 0 2 0 2 1 0 1 0 1 0 1 2 1 2 1 2 1 2 3 0 1 0 1 0 1 4 0 10 0 10 0 10 5 4 16 4 16 4 16 " 6 27 29 27 29 27 29 7 39 60 39 60 39 60 ,8 40 57 40 57 40 57 (9 28 31 28 31 28 31 0 41 37 41 37 41 37 11 42 34 42 34 42 34 12pm 35 40 35 40 35 40 11 42 45 42 45 42 45 12 47 49 47 49 47 49 3 39 45 39 45 39 45 4 42 43 42 43 42 43 �5 67 58 67 58 67 58 16 63 52 63 52 63 52 ?7 42 37 42 37 42 37 8 21 7 21 7 21 7 9 25 28 25 28 25 28 0 11 14 11 14 11 14 l 3 5 3 5 3 5 ------------------------------------------------------------------------------------------------------------------------------------- TOTALS 402 383 257 320 659 703 659 703 Weekdays: 659 703 Weekend: 7 Day: 659 703 --------------- COMBINED TOTALS ;tam 2 2 2 :1 1 1 1 2 3 3 3 3 1 1 1 4 10 10 10 5 20 20 20 6 56 56 56 7 99 99 99 8 97 97 97 i9 59 59 59 0 78 78 78 11 76 76 76 12pm 75 75 75 1 87 87 87 2 96 96 96 3 84 84 84 4 85 85 85 5 125 125 125 6 115 115 115 7 79 79 79 8 28 28 28 9 53 53 53 25 25 25 1 6 8 8 TOTALS 785 577 1362 1362 " Weekdays: 1362 Weekend: 7 Day: 1362 08/04/03 Robert Peccia & Associates 08:49:15 825 Custer Avenue Helena, MT 59601 406-447-5000 *** Single Channel Weekly *** Site ID : N RIDING Adj. Factor : 1.00 Info 1 : Robert Peccia Info 2 : Unicorn #9 Lane 1 : ALL, Normal, Axle Sensor, Divide by 2 ------------------------- Week 07/28/03 to 08/03/03 Page: 1 Hour Mon Tue Wed Thu Fri Weekday Sat Sun Weekend Avc' Starts 28 29 30 31 1 Average 2 3 Average DaY' -------------------------------------------------------------------------------- 12 am 0 0 'l 1 0 0 1 2 0 0 J 3 1 1 1 4 0 0 0 5 1 1 6 4 4 7 16 16 16 8 20 20 20 9 43 43 4,, 10 29 29 11 30 30 12pm 14 14 14 1 17 17 17 2 27 27 2 3 19 19 1 >. 4 5 22 22 22 6 20 20 2`i 7 16 16 1 `. 8 20 20 2 _11 9 12 12 12 10 13 13 13 11 3 3 ---------------------------------------------------------------- TOTALS 106 221 327 Weekdays: 327 Weekend: 7 Day: 327 N N _ _c N W O _ � N Q U aN E ro W Yf- Zo w=� � o Q U 'a gn E m R w Y F- N N _ N N N O W = � ap 'a.N = Fu m W V I- Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Time Period AM Peak Hour Meridian & Idaho Area Type All other areas Jurisdiction Analysis Year 2003 Volume and Timin In ut EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1206 1 1 Lane group L TR L T R L T R L T R Volume v h 72 274 50 51 217 126 88 174 45 166 43 % Heav veh 0 0 0 0 0 0 0 0 0 0 0 1 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 115.0 12.0 12.0 15.0 12.0 12.0 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 1 0 0 0 0 0 0 -51 0 0 0 0 Unit Extension 13.0 13.0 3.0 3.0 3.0 o 7 3.0 1 3.0 1 3.0 13.0 hasin EW Perm 02 03 04 1 NS Perm 06 1 07 08 G= 41.0 iming IY= 4 f G= IY= G= IY= G= G= 41.0 G= G= IY= G= IY= Y= IY= 4 Y= Duration of Anal sis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity,Control Delay, and LOS Determination EB WB NB SIB Adj. flow rate 85 381 60 255 148 104 205 53 242 195 51 Lane group cap. 565 1606 475 1645 736 576 866 736 566 866 736 /c ratio 0.15 0.24 0.13 0.16 0.20 10.18 0.24 0.07 0.43 0.23 0.07 Green ratio 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 Unif. delay d1 14.3 15.0 14.2 14.4 14.7 14.5 15.0 13.8 16.6 14.9 13.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 0.1 0.1 1 0.0 0.1 0.2 0.1 0.0 0.5 0.1 0.0 PF factor 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.4 15.0 1 14.3 14.4 14.8 14.7 15.1 13.8 17.1 15.0 13.8 Lane group LOS B B B B B B B B B B B pprch. delay 14.9 14.5 14.8 15.9 Approach LOS B B B B Intersec. delay 15.1 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Time Period PM Peak Hour Meridian & Idaho Area Type All other areas Jurisdiction Analysis Year 2003 Volume and Timing In ut EB WB NB SIB LT I TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 1 Lane group L TR L T R L T R L T R Volume v h 99 348 58 77 364 233 158 220 98 239 252 63 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A I A Startue lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 115.0 12.0 12.0 15.0 12.0 12.0 15.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N I N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 hasin EW Perm 02 03 04 1 NS Perm 06 07 08 iming I G= 41.0 IY= G= G= IY= G= G= 41.0 G= G= G= IY= 4 Y= Y= Y= 4 Y= JY= Duration of Analysis hrs = 0.25 C cle Length C = 90.0 Lane Group Capacity,Control Delay,and LOS Determination Adj. flow rate EB 110 451 WB 86 404 259 NB 176 244 109 SIB 266 280 70 Lane group cap. 459 1609 429 1645 736 491 866 736 526 866 736 /c ratio 0.24 0.28 0.20 0.25 0.35 0.36 0.28 0.15 0.51 0.32 0.10 Green ratio 0.46 0.46 1 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 Unif. delay d1 15.0 15.3 14.7 15.0 15.9 15.9 15.3 14.3 17.3 15.6 13.9 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.3 0.1 0.2 0.1 0.3 0.4 0.2 1 0.1 0.8 0.2 0.1 PF factor 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 15.2 15.4 14.9 15.1 16.2 16.4 15.5 14.4 18.1 15.9 14.0 Lane group LOS B B B B B B B B B B j B pprch. delay 15.4 15.4 15.6 16.6 Approach LOS B B B B Intersec. delay 15.7 Intersection LOS B HCS2000TM Copyright @ 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Jurisdiction Time Period AM Peak Hour Analysis Meridian & 93 Area Type All other areas Year 2003 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 0 0 1 2 1 1 2 1 Lane group LTR L T R L T R Volume v h 219 20 45 35 397 53 29 632 200 % Heav veh 0 0 0 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 10.80 0.80 0.80 0.80 0.80 Actuated P/A A A A P P P P P P Startu2 lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 1 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 1 3 3 3 3 1 3 3 3 Unit Extension 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 16.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking Parking/hr N 0 N N N N 0 N N 0 N Bus stops/hr 0 0 0 0 13.013.0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 EB Onl 02 03 04 NS Perm 06 07 08 IPhasin iming G= 26.0 IY= G= G= G= G= 56.0 G= G= G= 4 Y= Y= Y IY= 4 Y= Y= IY= Duration of Anal sis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 355 44 496 66 36 790 250 Lane group cap. 586 371 2246 1005 539 2246 1005 /c ratio 0.61 0.12 0.22 0.07 0.07 0.35 0.25 Green ratio 0.29 0.62 0.62 0.62 0.62 0.62 10.62 Unif. delay dl 27.6 6.9 7.4 6.7 6.7 8.2 7.6 Delay factor k 0.19 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 1.8 0.7 0.2 1 0.1 0.2 0.4 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Control delay 29.4 7.6 7.7 6.8 6.9 8.7 8.2 Lane group LOS C A A A A A A pprch. delay Approach LOS 29.4 C 7.6 A 8.5 A Intersec. delay 11.9 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c „r , , . % ^1 A A --- QiSm11 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Puriscliction Time Period PM Peak Hour 1A Meridian & 93 Area Type All other areas nalysis Year 2003 Volume and Timin In ut EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 0 0 1 2 1 1 2 1 Lane group LTR L T R L T R Volume v h 284 27 41 70 796 29 18 652 269 % Heavy veh 0 0 0 0 0 0 0 0 0 PH F 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 16.0 12.0 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EB Only02 03 04 NS Perm 06 07 08 Timing G= 26.0 G= IY= G= IY= G= G= 56.0 G= IY= G= G= Y= 4 Y= JY= 4 Y= jY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acity, Control Dela 1, and LOS Determination EB WB NB SB Adj. flow rate 414 82 936 34 21 767 316 Lane group cap. 588 382 2246 1005 304 2246 1005 !c ratio 0.70 0.21 0.42 0.03 0.07 0.34 0.31 Green ratio 0.29 0.62 0.62 0.62 0.62 0.62 0.62 Unif. delay dl 28.6 7.4 8.7 6.6 6.7 8.2 8.0 Delay factor k 0.27 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 3.8 1.3 0.6 0.1 0.4 0.4 0.8 PF factor 1.000 1.000 1.000 1.000 1.000 1,000 1.000 Control delay 32.4 8.7 9.2 6.6 7.1 8.6 8.8 Lane group LOS C A A A A A A Apprch. delay 32.4 9.1 8.6 Approach LOS C A A Intersec. delay 12.6 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c +-- R/5/n,; Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. Kalispell Date Performed 815103 Jurisdiction Time Period AM Peak 2003 Reserve & 93 Area Type All other areas Analysis Year Background Conditions Volume and Timing In ut EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 2 1 1 2 0 Lane group LT R L TR L T R L TR Volume v h 31 134 108 301 51 72 41 224 215 87 364 16 % Heav veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.76 0.76 0.76 0,76 0.76 10.76 0.76 0.76 0.76 0.76 0.76 0.76 Actuated P/A A A A A A A P P P P P P Startue lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 1 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 10 0 0 10 0 0 0 Lane Width 12.0 12.0 12.0 12.0 1 15.0 12.0 12.0 115.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only EW Perm 03 04 NS Perm 06 07 08 G= 20.0 Timing IY= 3 G= 20.0 G= G= G= 40.0 G= G= IY= G= IY= 3 Y= Y IY= 4 Y= jY= Duration of Analysis (hLs) = 1.00 Cycle Length C = 90.0 Lane Group Capacity,Control Dela and LOS Determination EB WB NB SB Adj. flow rate 217 129 396 149 54 295 270 114 500 Lane group cap. 368 333 491 774 378 1490 1067 511 1481 v/c ratio 0.59 0.39 0.81 0.19 0.14 0.20 0.25 0.22 0.34 Green ratio 0.22 0.22 0.48 0.48 0.44 0.44 0.71 0.44 0.44 Unif. delay d1 31.3 29.8 17.7 13.5 14.8 15.2 4.6 15.4 16.3 Delay factor k 0.18 0.11 0.35 0.11 a50 0.50 0.11 0.50 0.50 Increm. delay d2 2.5 1 0.8 10.4 0.1 0.8 0.3 0.1 1.0 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 33.8 30.5 28.0 13.6 15.6 15.5 4.7 16.4 17.0 Lane group LOS C C C B B B A B B Apprch. delay 32.6 24.1 10.8 16.9 Approach LOS C C B B Intersec. delay 19.5 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c r7I__//Tl_\J a__n 1_oo Short Report Page 1 of 1 SHORT REPORT General Information ISite Information Analyst RLA Intersection Agency or Co. Kalispell Date Performed 815103 Jurisdiction Time Period PM Peak 2003 Reserve & 93 Area Type All other areas Analysis Year Background Conditions Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT I TH RT Num. of Lanes 0 1 1 1 1 0 1 2 1 1 2 0 Lane group LT R L TR L T R L TR Volume v h 35 122 71 352 183 133 140 497 355 109 317 27 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.80 0.80 0.80 0.93 0.93 0.93 0.93 0.93 0.93 0.86 0.86 0.86 Actuated P/A A A A A A A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. 2reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 1 3 3 3 3 3 3 3 3 3 Unit Extension 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 10 0 0 10 0 0 20 Lane Width 12.0 12.0 12.0 12.0 15.0 12.0 12.0 15.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N I N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing W Perm 03 04 NS Perm 06 07 08W0G iming 2. G= 20.0 G IY= G G= 46.0 G= GGO = IY= = Y3 Y= 3 Y= Y= 4 Y= jY= Duration of Analysis hrs = 1.00 Cycle Length C = 90.0 Lane Group Capacity,Control Dela and LOS Determination Adj. flow rate EB 196 76 WB 378 329 NB 151 534 371 SB 127 377 Lane group cap. 348 333 507 793 455 1490 1067 359 1485 /c ratio 0.56 0.23 0.75 0.41 0.33 0.36 0.35 0.35 0.25 Green ratio 0.22 0.22 0.48 0.48 0.44 0.44 0.71 0.44 0.44 Unif. delay dl 31.1 28.7 17.2 15.3 16.3 16.5 5.0 16.5 15.7 Delay factor k 0.16 0.11 0.30 0.11 0.50 0.50 0.11 0.50 0.50 Increm. delay d2 2.1 0.4 6.2 0.4 2.0 0.7 0.2 2.7 0.4 PF factor 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 33.2 29.0 23.4 15.7 1 18.3 17.2 5.2 19.2 16.1 Lane group LOS C C C B B B A B I B pprch. delay 32.1 19.8 13.1 16.9 Approach LOS C B B B Intersec. delay 17.7 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c - - Rir)mq Two -Way Stop Control Page 1 of 1 neral Information Site Information A Intersection PAJurisdiction 5 03 nalvsis^Year Analyst RL Agency/Co. R Date Performed 815103 Analysis Time Period M Peak Hour & 3 Mile East/West Street: 3 Mile Drive North/South Street: Stillwater Intersection Orientation: East-West Stud 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 29 127 0 0 41 14 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 38 169 0 D 54 18 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 18 0 11 :leak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 -burly Flow Rate, HFR 0 0 0 24 0 14 'ercent Heavy Vehicles 0 0L 0 10 0 10 'ercent Grade N0 0 -tared Approach N N Storage 0 0 IT Channelized 0 0 .anes 0 0 0 0 0 0 ,onfiguration LR )elav_ ®ueue Lennth. and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 38 38 C (m) (vph) 1479 743 /C 0.03 0.05 95% queue length 0.08 0.16 Control Delay 7.5 10.1 LOS A B Approach Delay -- -- 10.1 Approach LOS -- -- B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Agency/Co. RPA Date Performed 815103 Analysis Time Period PM Peak Hour Intersection Jurisdiction nalvsis Year ` ter & 3 Mile Project Descri tion East/West Street: 3 Mile Drive North/South Street: Stillwater 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 24 103 0 0 201 25 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.85 0.85 Hourly Flow Rate, HFR 32 137 0 0 1 236 1 29 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 20 0 47 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 dourly Flow Rate, HFR 0 0 0 26 0 62 'ercent Heavy Vehicles 0 0 0 10 0 10 'ercent Grade (%) 0 0 --tared Approach N N Storage 0 0 3T Channelized 0 0 _apes configuration 0 0 0 0 0 LR 0 )Play 0iiPUP I_ennth_ and Level of Service pproach EB WB Northbound Southbound Movement Lane Configuration 1 LT 4 7 8 9 10 11 LR 12 v (vph) 32 88 C (m) (vph) 1254 683 lc 0.03 0.13 95% queue length 0.08 0.44 Control Delay 7.9 11.0 LOS Approach Delay Approach LOS A -- -- -- -- B 11.0 B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c „T I , . 1 11 _n ' 8/5/03 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Anal st LA Intersection N Riding& 3 Mile Agency/Co. PA Jurisdiction Date Performed 1815103 nal sis Year 2003 nalyme PeriodM sis Ti Peak Hour Project Descri tion East/West Street: 3 Mile Drive North/South Street: North Ridin Intersection Orientation: East-West Stud 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 1 141 0 0 44 2 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 1 176 10 0 54 2 Percent Heavy Vehicles 0 -- --1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 9 0 2 Peak -Hour Factor, PH 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 1 D 1 0 11 0 2 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 F LR 'Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 1 13 C (m) (vph) 1562 791 v/c 0.00 0.02 95% queue length 0.00 0.05 Control Delay 7.3 9.6 LOS A A Approach Delay -- -- 9.6 pproach LOS -- -- A HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c files•//il•\rl ta,-r,,,�„'Ilri(� tmn 8/5/03 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RLA Intersection N Ridinq & 3 Mile Agency/Co. RPA Jurisdiction Date Performed IPM 815103 Analysis Year 2003 Analysis Time Period Peak Hour Project Description East/West Street: 3 Mile Drive North/South Street: North Ridin 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 5 105 0 0 164 9 Peak -Hour Factor, PHF 0.85 1 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 5 123 0 0 192 10 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type RT Channelized 0 Undivided 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 Volume L 0 T 0 R 0 L 4 T 0 R 1 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 10 0 4 0 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 Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 5 5 C (m) (vph) 1382 697 lc 0.00 0.01 95% queue length Control Delay 0.01 7.6 0.02 10.2 LOS Approach Delay Approach LOS A -- -- -- -- 8 10.2 8 HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c r.l-.//T%.X-1 �,........—%. 'I1,'7n +__ 8/5/03 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 815103 AM Peak Hour Intersection Jurisdiction Analysis Year Meridian & 3 Mile 2003 Project Description North Approach East/West Street: 3 Mile Drive North/South Street: Meridain 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 1 276 0 0 255 27 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 1 343 0 0 320 1 33 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 Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 52 0 1 0 0 0 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 64 0 1 0 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Len th and Level of Service Approach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 65 C (m) (vph) 1217 422 v/c 0.00 0.15 95% queue length 0.00 0.54 Control Delay 8.0 15.1 LOS A C .Approach Delay -- -- 15.1 Approach LOS -- -- C Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 c r;lo.imAa f__ 8/5/013 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 815103 PM Peak Hour Intersection Jurisdiction Analysis Year Meridian & 3 Mile 2003 Project Description North ApLroach East/West Street: 3 Mile Drive North/South Street: Meridain 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 1 353 0 0 376 74 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.89 0,89 0.89 Hourly Flow Rate, HFR 1 395 0 0 1 423 1 83 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 Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 27 0 1 0 0 0 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 Hourly Flow Rate, HFR 30 1 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 Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 1 31 C (m) (vph) 1069 334 lc 0.00 0.09 95% queue length 0.00 0.30 Control Delay 8.4 16.9 LOS A C Approach Delay Approach LOS -- -- -- -- 16.9 C Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 815103 AM Peak Hour Intersection Jurisdiction Analysis Year Meridian & 3 Mile 2003 Project Description South A roach East/West Street: 3 Mile Drive North/South Street: Meridain 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 0 61 276 0 148 0 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 1 76 344 0 184 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type RT Channelized Undivided 0 0 Lanes 0 1 0 0 1 0 Configuration TR T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 L 8 T 9 R 10 L 11 T 12 R Volume 255 0 0 0 0 0 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR Percent Heavy Vehicles 318 0 0 0 0 0 0 0 10 0 0 0 Percent Grade (%) Flared Approach 0 N 0 N Storage 0 0 FIT Channelized Lanes 1 0 0 0 0 0 0 0 Configuration L Delay,Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L (vph) 318 C (m) (vph) 584 v/c 0.54 95% queue length 3.27 Control Delay 18.3 LOS C Approach Delay -- -- 18.3 Approach LOS -- -- C Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 815103 PM Peak Hour Intersection Jurisdiction Analysis Year Meridian & 3 Mile 2003 Project Description South A roach East/West Street: 3 Mile Drive North/South Street: Meridain 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 0 182 353 0 115 0 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 Hourly Flow Rate, HFR 0 204 396 0 129 1 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 376 0 0 0 0 0 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 Hourly Flow Rate, HFR Percent Heavy Vehicles 422 0 0 0 0 0 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 0 0 0 0 Configuration L Delay,Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L v (vph) 422 C (m) (vph) 512 /c 0.82 95% queue length 8.16 Control Delay 37.1 LOS E pproach Delay -- -- 37.1 Approach LOS -- -- E Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Qisin'2 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co. 1,A'M Robert Peccia & Associates Date Performed 8-5-03 [Analysis Time Period Peak Intersection Jurisdiction nalvsis Year West Reserve & Stillwater Project Description East/West Street: West Reserve Drive North/South Street: Stillwater 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 1 160 1 19 37 3 Peak -Hour Factor, PHF 0.70 0.70 0.70 0.75 0.75 0.75 Hourly Flow Rate, HFR 1 228 1 1 25 49 4 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 0 4 28 3 8 0 Peak -Hour Factor, PHF 0.60 0.60 0.60 0.50 0.50 0.50 Hourly Flow Rate, HFR 0 6 46 6 16 10 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 PT Channelized 0 0 -anes 0 1 0 0 1 0 Donfiguration LTR LTR May,Queue Len th and Level of Service approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 -ane Configuration LTR LTR LTR LTR (vph) 1 25 52 22 (m) (vph) 1566 1351 779 572 Ilc 0.00 0.02 0.07 0.04 15% queue length 0.00 0.06 0.21 0.12 ,ontrol Delay 7.3 7.7 10.0- 11.5 .OS A A A B approach Delay -- -- 10.0- 11.5 approach LOS -- -- A 8 Ri5/n,; Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co. Robert Peccia & Associates Date Performed 8-5-03 ,Analysis Time Period PM Peak Intersection_ Jurisdiction �— nalvsis Year West Reserve & Stillwater Project Description East/West Street: West Reserve Drive North/South Street: Stillwater 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 1 65 3 36 151 6 Peak -Hour Factor, PHF 0.70 0.70 0.70 0.80 0.80 0.80 Hourly Flow Rate, HFR 1 92 4 44 188 7 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 Volume L 0 T 3 R 24 L 11 T 7 R 0 'eak-Hour Factor, PHF 0.70 0.70 0.70 0.60 0.60 0.60 -lourly Flow Rate, HFR 0 4 34 18 11 0 'ercent Heavy Vehicles 0 0 0 0 D E__0 'ercent Grade (%) 0 0 -tared Approach N N Storage 0 0 3T Channelized 0 0 .anes ,onfiguration 0 1 LTR 0 0 1 LTR 0 )elay. ®ueue Length. and Level of Service Approach Movement EB 1 WB 4 Northbound 7 8 9 Southbound 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 44 38 29 C (m) (vph) 1390 1510 893 534 lc 0.00 0.03 0.04 0.05 95% queue length 0.00 0.09 0.13 0.17 Control Delay 7.6 7.5 9.2 12.1 LOS A A A 8 Approach Delay -- -- 9.2 12.1 ,Approach LOS -- -- A 8 -P.1-./XNAA tm" 8/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Jurisdiction Time Period AM Peak Hour Meridian & Idaho Area Type All other areas Analysis Year 2008 Without Development Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 2 1 1 Lane group L TR L T R L T R L T R Volume v h 83 310 57 58 245 151 99 203 51 258 208 54 % Heav veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 10.85 Actuated P/A A A A A A A A A A A A I A Startup lost time 2.0 2.0 12.0 2.0 2.6 2.0 2.0 2.0 12.0 2.0 12.0 Ext. eff. 2reen 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Arrival type 3 1 3 1 3 3 1 3 3 1 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 12.0 15.0 12.0 12.0 115.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 1 NS Perm 06 07 08 Timing G= 41.0 IY= G= G= IY= G= G= 41.0 G= G= G= 4 Y= Y= IY= 4 Y= Y= jY= Duration of Analysis hrs = 0.25 C cle Lencith C = 90.0 Lane Group Capacity, Control D lay, and LOS Determination EB WB NB SIB Adj. flow rate 98 432 68 288 178 116 239 60 304 245 64 Lane group cap. 541 1606 441 1645 736 525 866 736 648 866 736 /c ratio 0.18 0.27 0.15 0.18 0.24 0.22 0.28 0.08 0.47 0.28 0.09 Green ratio 0.46 0.46 1 10.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 Unif. delay d1 14.5 15.2 14.3 14.5 15.0 14.8 15.3 13.9 17.0 15.3 13.9 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.2 0.1 0.2 1 0.1 0.2 0.2 0.2 1 0.0 0.5 0.2 1 0.1 PF factor 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.7 15.3 14.5 14.5 15.2 15.0 15.4 13.9 17.5 15.5 13.9 Lane group LOS B B B B B B B B B B B pprch. delay 15.2 14.7 15.1 16.3 Approach LOS B B B B Intersec. delay 15.4 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Ri7m'1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Jurisdiction Time Period PM Peak Hour Analysis Meridian & Idaho Area Type All other areas Year 2008 Without Development Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 2 1 1 Lane group L TR L T R L T R L T R Volume v h 118 393 66 87 411 292 1179 272 111 287 298 75 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext, eff. green 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 15.0 12.0 12.0 15.0 12.0 12.0 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 hasin EW Perm 02 03 04 NS Perm 06 07 08 iming f G= 41.0 IY= IY= G= G= G= G= 41.0 G= G= G= IY= 4 Y= Y= IY= 4 Y= jY= Duration of Analysis hrs = 0.25 C cle Length C = 90.0 Lane Group Capacity,Control Delay,and LOS Determination EB WB NB SB Adj. flow rate 131 510 97 457 324 199 302 123 319 331 83 Lane group cap. 425 1609 392 1645 736 442 866 736 533 866 736 /c ratio 0.31 0.32 0.25 0.28 0.44 0.45 0.35 0.17 0.60 0.38 0.11 Green ratio 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 Unif. delay dl 15.5 15.6 15.0 15.3 16.7 16.8 15.9 14.4 18.3 16.2 14.1 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.19 0.11 0.11 Increm. delay d2 0.4 0.1 0.3 0.1 0.4 0.7 0.2 0.1 1.9 0.3 0.1 PF factor 1.000 11.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 15.9 15.7 15.4 15.4 17.1 17.5 16.1 14.5 20.2 16.4 14.1 Lane group LOS B B B B B B B B C B B Apprch. delay 15.8 16.0 16.2 17.8 [Approach LOS B B B B Intersec. delay 16.5 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c fi1P //T� \rl tPmn\c�.k52 tmn 8n103 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period AM Peak Hour Intersection 3 Mile & Meridian Area Type All other areas Jurisdiction Analysis Year 2008 Without Development Volume aniTiming input EB WB NB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume v h 71 218 86 312 288 35 % Heav veh 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 0.80 0.80 Actuated P/A A A P P P I P Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 13.0 1 3.0 3.0 3.0 Phasing EB Only 02 03 04 NS Perm 06 07 08 G= 32.0 Timing Y= 4 G= G= G= G= 50.0 G= G= G= IY= Y= Y= Y IY= 4 Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity,Control Delay, and LOS Determination EB WB NB SIB Adj. flow rate 89 272 107 390 404 Lane group cap. 642 1615 509 1056 1040 v/c ratio 0.14 0.17 0.21 0.37 0.39 Green ratio 0.36 1.00 0.56 0.56 0.56 Unif. delay d1 19.7 0.0 10.1 11.2 11.3 Delay factor k 0.11 0.11 0.50 0.50 0.50 Increm. delay d2 0.1 0.0 0.9 1 1.0 1.1 PF factor 1.000 0.950 1.000 1.000 1.000 Control delay 19.8 0.0+ 11.0 12.2 112.4 Lane group LOS B A B B B pprch. delay 4.9 11.9 12.4 Approach LOS A B B Intersec. delay 10.1 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c rn_. /m.X a -_N 1 ,.,...... R17/M Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period PM Peak Hour Intersection 3 Mile & Meridian Area Type All other areas Jurisdiction Analysis Year 2008 Without Development Volume and Timing In ut EB WB NB SB LT I TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume v h 39 163 264 399 425 98 % Heav veh 0 0 0 0 0 0 PH F 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A P P P P Startue lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 1 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 10 Lane Width 12.0 12.0 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 hasin EB Only 02 03 04 NS Perm 06 07 08 iming ]Y= I G= 25.0 G= G= G= G= 57.0 G= G= G= 4 Y= Y= Y= IY= 4 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 LaneGroup Ca acit Control Delay,and LOS Determination Adj. flow rate EB 46 192 WB NB 311 469 SB 615 Lane group cap. 501 1615 474 1203 1173 /c ratio Green ratio 0.09 0.28 0.12 11.00 1 0.66 0.63 0.39 0.63 0.52 0.63 Unif. delay dl 24.1 0.0 10.4 8.0 9.1 Delay factor k 0.11 0.11 0.50 0.50 0.50 Increm. delay d2 0.1 0.0 6.9 1.0 1.7 PF factor 1.000 0.950 11.000 1.000 1.000 Control delay 24.2 0.0+ 17.3 9.0 10.7 Lane group LOS C A B A B pprch. delay 4.7 12.3 10.7 Approach LOS Intersec. delay A 10.6 B Intersection LOS B B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c _ - Rivn,3 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period AM Peak Hour Intersection Meridian & 93 Area Type All other areas Jurisdiction Analysis Year 2008 Without Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT I TH RT I LT TH RT Num. of Lanes 1 1 1 0 0 0 1 2 1 1 2 1 Lane group L T R L T R L T R Volume v h 258 24 52 40 449 60 33 714 230 % Heavy veh 0 0 0 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 0.80 0.80 10.80 0.80 0.80 Actuated P/A A A A P P P I P P P- Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 16.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 NS Perm 06 07 1 08 G= 26.0 Timing IY= 4 G= G= IY= G= G= 56.0 G= G= IY= G= Y= Y= 1Y= 4 Y= jY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity,Control Delay,and LOS Determination Adj. flow rate EB 322 30 65 WB NB 50 561 75 SIB 41 892 287 Lane group cap. 521 622 467 324 2246 1005 497 2246 1005 /c ratio 0.62 0.05 0.14 0.15 0.25 0.07 0.08 0.40 0.29 Green ratio 0.29 0.29 10.29 1 0.62 0.62 0.62 0.62 0.62 0.62 Unif. delay d1 27.7 23.1 23.7 7.1 7.6 6.7 6.8 8.5 7.8 Delay factor k 0.20 0.11 0.11 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.2 0.0 0.1 1 1.0 0.3 0.1 0.3 0.5 0.7 PF factor 1.000 1.000 1.000 1 1,000 1.000 1.000 1.000 1.000 1.000 Control delay 29.9 23.1 23.8 8.1 7.9 6.9 7.1 9.1 8.5 Lane group LOS C C C A A A A A A pprch. delay 28.5 7.8 8.9 [Approach LOS C A A Intersec. delay 12.1 Intersection LOS 8 HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c ,,,-. , , . , -1-eT - - R/7/m Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period PM Peak Hour Intersection Meridian & 93 Area Type All other areas Jurisdiction Analysis Year 2008 Without Development Volume and Timing Input EB WB NB SIB LT I TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 1 1 0 0 0 1 2 1 1 2 1 Lane group L T R L T R L T R Volume v h 328 31 47 81 899 33 20 737 317 % Heavy veh 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 16.0 12.0 1 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 NS Perm 06 07 08 iming G= 26.0 G= IY= G= G= G= 56.0 G= IY= G= G= Y= 4 Y= Y= Y= 4 Y= jY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity,Control Delay, and LOS Determination Adj. flow rate EB 386 36 55 WB NB 95 1058 39 SB 24 867 373 Lane group cap. 521 622 467 335 2246 1005 256 2246 1005 /c ratio 0.74 0.06 0.12 0.28 0.47 0.04 0.09 0.39 0.37 Green ratio Unif. delay dl 0.29 29.0 0.29 23.1 0.29 23.6 0.62 7.8 0.62 9.1 0.62 6.6 0.62 6.8 0.62 8.5 0.62 8.4 Delay factor k 0.30 0.11 0.11 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 5.6 0.0 0.1 2.1 0.7 0.1 0.7 0.5 1.1 PF factor 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Control delay 34.6 23.2 23.7 9.9 9.8 6.7 7.5 9.0 9.4 Lane group LOS C C C A A A A A A pprch. delay 32.5 9.7 9.1 Approach LOS C A A Intersec. delay 13.1 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. Kalispell Date Performed 815103 Jurisdiction Time Period AM Peak Hour Reserve & 93 Area Type All other areas Analysis Year 2008 Without Development Volume and Timing In ut EB WB NB SIB LT I TH RT LT TH RT LT TH I RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 2 1 1 2 0 Lane group LT R L TR L T R L TR Volume v h 36 153 122 340 58 81 46 253 243 98 411 18 % HeavX veh 2 2 2 2 2 2 2 1 2 2 2 2 2 PHF 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Actuated P/A A A A A A A P P P P P P Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 10 0 0 10 0 0 0 Lane Width 12.0 12.0 112.0 12.0 15.0 12.0 12.0 15.0 12.0 Parking/Grade/Parking N 0 N I N 0 1 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 20.0 1 G= 20.0 G= G= LLJG= 40.0 G= G= G= IY= Y= 3 Y= 3 Y= Y= IY= 4 Y= jY= Duration of Analysis hrs = 1.00 Cycle Length C = 90.0 Lane Group Capacity,Control Dela and LOS Determination EB WB NB SB Adj. flow rate 248 147 447 169 61 333 307 129 565 Lane group cap. 366 333 470 774 342 1490 1067 484 1481 v/c ratio 0.68 0.44 0.95 0.22 0.18 0.22 0.29 0.27 0.38 Green ratio 0.22 0.22 0.48 0.48 0.44 0.44 0.71 0.44 0.44 Unif. delay d1 32.0 30.2 21.2 13.7 15.1 15.4 4.7 15.8 16.7 Delay factor k 0.25 0.11 0.46 0.11 0.50 0.50 0.11 0.50 Increm. delay d2 5.1 0.9 45.4 0.1 1.1 0.3 0.1 1.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 JB Control delay 37.1 31.1 66.6 13.8 16.2 15.8 4.9 17.1 Lane group LOS D C E B B B A B pprch. delay 34.9 52.1 11.0 17.4 Approach LOS C D B B Intersec. delay 27.3 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. Kalispell Date Performed 815103 Jurisdiction Time Period PM Peak Hour Reserve & 93 Area Type All other areas Analysis Year 2008 Without Development Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 2 1 1 2 0 Lane group LT R L TR L T R L TR Volume v h 40 139 80 398 209 150 159 562 401 123 358 32 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 P H F 0.80 0.80 0.80 0.93 0.93 0.93 0.93 0.93 0.93 0.86 0.86 0.86 Actuated P/A A A A A A A P P P P P P Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 1 3 3 3 3 3 1 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 10 0 0 10 0 0 20 Lane Width 12.0 12.0 112.0 12.0 15.0 12.0 12.0 115.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 1 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 WB OnlyEW Perm 03 04 NS Perm 06 07 08 fGPhasing iming G= 20.0 G= 20.0 G= IY= G= G= 40.0 G= G= = Y= 3 Y= 3 Y= IY= 4 Y= Y= IY= Duration of Analysis hrs = 1.00 Cycle Length C = 90.0 Lane Group Capacity,Control Dela and LOS Determination Adj. flow rate EB 224 87 WB 428 376 NB 171 604 420 SB 143 430 Lane group cap. 341 333 486 792 420 1490 1067 321 1483 /c ratio Green ratio Unif. delay dl 0.66 0.22 31.9 0.26 0.22 28.9 0.88 0.48 18.2 0.47 0.48 15.9 10.41 0.44 17.0 0.41 0.44 16.9 0.39 a71 5.2 0.45 0.44 17.3 0.29 0.44 15.9 Delay factor k 0.23 0.11 0.41 0.11 0.50 0.50 0.11 0.50 0.50 Increm. delay d2 4.7 0.4 20.3 0.5 2.9 0.8 0.2 4.5 0.5 PF factor 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 Control delay 36.5 29.3 38.6 16.3 19.9 17.8 5.5 21.8 16.4 Lane group LOS D C D B B B A C B pprch. delay 34.5 28.2 13.7 17.8 pproach LOS C C B B Intersec. delay 20.8 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information .Analysis nal st LA IIILVIbUL IUII vuuvvaicI LX � IYU,G urisdiction enc o. /C PA Analysis Year Without evelo meet Development Date Performed 15103 tAM Time Period Peak Hour Project Description East/West Street: 3 Mile Drive North/South Street: Stillwater 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 36 171 0 0 57 16 Peak -Hour Factor, PHF 0.75 1 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 48 228 1 0 0 1 76 1 21 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 20 0 13 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 0 0 26 0 17 Percent Heavy Vehicles 0 0 0 10 0 10 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 Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 48 43 C (m) (vph) 1448 672 v/c 0.03 0.06 95% queue length 0.10 0.20 Control Delay 7.6 10.7 LOS A B Approach Delay -- -- 10.7 pproach LOS -- -- B -C.]-./m.%a +__ R/7/n; Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY FGene-r-alformation ISite Information �_a__.. .....: Qs:ll.... *-- O 0 RA:I— Anal st RLA 'If ILVI.JCI IIVII Q1111"CHVI cX J Mi1c; Jurisdiction Agency/Co. IPM RPA Analysis Year 2008 Without Develo ment Date Performed 815103 Analysis Time Period Peak Hour 1 Project Description East/West Street: 3 Mile Drive North/South Street: Stillwater 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 30 141 0 0 268 28 Peak -Hour Factor, PHF 0.75 1 0.75 0.75 0.75 0.85 0.85 Hourly Flow Rate, HFR 40 188 0 0 315 1 32 Percent Heavy Vehicles 10 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 23 0 58 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 0 0 30 0 77 Percent Heavy Vehicles 0 0 0 10 0 10 Percent Grade (%) Flared Approach 0 N 0 N Storage 0 0 RT Channelized Lanes 0 0 0 0 0 0 0 0 Configuration I I LR Delay. Oueue Lenath. and Level of Service EB WB Northbound Southboundovement [Approach 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 40 107 C (m) (vph) 1169 595 /c 0.03 0.18 95% queue length 0.11 0.65 Control Delay 8.2 12.4 LOS A B Approach Delay -- -- 12.4 Approach LOS -- -- B Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Isite Information Analyst RLA enc /Co. RPA Date Performed 815103 Analysis Time Period M Peak Hour Intersection Ridin & 3 Mile Jurisdiction nalysis Year 12008 Without evelo ment Project Description East/West Street: 3 Mile Drive North/South Street: North Ridin 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 2 186 0 0 59 15 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 2 232 0 0 73 18 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 Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 46 0 4 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 0 0 57 0 4 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 Delav_ 0imin LPnnth_ and Laval of Service pproach EB WB Northbound Southbound ovement IL 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 2 61 C (m) (vph) 1517 692 /c 0.00 0.09 95% queue length 0.00 0.29 Control Delay 7.4 10.7 LOS A B Approach Delay -- -- 10.7 Approach LOS -- -- B Two -Way Stop Control Page 1 of 2 eral Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst RLA Agency/Co. RPA Date Performed 815103 nal sis Time Period PM Peak Hour Intersection N Ridih2 & 3 Mile Jurisdiction Analysis Year 2008 Without Develo ment Project Description East/West Street: 3 Mile Drive North/South Street: North Ridin Intersection Orientation: East-West IStudy Period hrs : a25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 7 141 0 0 225 43 Peak -Hour Factor, PHF 0.85 a85 0.85 0.85 0.85 a85 Hourly Flow Rate, HFR 8 165 0 D 264 50 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 Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 24 0 2 Peak -Hour Factor, PHF Hourly Flow Rate, HFR a85 0 0.85 0 a85 0 0.85 28 0.85 0 a85 2 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) Flared Approach 0 N 0 N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I I LR Delay. Queue Length. and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 8 30 C (m) (vph) 1258 562 lc 0.01 0.05 95% queue length 0.02 0.17 Control Delay 7.9 11.8 LOS A B Approach Delay -- -- 11.8 Approach LOS -- -- B 8/7/03 Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RLA Intersection West Reserve & Stillwater Agency/Co. Robert Peccia & Associates Jurisdiction Analysis Year 2008 Without Develo ment Date Performed 8-5-03 nalysis Time Period PM Peak Project Description East/West Street: West Reserve Drive North/South Street: Stillwater 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 1 181 1 22 42 3 Peak -Hour Factor, PHF 0.70 1 0.70 0.70 0.75 0.75 0.75 Hourly Flow Rate, HFR 1 258 1 1 29 1 56 4 Percent Heavy Vehicles 0 -- --1 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 0 5 34 3 9 0 Peak -Hour Factor, PHF 0.60 0.60 0.60 0.50 0.50 0.50 Hourly Flow Rate, HFR 0 8 56 6 18 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 Lenath. and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 29 64 24 C (m) (vph) 1556 1317 745 534 v/c 0.00 0.02 0.09 0.04 95% queue length 0.00 0.07 0.28 0.14 Control Delay 7.3 7.8 10.3 12.1 LOS A A 8 8 Approach Delay Approach LOS -- -- -- -- 10.3 8 12.1 B Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co. Robert Peccia & Associates Date Performed 8-5-03 ,Analysis Time Period PM Peak Intersection West Reserve & Stillwa. Jurisdiction Analysis Year 2008 Without Devel mE Project Description East/West Street: West Reserve Drive North/South Street: Stillwater 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 1 73 4 45 171 7 Peak -Hour Factor, PHF 0.70 0.70 0.70 0.80 0.80 0.80 Hourly Flow Rate, HFR 1 104 5 56 1 213 8 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 0 3 29 12 8 0 Peak -Hour Factor, PHF 0.70 0.70 0.70 0.60 0.60 0.60 Hourly Flow Rate, HFR 0 4 41 19 13 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 I LTR 71 Delay,Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 56 45 32 C (m) (vph) 1360 1494 880 480 /c 0.00 0.04 0.05 0.07 95% queue length 0.00 0.12 0.16 0.21 Control Delay 7.6 7.5 9.3 13.0 LOS A A A B Approach Delay -- -- 9.3 13.0 pproach LOS -- -- A B file://D:\d temn\u2k88.tmn 8/7/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Jurisdiction Time Period AM Peak Hour Meridian & Idaho Area Type All other areas Analysis Year 2008 With Development Volume and Timing In ut EB WB NB SB LT I TH RT LT TH I RT LT I TH RT LT I TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 2 1 1 Lane group L TR L T R L T R L T R Volume v h 87 310 57 58 245 172 99 221 51 300 242 62 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 1 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 115.0 12.0 12.0 15.0 12.0 12.0 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 EW Perm 02 03 04 NS Perm 06 07 08 IPhasin G= 41.0 iming IY= 4 G= G= IY= G= G= 41.0 G= G= G= IY= IY= Y= Y= [Y= 4 Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity,Control Delay, and LOS Determination Adj. flow rate EB 102 432 WB 68 288 202 NB 116 260 60 SB 353 285 73 Lane group cap. 541 1606 441 1645 736 486 866 736 609 866 736 /c ratio 0.19 0.27 0.15 0.18 0.27 10.24 0.30 0.08 10.58 0.33 0.10 Green ratio 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 Unif. delay d1 14.6 15.2 14.3 14.5 15.2 15.0 15.5 13.9 18.1 15.7 14.0 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.17 0.11 0.11 Increm. delay d2 0.2 0.1 0.2 0.1 0.2 1 0.3 0.2 1 0.0 1.4 0.2 0.1 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 Control delay 14.8 15.3 14.5 14.5 15.4 15.2 15.6 13.9 19.5 15.9 14.0 Lane group LOS B B B B B B B B B B B pprch. delay 15.2 14.9 15.3 17.5 Approach LOS B B B B Intersec. delay 15.9 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. RPA Date Performed 815103 Jurisdiction Time Period PM Peak Hour Meridian & Idaho Area Type All other areas Analysis Year 2008 With Development Volume and Timing In ut EB WB NB SB LT I TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 2 1 1 Lane group L TR L T R L T R I L T R Volume v h 128 393 66 87 411 346 179 315 111 316 322 80 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A A A A A A A A A A A A I A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 12.0 Ext, eff. green 2.6 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 1 3 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 15.0 12.0 115.0 12.0 12.0 15.0 12.0 12.0 115.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 1 0 0 0 0 0 0 0 0 0 0 Unit Extension 13.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 1 03 04 NS Perm 1 06 07 08 Timing IY= G= 41.0 G= G= IY= G= G= 41.0 G= G= G= IY= 4 Y= Y= IY= 4 Y= jY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity,Control Delay,and LOS Determination EB WB NB SB Adj. flow rate 142 510 97 457 384 199 350 123 351 358 89 Lane group cap. 425 1609 392 1645 736 417 866 736 453 866 736 /c ratio 0,33 0.32 0.25 0.28 0.52 0.48 0.40 0.17 0.77 0.41 0.12 Green ratio 0.46 0.46 0.46 0.46 0.46 0.46 117.0 0.46 0.46 0.46 0.46 0.46 Unif. delay d1 15.7 15.6 15.0 15.3 17.5 16.3 14.4 20.6 16.4 14.1 Delay factor k 0.11 0.11 0.11 0.11 0.13 0.11 0.11 0.11 0.32 0.11 0.11 Increm. delay d2 0.5 0.1 0.3 0.1 0.7 0.9 0.3 0.1 8.2 0.3 0.1 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 16.2 15.7 15.4 15.4 18.2 17.9 16.7 14.5 28.8 16.8 14.2 Lane group LOS B B B B B B B B C B B pprch. delay 15.8 16.5 16.6 21.8 Approach LOS B B B C Intersec. delay 17.8 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c trnn 8/7/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period AM Peak Hour Intersection 3 Mile & Meridian Area Type All other areas Jurisdiction Analysis Year 2008 With Development Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume v h 93 303 129 312 288 45 % HeavX veh 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 0.80 0.80 Actuated P/A A A P P P P Startue lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 1 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 38.0 IY= G= G= G= G= 45.0 G= G= IY= G= IY= 4 jY= Y= Y= IY= 4 Y= Duration of Analysis hrs = 0.25 C cle Length C = 91.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 116 379 161 390 416 Lane group cap. 754 1615 412 940 922 /c ratio 0.15 0.23 0.39 0.41 0.45 Green ratio Unif. delay d1 0.42 16.5 1.00 0.0 1 1 0.49 14.4 0.49 14.6 0.49 15.0 Delay factor k 0.11 0.11 0.50 0.50 0.50 Increm. delay d2 0.1 0.1 2.8 1.4 1.6 PF factor 1.000 10.950 1.000 1.000 1.000 Control delay 16.6 0.1 17.2 16.0 16.6 Lane group LOS B A B B B pprch. delay 3.9 16.3 16.6 Approach LOS A B B Intersec. delay 12.2 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period PM Peak Hour Intersection 3 Mile & Meridian Area Type All other areas Jurisdiction Analysis Year 2008 With Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 1 0 0 1 0 Lane group L R L T TR Volume v h 54 223 371 399 425 125 % Heavy veh 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A P P P P Startup lost time 2.0 2.0 1 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 1 0 1 0 Lane Width 12.0 12.0 1 15.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 13.0 1 3.0 3 TT 3.0 3.0 -On 02 03 04 NS Perm 06 07 08 [PhasingE44Y= iming G=G= G= IY= G= G= 57.0 G= G= IY= G= Y= Y= IY= 4 Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acit 1, Control Delay,and LOS Determination Adj. flow rate EB 64 262 WB NB 436 469 SB 647 Lane group cap. 501 1615 455 1203 1167 /c ratio 0.13 0.16 0.96 0.39 0.55 Green ratio Unif. delay dl 0.28 24.3 1.00 0 0.63 15.4 0.63 8.0 0.63 9.3 Delay factor k 0.11 1 [0.0 0.50 0.50 0.50 Increm. delay d2 0.1 33.0 1.0 1.9 PF factor 1.000 0.950 1.000 1.000 1.000 Control delay 24.5 0.0+ 48.4 9.0 11.2 Lane group LOS C A D A B Apprch. delay 4.8 28.0 11.2 Approach LOS A C B Intersec. delay 18.2 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c r;]--Inl•Xrl A trrlrn 8n103 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period AM Peak Hour Intersection Meridian & 93 Area Type All other areas Jurisdiction Analysis Year 2008 With Development Volume and Timing In ut EB WB NB SB LT I TH RT LT TH RT LT TH I RT LT I TH RT Num. of Lanes 1 1 1 0 0 0 1 2 1 1 2 1 Lane group L T R L T R L T R Volume v h 275 25 55 41 449 60 33 714 239 % Heavy veh 0 0 0 0 0 0 0 0 0 PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Actuated P/A A A A P P P P P P Startue lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 16.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 1 0 N I N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 13.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 hasin EB Only__02 03 04 NS Perm 06 07 1 08 G= 26.0 iming IY= 4 I G= G= G= IY= G= 56.0 G= G= G= Y= Y= IY= 4 Y= Y= jY= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Capacity,Control Delay, and LOS Determination Adj. flow rate EB 344 31 69 WB NB 51 561 75 SIB 41 892 299 Lane group cap. 521 622 467 324 2246 1005 497 2246 1005 /c ratio 0.66 0.05 0.15 0.16 0.25 0.07 0.08 0.40 0.30 Green ratio 0.29 0.29 0.29 1 0.62 0.62 0.62 0.62 0.62 0.62 Unif. delay d1 28.1 23.1 23.8 7.1 7.6 6.7 6.8 8.5 7.9 Delay factor k 0.24 0.11 0.11 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 3.1 0.0 0.1 1 1.0 0.3 0.1 0.3 0.5 0.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 31.2 23.1 23.9 8.2 7.9 6.9 7.1 9.1 8.6 Lane group LOS C C C A A A A A A pprch. delay 29.5 7.8 8.9 Approach LOS C A A Intersec. delay 12.4 Intersection LOS B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Agency or Co. RPA Date Performed 815103 Time Period PM Peak Hour Intersection Meridian & 93 Area Type All other areas Jurisdiction Analysis Year 2008 With Development Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 0 0 0 1 2 1 1 2 1 Lane group L T R L T R L T R Volume v h 339 32 49 84 899 33 20 737 340 % Heav veh 0 0 0 0 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Actuated P/A A A A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 16.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Lad 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing IY= G= 26.0 G= G= G= IY= IY= G= 56.0 G= G= IY= G= 4 Y= Y= 4 Y= Y= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Capacity,Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 399 38 58 99 1058 39 24 867 400 Lane group cap. 521 622 467 335 2246 1005 256 2246 1005 /c ratio Green ratio 0.77 0.29 0.06 0.29 0.12 0.29 1 10.30 0.62 0.47 0.62 0.04 0.62 10.09 0.62 0.39 0.62 0.40 0.62 Unif. delay dl 29.2 23.2 23.6 7.9 9.1 6.6 6.8 8.5 8.5 Delay factor k 0.32 0.11 0.11 0.50 0.50 0.50 a50 a50 a50 Increm. delay d2 6.7 0.0 0.1 2.2 0.7 1 0.1 0.7 0.5 1.2 PF factor 1.000 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 36.0 23.2 23.7 10.1 9.8 6.7 7.5 9.0 9.7 Lane group LOS D C C B A A A A A pprch. delay 33.5 9.7 9.2 Approach LOS Intersec. delay C 13.4 A Intersection LOS A B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c F:lo.irn.Na trnn 8n103 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RLA Intersection Agency or Co. Kalispell Date Performed 815103 Jurisdiction Time Period AM Peak Hour Reserve & 93 Area Type All other areas Analysis Year 2008 With Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH I RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 2 1 1 2 0 Lane group LT R L TR L T R L TR Volume v h 43 168 125 340 65 81 48 253 243 98 411 22 % Heav veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0,76 0.76 0.76 0.76 Actuated P/A A A A A A A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 1 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 10 0 0 10 0 0 0 Lane Width 12.0 12.0 12.0 12.0 15.0 12.0 12.0 15.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 hasin WB Only EW Perm 03 04 1 NS Perm 06 07 1 08 G= 20.0 iming IY= 3 I G= 20.0 G= G= G= 40.0 G= G= G= 1Y= Y= 3 Y= Y IY= 4 Y= Y= Duration of Analysis hrs = 1.00 C cle Lencith C = 90.0 Lane Group Capacity,Control Dela and LOS Determination EB WB NB SIB Adj. flow rate 278 151 447 179 63 333 307 129 570 Lane group cap. 361 333 452 777 339 1490 1067 484 1479 v/c ratio Green ratio Unif. delay d1 0.77 0.22 32.8 0.45 0.22 30.3 0.99 0.48 24.3 0.23 0.48 13.8 0.19 0.44 15.1 0.22 0.44 15.4 0.29 0.71 4.7 0.27 0.44 15.8 0.39 0.44 16.8 Delay factor k 0.32 0.11 0.49 0.11 0.50 0.50 0.11 0.50 0.50 Increm. delay d2 10.4 1.0 74.1 0.2 1.2 0.3 0.1 1.4 0.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 14.9 1.000 1.000 1.000 Control delay 43.3 31.3 98.4 13.9 16.4 115.8 17.1 117.5 Lane group LOS D C F B B B A B B pprch. delay 39.1 74.3 11.1 17.4 Approach LOS Intersec. delay D 33.9 E B Intersection LOS B C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e Short Report Page 1 of 1 (General Information ISite Information lyst RLA ncy or Co. Kalispell Performed 815103 Period PM Peak Hour ntersection area Type lurisdiction knalvsis Year Reserve & 93 All other areas 2008 With Development Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 2 1 1 2 0 Lane group LT R L TR L T R L TR Volume v h 45 149 82 398 228 150 162 562 401 123 358 41 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.80 0.80 0.80 0.93 0.93 0.93 0.93 0.93 0.93 0.86 0.86 0.86 Actuated P/A A A A A A A P P P P P P Startu lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 1 3 3 3 3 1 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 10 0 0 10 0 0 20 Lane Width 12.0 12.0 112.0 12.0 15.0 12.0 12.0 115.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 1 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin WB OnlyEW Perm 03 04 NS Perm 06 07 08 iming G= 20.0 G= 20.0 G= G= G= 40.0 G= G= G= Y= 3 Y= 3 Y= Y= JY= 4 Y= Y= jY= Duration of Analysis hrs = 1.00 C cle Lencith C = 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 242 90 428 396 174 604 420 143 440 Lane group cap. 336 333 474 795 414 1490 1067 321 1478 /c ratio 0.72 0.27 0.90 0.50 0.42 0.41 0.39 0.45 0.30 Green ratio Unif. delay dl 0.22 32.4 0.22 29.0 0.48 19.6 0.48 1 16.1 0.44 17.1 0.44 16.9 0.71 5.2 0.44 17.3 0.44 16.0 Delay factor k 0.28 0.11 0.42 0.11 0.50 0.50 0.11 0.50 0.50 Increm. delay d2 7.7 0.4 26.1 10.5 13.1 0.8 0.2 4.5 0.5 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1,000 Control delay 40.1 29.4 45.7 16.6 20.2 17.8 5.5 21.8 16.5 Lane group LOS D C D B C B A C B pprch. delay 37.2 31.7 13.8 17.8 Approach LOS D C B B Intersec. delay 22.3 Intersection LOS C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c files 1fn-\r'l tPmn\c')_VPA tmn 8/7/03 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RLA Intersection Stillwater & 3 Mile Agency/Co. RPA Jurisdiction Date Performed IAM 815103 Analysis Year 2068 With Develo ment nal)ysis Time Period Peak Hour Project Description East/West Street: 3 Mile Drive North/South Street: Stillwater Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 L 2 T 3 R 4 L 5 T 6 R Volume 37 173 0 0 61 34 Peak -Hour Factor, PH 0.75 1 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 49 230 10 0 81 1 45 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 56 0 15 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 0 0 74 0 20 Percent Heavy Vehicles 0 0 0 10 0 10 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 Lenath. and Level of Service pproach EB WB Northbound Southbound ovement I 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 49 94 C (m) (vph) 1412 598 v/c 0.03 0.16 95% queue length 0.11 0.55 Control Delay 7.6 12.1 LOS A B Approach Delay -- -- 12.1 ,Approach LOS -- -- B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Rig/ni Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Stillwater & 3 Mile A enc /Co. RPA Jurisdiction Date Performed 815103 Analysis Year 2008 With Develo ment Analysis Time Period PM Peak Hour Project Description East/West Street: 3 Mile Drive North/South Street: Stillwater 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 32 145 0 0 270 73 Peak -Hour Factor, PHF 0.75 1 0.75 0.75 0.75 0.85 0.85 Hourly Flow Rate, HFR 42 193 0 0 1 317 85 Percent Heavy Vehicles 10 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 48 0 59 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 Hourly Flow Rate, HFR 0 0 1 0 64 0 78 Percent Heavy Vehicles 0 0 0 10 0 10 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 Lenath. and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 42 142 C (m) (vph) 1115 522 lc 0.04 0.27 95% queue length 0,12 1.10 Control Delay LOS 8.4 A 14.5 B Approach Delay Approach LOS -- -- -- -- 14.5 B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c r'l__im.\a 11 +__ 8n103 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst LA Intersection N Riding& 3 Mile Agency/Co. PA Jurisdiction Date Performed t815103 Analysis Year 2008 With Develo meet Ana sis Time Period M Peak Hour Project Descri tion East/West Street: 3 Mile Drive North/South Street: North Riding 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 3 265 0 0 98 28 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR Percent Heavy Vehicles 3 0 331 -- 0 -- 0 0 122 -- 34 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 74 0 6 Peak -Hour Factor, PHF Hourly Flow Rate, HFR 0.80 0 1 0.80 0 0.80 0 0.80 92 0.80 0 1 0.80 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 Configuration 0 0 0 0 0 LR 0 Delay. Queue Length, and Level of.Service Approach Movement EB 1 WB 4 Northbound 7 8 9 Southbound 10 11 12 Lane Configuration LT LR (vph) 3 99 C (m) (vph) 1436 566 lc 0.00 0.17 95% queue length Control Delay 0.01 7.5 a63 12.7 LOS A B Approach Delay -- -- 12.7 ,Approach LOS -- -- B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c R/'7/n'1 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RLA Intersection N Ridin.q & 3 Mile Agency/Co. RPA Jurisdiction Date Performed 815103 Analysis Year 2008 With Develo ment Analysis Time Period PM Peak Hour Project Description East/West Street: 3 Mile Drive North/South Street: North Ridin 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 2 196 0 0 324 35 Peak -Hour Factor, PHF 0.85 1 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 2 230 0 0 381 41 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 Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 19 0 1 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0,85 Hourly Flow Rate, HFR 0 1 0 0 22 0 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 Lenath. and Level of Service Approach Movement EB 1 WB 4 Northbound 7 8 9 Southbound 10 11 12 Lane Configuration LT LR (vph) 2 23 C (m) (vph) 1148 450 /c 0.00 0.05 95% queue length 0.01 0.16 Control Delay 8.1 13.4 LOS Approach Delay A -- -- 8 13.4 Approach LOS -- -- 8 HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 816103 AM Peak Hour Intersection Jurisdiction Analysis Year Hill Dr. Stillwater 2008 With Development Project Description East/West Street: Hill Dr. North/South Street: Stillwater 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 0 63 6 7 39 0 Peak -Hour Factor, PH 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 78 7 8 48 1 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 Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 12 0 14 0 0 0 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 14 0 17 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 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 8 31 C (m) (vph) 1524 917 lc 0.01 0.03 95% queue length 0.02 0.10 Control Delay 7.4 9.1 LOS A A .Approach Delay -- -- 9.1 Approach LOS -- -- A Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY eneral Information Inalyst Site Information Agency/Co. Date Performed Analysis Time Period RLA RPA 816103 PM Peak Hour Intersection Jurisdiction Analysis Year Hill Dr. & Stillwater 2008 With Development Project Descri tion East/West Street: Hill Drive North/South Street: Stillwater 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 0 66 15 18 94 0 Peak -Hour Factor, PHF 0.85 1 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 77 17 21 1 110 1 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 Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 8 0 10 0 0 0 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0,85 Hourly Flow Rate, HFR 9 1 0 11 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 Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Configuration LT LR fLane vph) 21 20 m) (vph) 1513 857 0.01 0.02 95% queue length 0.04 0.07 Control Delay 7.4 9.3 LOS A A Approach Delay -- -- 9.3 Approach LOS -- -- A Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c t-- 8/11/03 Two -Way Stop Control Page 1 of 2 General Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 816103 AM Peak Hour Intersection Jurisdiction Analysis Year Trump Dr. & Stillwater 2008 With Development Project Description East/West Street: Trump Drive North/South Street: Stillwater 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 0 57 13 6 45 0 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 a80 0.80 Hourly Flow Rate, HFR 0 71 16 7 1 56 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 Westbound Eastbound Movement 7 L 8 T 9 R 10 L 11 T 12 R Volume 26 0 11 0 0 0 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 32 0 13 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 i5elay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 7 45 C (m) (vph) 1522 881 /C 0.00 0.05 95% queue length 0.01 0.16 Control Delay 7.4 9.3 LOS A A ,Approach Delay Approach LOS -- -- -- -- 9.3 A Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c R/1 1 /()q Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period RLA RPA 8/6/03 PM Peak Hour Intersection Jurisdiction Analysis Year Trump Dr. & Stillwater 2008 With Development Project Description East/West Street: TruT2 Drive North/South Street: Stillwater 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 0 70 33 14 88 0 Peak -Hour Factor, PHF 0.85 0.85 0.85 1 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 82 38 16 103 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 Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 18 0 8 0 0 0 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 21 0 9 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 0 0 0 0 0 Configuration LR Dela Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 16 30 C (m) (vph) 1480 802 v/c 0.01 0.04 95% queue length 0.03 0.12 Control Delay 7.5 9.7 LOS A A Approach Delay pproach LOS -- -- -- -- 9.7 A Copyright © 2000 University of Florida, All Rights Reserved Version 4.1c 4/1 1 M2 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst RLA Intersection Empire Dr. & 3 Mile A enc /Co. RPA Jurisdiction Date Performed 816103 Analysis Year 2008 With Develo ment Analysis Time Period AM Peak Hour Project Description East/West Street: 3 Mile North/South Street: Em ire 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 1 228 0 0 92 22 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 1 284 0 0 114 27 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 Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 43 0 2 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 0 0 53 10 2 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 Configuration 0 0 0 0 0 LR 0 Delav, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 1 55 C (m) (vph) 1455 607 v/c 0.00 0.09 95% queue length 0.00 0.30 Control Delay 7.5 11.5 LOS A B Approach Delay -- -- 11.5 Approach LOS -- -- B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4. lc . - - R/1 1 /(),; Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA A enc /Co. RPA Date Performed 816103 Analysis Time Period PM Peak Hour Intersection Empire Dr. & 3 Mile Jurisdiction Analysis Year 2008 With Develop Project Description East/West Street: 3 Mile North/South Street: Emj2ire Drive Intersection Orientation: East-West lStudv 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 3 190 0 0 342 54 Peak -Hour Factor, PHF 0.85 1 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 3 223 10 0 402 63 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 Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 30 0 2 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 1 0 35 0 2 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 0 0 0 0 0 0 FLLanes onfiguration LR plav_ Qupup Lenath_ and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 3 37 C (m) (vph) 1107 435 v/c 0.00 0.09 95% queue length 0.01 0.28 Control Delay 8.3 14.0 LOS A 8 Approach Delay -- -- 14.0 Approach LOS -- -- B HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 c 11 1 , . %__n,_Af- R/11/0,; Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Agency/Co. Robert Peccia & Associates Date Performed 8-5-03 nal sis Time Period M Peak 'roject Description ast/West Street: West Reserve Drive ntersection Orientation: East-West ✓ehicle Volumes and Adjustments Aajor Street Eastbound Aovement 1 2 L T volume 1 181 leak -Hour Factor, PHF 0.70 0.70 burly Flow Rate, HFR 1 258 'ercent Heavy Vehicles 0 -- ledian Type IT Channelized anes 0 1 configuration LTR stream Signal 0 linor Street Northbound lovement 7 8 L T olume 1 5 E)ak-Hour Factor, PHF 0.60 0.60 ourly Flow Rate, HFR 1 8 arcent Heavy Vehicles arcent Grade (%) 0 0 0 ared Approach N Storage 0 F Channelized Ines rnfiguration 0 1 LTR Delay, Queue Len th and Level of Service Intersection®®� Jurisdiction nalvsis Year West Reserve & E FLY - I ITSI a 12• Undivided Southbound Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 46 107 24 C (m) (vph) 1556 1316 751 489 /c 0.00 0.03 0.14 0.05 95% queue length 0.00 0.11 0.50 0.15 Control Delay 7.3 7.8 10.6 12.7 LOS A A B B Approach Delay pproach LOS -- -- -- -- 10.6 B 12.7 B Two -Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA gency/Co. Robert Peccia & Associates Date Performed 8-5-03 nal sis Time Period PM Peak Intersection Jurisdiction nalvsis Year East/West Street: West Reserve Drive North/South Street: Stillwater Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 1 5 6 L T R L T R Volume 1 73 5 75 171 7 Peak -Hour Factor, PHF 0.70 1 0.70 0.70 0.80 0.80 0.80 Hourly Flow Rate, HFR 1 104 7 93 213 8 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 1 3 46 12 8 0 Peak -Hour Factor, PHF 0.70 0.70 0.70 0.60 0.60 0.60 Hourly Flow Rate, HFR 1 4 65 19 13 0 Percent Heavy Vehicles 0 0 0 0 D 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 0ueue Length_ and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 93 70 32 C (m)(vph) 1360 1492 876 409 lc 0.00 0.06 0.08 0.08 95% queue length 0.00 0.20 0.26 0.25 Control Delay 7.6 7.6 9.5 14.5 LOS A A A B Approach Delay Approach LOS -- -- -- -- 9.5 A 14.5 B fil-Un• ri tPmn\i171,105 tmn 8n103 o 4ve/ eh November 2000 INTERSECTIONS AT -GRADE 28.42 W W IL 6 O N > W 100 200 300 400 Soo 600 700 TOTAL DHV, VEHICLES PER HOUR, IN ONE DIRECTION Note: For highways with a design speed below 80 km/h with a DHV <300 and where right turns > 40, an adjustment should be used. To read the vertical axis of the chart, subtract 20 from the actual number of right turns. Example Given: Design Speed = 60 km/h DHV = 250 vph Right Turns = 100 vph Problem: Determine if a right -turn lane is necessary. Solution: To read the vertical axis, use 100 - 20 = 80 vph. The figure indicates that a right -turn lane is not necessary, unless other factors (e.g., high accident rate) indicate a lane is needed. GUIDELINES FOR •' LANES AT ON 2-LANE HIGHWAYS 00 Al,47- November 2000 INTERSECTIONS AT -GRADE 28.4(7) Z W O 0 Z W � ti Dz �w2 U Z Op O w 0 W EU..� F 03N W J Z F F J J J 0= W z 0< W J O NWO ~ > X0tn tn W a' U w W w 1- lai W J z N W 4 W U_' O h U W J z Cl O J F W W q> pLLJ aLI p N F O O az 2 0=N wz 0- Z�- U 0 Ir "' �- X 0 w it >Qa W '' C. "' W. W W a W0 w w z K W .ai a = W tr _ Pa O O O O O O O O O 00 f- 0 Ln Q M N 8nOH NOIS30 ON1mi (Hdn) 3vynlOn ONISOddO-OA I•