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Home My WebLink AboutIsland Ale Proposed Restaurant Traffic Impact Study 1994 ISLAND ALE PROPOSED RESTAURANT TRAFFIC IMPACT STUDY CUTCFIOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK a DECEMBER 1994 I f.' v r � r 1 NELSON& POPE Consulting Engineers and Land Surveyors 572 Walt Whitman Road, Melville, N.Y. 11747 (516)427-5665 Fax(516)427-5620 RECEIVEp DEC 6 1994 town clerk &M0014 TABLE OF CONTENTS PAGE PURPOSE OF REPORT 1 STUDY METHODOLOGY 3 EXISTING CONDITIONS 5 Land Use 5 Roadway Conditions 5 Traffic 5 Accidents 9 FUTURE CONDITIONS 11 Other Planned Developments 11 Traffic 13 PROPOSED DEVELOPMENT 13 Trip Generation 13 Site Access 13 Trip Distribution and Assignment 15 TRAFFIC IMPACT ANALYSIS 17 SUMMARY 22 i APPENDICES APPENDIX A: LEVEL OF SERVICE DESCRIPTION I. Signalized Intersection 11. Unsignalized Intersection APPENDIX B: TURNING MOVEMENT DIAGRAMS 1. Existing Volumes I1. Adjusted Summer Peak Volumes 111. 1996 "No Build"Volumes IV. 1996 "Build"Volumes APPENDIX C: TRIP GENERATION 1. Proposal II. Other Planned Projects APPENDIX D: TRIP DISTRIBUTION AND ASSIGNMENT APPENDIX E: CAPACITY ANALYSIS/LEVEL OF SERVICE WORKSHEETS I. Existing Conditions Main Road and Eugene's Road/Cox Lane 11. Adjusted Summer Peak Conditions Main Road and Eugene's Road/Cox Lane 111. 1997 "No Build" Conditions Main Road and Eugene's Road/Cox Lane IV. 1997 "Build" Conditions A. Main Road and Eugene's Road/Cox Lane B. Main Road and West Site Access C. Main Road and East Site Access APPENDIX F:. NYSDOT DATA I. Average Weekday Hourly Report II. Accident Summaries ii PURPOSE OF REPORT It has been proposed to construct a 5,643 square foot "brew pub" restaurant on a parcel of land situated on the south side of Main Road(NYS Route 25)in Cutchogue, Town of Southold(refer to Figure 1, Area Map). As part of this proposal,the site, abutting Route 25 and totaling 3.26 acres, is to be rezoned. A gift shop containing 1,197 square feet will also be constructed on this site as an ancillary use to the restaurant. The site is depicted on the plan prepared by Fairweather/Brown, latest revision date September 30, 1994. This report summarizes the results of a detailed investigation of the traffic impact of the proposed development on the adjacent street system. The report reviews existing roadway and traffic conditions in the area, estimates the volume and pattern of traffic which will be generated by the proposed development and analyzes the effect of the additional traffic on the roadway network surrounding the site. 1 NELSON & POPE n little is1 h. Glut 911 LONG ISLAND SOUND is rr■h. \� Iriat n Fist muss Gardiwers Bay \ Null 1111Flfi r✓,. "� Gleegert Nest a% ♦•♦' � uala ingot LONG ISLAND SOUND 4 Sutwim \sShelter is. Itts. 01 o \ AREA MAP plessic SITE �• tsidstee New Se G Q •i+g 1 y/�/ ' �—.-...---�.•-. � •), D � Llet4 Peeoaie Bay .♦ TOWN OF � t7eftl I I 0.40 SOUTHOLD Islas Great Peeowia Bay Is. i ,r.r Iksm h� 0 e Steels Ielewd Sesend FIGURE 1 STUDY METHODOLOGY The study methodology used for this investigation consisted of a detailed review of existing land use, roadway and traffic conditions in the vicinity of the proposed site. Existing traffic volumes on Main Road (NYS Route 25) were determined from field surveys conducted by this firm and information available from the New York State Department of Transportation(NYSDOT). These data were analyzed and m conjunction with field observations, the current level of traffic service was determined for the intersection of Main Road and Eugene's Road/Cox Lane (refer to Figure 2, Location of Study Intersection). Traffic volumes collected in November were projected to reflect peak seasonal volumes (August). These volumes were also analyzed. In addition to analyzing intersection levels of service for the existing and summer conditions, the study analyzed intersection levels of service for the future conditions. The "No Build"and"Build" are the future conditions. The 1996 "No Build" condition analyzed the future level of service assuming the project is not constructed. An ambient growth rate factor of 3% per year, supplied by the NYSDOT, was applied to the summer (1994) volumes collected at the study intersections. In addition the traffic associated with other planned area developments specified by the Town of Southold was included. The 1996 "Build" conditions analyzed the impact of the traffic generated by the proposal. The site generated traffic was added to the "No Build"volumes at the study intersections. 3 NELSON & POPE i Eas utcho ox Lane i Harbor Lane Cutchogue 1991 L4 orme MappinE, LEGEND Scale 1.7,031(at center) ISLAND ALE CUTCHOGUE Population Center 500 Feet Mag 16.00 Town,Small City Sun Nov 20 15:06:16 1944 Street,Road 200 Meters -- Major Street/Road State Route LOCATION OF 1_ i-+ Railroad Open Water STUDY INTERSECTIONS FIGURE 2 4 EXISTING CONDITIONS Land Use The site is located on the south side of Main Road west of Eugene's Road/Cox Lane (refer to Location Map, Figure 3). There is currently a wholesale nursery operating on this site. The land uses surrounding the site on Main Road are a mixture of commercial uses including retail stores, offices and a bank. Directly to the west of the site is a winery (Blum property) and the Braun's Oyster Company. There are also several residences on Main Road in between the commercial uses. Roadway Conditions Main Road(NYS Route 25), in the vicinity of the site, is a major east-west arterial roadway under the jurisdiction of the New York State Department of Transportation (NYSDOT). This section of Main Road contains one lane and a shoulder in each direction and a posted speed limit of 40 mph. This section of Main Road has an average annual daily traffic (AADT) volume of 9,300 vehicles per day(Source: NYSDOT Average Weekday Hourly Report, July, 1993). The NYSDOT traffic count data are contained in Appendix F. Eugene's Road enters Main Road from the south. Cox Lane enters from the north. These roads form a 4-way intersection controlled by a 2-phase traffic signal. The speed limit on both Eugene's Road and Cox Lane is 40 mph. Traffic Traffic volume turning movement counts at the intersections of Main Road and Eugene's Road/Cox Lane were taken during the weekday evening (4:00 - 6:00 P.M.) and Saturday midday (12:00 - 2:00 P.M.) peak periods. Based on studies performed by Dunn Engineering in the Town of Southold, these periods represent the peak traffic periods on Main Road. The results of these surveys are contained in Figure 4 and in Appendix B. The traffic in Southold experiences seasonal peaks due to increased tourism in the summer months. Therefore, the volumes collected by this firm in November were adjusted to reflect peak summer volumes collected in August. The adjustment factors for the North Fork of Long Island were obtained from the NYSDOT. The peak summer volumes are depicted in Figure 5. 5 NELSON & POPE -Utcbo ox Line Harbor Lane Cutchogue SITE 1993 DcUi me Mappug _ - LFUEND Scale 1 7,031(at center) ISLAND ALE CUTCHOGUE Population('enterf -500 Peet I Mag 16.00 Town,Small City Sun Nov 20 15:06:16 1994 Street,Road 200 Meters I Major Street/Road State Route �+ Railroad —� Open Water LOCATION MAP FIGURE 3 6 NELSON & POPE ISLAND ALE CUTCHOGUE EXISTING VOLUMES w z X rZl-^ o v N t} N N Y S ROUTE 25 MAIN ROAD 1 �► V 41(37)--1 L 10(5) 339(392) 341(359) 101(96) 4(4) I 'o" �c) EXISTING ACCESS I m J I I � -,'o I I = �o I I I I SITE I i i I I I I I I I I I L- - - - - - - - - - - - - - - - - - - - - - - --� XX - P.M. VOLUMES (XX) - SATURDAY VOLUMES FIGURE 4 so I - NELSON & POPE ISLAND ALE CUTCHOGUE PEAK SUMMER VOLUMES w z X o U ori N.Y S. ROUTE 25 MAIN ROAD j L O0 52(47) L 13(6) 433(501) - 436(459) 129(123)--1 5(5) I I I I � G) EXISTING ACCESS I mJ I I I I SITE I I I I I I I I I I I I t- - - - - - - - - - - - - - - - - - - - - - - -� XX - P.M. VOLUMES (XX) - SATURDAY VOLUMES FIGURE 5 The existing and projected summer volumes were then used to determine the exisfrng capacity and level of service (LOS) of this intersection. The analyses were performed in accordance with guidelines set forth in the 1985 Highway Capacity Manual (Special Report 249) published by the Transportation Research Board. The capacity of a signalized intersection is evaluated in terns of the ratio of demand flow rate to capacity(v/c ratio). The capacity is defined for each approach and measures the maximum rate of flow (for the subject approach) which may pass through the intersection under prevailing traffic, roadway and signalization conditions. The level of service of a signalized intersection is evaluated on the basis of average stopped delay measured in the units seconds per vehicle (sec/veh). Delay is a measure of driver discomfort, frustration, fuel consumption and lost travel time. Refer to Appendix A for further definition of level of traffic service for a signalized intersection. The capacity analyses for this intersection were performed using "HCS", prepared by the Federal Highway Administration. "HCS" is a series of computer programs strictly adhering to the guidelines set forth in the 1985 Highway Capacity Manual. The capacity analysis/level of service worksheets are contained in Appendix E. The results of these analyses are contained in Table 1. Upon a review of Table 1, it can be seen that the intersection of Main Road and Eugene's Road/Cox Lane operates at excellent levels of service during the peak periods. It is important to realize that the existing November counts are 5% lower than an average month while the August counts represent the highest month or most conservative case. The increased volumes experienced in summer will not impact this intersection. These summer volumes will be the basis for all future analyses contained in this study. Accidents Accident summaries for the intersection of Main Road and Eugene's Road/Cox Lane were obtained from the NYSDOT. In 1991, there were four accidents at this intersection. In 1992 there were three accidents. In 1993 there were five accidents. The NYSDOT accident summary sheets are contained in Appendix F. 9 NELSON & POPE TABLE 1 LEVEL OF SERVICE SIGNALIZED INTERSECTIONS EXISTING CONDITIONS P.M. PEAK HOUR SATURDAY PEAK HOUR V/C V/C INTERSECTION CONDITION DELAY RATIO LOS DELAY RATIO LOS 0 MAIN RD. & EXISTING 9.2 0.459 B 9.3 0.494 B EUGENE'S RD./COX LA. SUMMER PEAK 10.7 0.606 B 11.1 0.654 B FUTURE CONDITIONS Other Planned Developments There are several projects in the vicinity of the site which will impact traffic volumes on Main Road. These projects, obtained from the Town of Southold, situated on Main Road, consist of the following: Blum Restaurant - a proposed 1,300 square foot restaurant situated on the south side of Main Road directly west of the site. A winery is currently operatig on this site. Braun's Oyster Company - a proposed 2,700 square foot storage expansion on an existing fish packaging plant/market situated on the south side of Main Road west of the site. King Kull - 3,400 square feet of vacant space in an existing shopping center situated on the north side of Main Road. Traffic The future (1996) traffic volumes were projected by applying a 3% annual growth rate factor, i supplied by the NYSDOT, to the summer volumes. This ambient growth rate accounts for the 1 population and commercial growth surrounding the study area. The traffic associated with the other planned developments (listed above) was combined with the future traffic volumes at the study intersections. The trip generation rates for these projects were estimated based on the rates contained in the manual Trip Generation, 5th edition, prepared by the Institute of Transportation Engineers (1991). The summary sheets are contained in Appendix C. The trip distribution and assignment summaries are contained in Appendix D. The 1996 "No Build"volumes are contained in Figure 6. 1 11 NELSON & POPE ISLAND ALE CUTCHOGUE NO SU/LD VOLUMES W Z X Cn N b () 0000 00 cD N N.Y S ROUTE 25 MAIN ROAD J L n' 60(55) L 14(7) 471(545) 474(502) 143(139) 5(5) I ILd z �p' ��'� m EXISTING ACCESS I �`ri�' I I = �o I I I I SITE I I I I I i I I I - - - - - - - - - - - - - - - - - - - - - - J XX — P.M. VOLUMES (XX) — SATURDAY VOLUMES FIGURE 6 PROPOSED DEVELOPMENT Trip Generation As previously mentioned, it has been proposed to construct a 5,643 square foot restaurant on a 3.26 acre parcel of land on Main Road in Cutchogue. As part of this investigation, estimates were made of the volume of vehicular traffic that would be generated by the proposed development. The manual, Trip Generation, 5th Edition, prepared by the Institute of Transportation Engineers (1991) was referenced. Rates are contained in this manual for different land uses including several different types of restaurants. After reviewing these land use descriptions, estimates for the proposal were based on the average trip generation rates for quality restaurants (Land Use Code 831). The computations were prepared using the Trip Generation Program developed by Microtrans,Inc. The rates contained in the ITE manual were compared with rates obtained at a similar "brew pub" facility in Port Jefferson. It was determined that the ITE rates were higher than the rates obtained in Port Jefferson. To provide the most conservative analysis the ITE rates were utilized for this study. These rates are contained in Table 2, along with the rates obtained in Port Jefferson. Typically,the Saturday peak hour of a restaurant occurs during the evening hours. However, since the midday peak experiences heavier traffic volumes than the evening hours, it was assumed that the trip generation during the Saturday midday peak hour will equal that of the evening hours, thereby producing a more conservative analysis. Site Access As indicated on the site plan, there are two driveways on Main Road. The east driveway(existing curb cut) will be configured for entering and exiting vehicles. The west driveway will be configured for entry only. Permits for the construction of these driveways have been approved by the NYSDOT in a letter dated October 11, 1994. 13 NELSON & POPE TABLE 2 ISLAND ALE - PROPOSED RESTAUARANT TRIP GENERATION SUMMARY TRIP GENERATION TIME PERIOD PORT JEFFERSON ITE DATA DATA r 24 HOUR 2-WAY VOLUME: 545 vpd AM ENTER: 5 vph EXIT: 0 vph TOTAL: 5 vph PM ENTER: 30 vph 19 vph EXIT: 13 vph 4 vph TOTAL: 43 vph 23 vph SATURDAY 2-WAY VOLUME: 523 vpd MIDDAY ENTER: 33 vph 22 vph EXIT: 29 vph 15 vph TOTAL: 62 vph 37 vph r 14 The location of these driveways was examined. The east access is well situated to provide excellent sight distance for exiting vehicles on Main Road in both directions. The two driveways are situated approximately 200 feet apart and the west driveway is situated approximately 100 feet from the west property line abutting the winery(Blum property). Based on the manual, Guidelines for Driveway Location and Design prepared by the Institute of Transportation Engineers (1987), 50' is sufficient spacing (including curb radii) between industrial driveways Commercial driveways require even less separation. Therefore, the spacing of these driveways is more than sufficient. Trip Distribution and Assignment The next step of the investigation consisted of an analysis of the geographical distribution of the trips to and from the site. In order to determine the distribution of traffic generated by the site a careful review of the existing roadway and travel patterns, the population distribution and the trip generators in the vicinity of the site was performed. In addition to the existing conditions, consideration was given to the nature of the proposed land use This was necessary due to the distinct travel patterns generated by different land uses. As previously mentioned, traffic in Southold is influenced by tourism. After considering this trend and examining the existing traffic patterns, it was estimated that 65% of the trips to/from the site will originate from the west. In order to properly assess the traffic impact of the proposal, it is necessary to know which roadway(s) will most probably receive the newly generated traffic, in vehicular volume and direction, during the peak hours. The existing roadway network in the vicinity of the site was examined in conjunction with the above mentioned studies. The distribution of site generated traffic at each intersection was determined. (Refer to Appendix D for a summary of the trip distribution and assignment). These volumes were added to the "No Build" peak hour volumes. The "Build"volumes are visually depicted in Figure 7. 15 NELSON & POPE ISLAND ALE CUTCHOGUE BUILD VOLUMES w z X N� o Ih 0 O 0000 r� N N Y.S ROUTE 25 MAIN ROAD J l L 680(746) .- 680(724 61(56)--1L 14(7) 680(739)-. 672(708) 474(551) -. .- 480(509) 14(15)- i-3(3) 6(7)--1 X8(8) 144(142)--j X5(5) I f I w EXISTING ACCESS I o s J' m I I Q o I I I I SITE I I I i I I I I I I I I - - - - - - - - - - - - - - - - - - - - - - - I XX - P.M. VOLUMES (XX) - SATURDAY VOLUMES FIGURE 7 v TRAFFIC IMPACT ANALYSIS As previously mentioned, future traffic volumes were estimated at the intersection of Main Road and Eugene's Road/Cox Lane. These volumes were used to perform the capacity analyses for the 1996 "No Build" and 1996 "Build" conditions. These analyses were performed using procedures outlined in the 1985 Highway Capacity Manual (Special Report 209) published by the Transportation Research Board. The procedures listed in the Highway Capacity Manual permit the computation of intersection capacity and level of service(LOS). r In addition to analyzing the intersection of Main Road and Eugene's Road/Cox Lane, capacity analyses were performed for the unsignalized site accesses. The capacity of an unsignalized intersection is based on two factors. The first being the distribution of gaps in the major street traffic and the second being driver judgment in selecting gaps through which to execute their desired maneuvers. The level of service (LOS) of an unsignalized intersection is based on the unused or reserve capacity of the lane (or approach) in question. Refer to Appendix A for further definition of level of traffic service for an unsignalized intersection. The level of service summaries are contained in Table 3. The level of service/capacity analysis worksheets are contained in Appendix D. Upon a review of Table 3, it can be seen that the traffic generated by the proposed restaurant will have no impact on the future levels of service at the intersection of Main Road and Eugene's Road/Cox Lane. The west site access will operate at excellent levels of service. The east site access will operate at levels of service "D-E" during the peak periods, which is typical for unsignalized driveways on state roads and indicates that there is sufficient capacity on Main Road to accommodate the entering/exiting volumes. 17 NELSON & POPE TABLE 3 LEVEL OF SERVICE SIGNALIZED INTERSECTIONS FUTURE CONDITIONS P.M. PEAK HOUR SATURDAY PEAK HOUR V/C V/C INTERSECTION CONDITION DELAY RATIO LOS DELAY RATIO LOS MAIN RD. & NO BUILD 12.3 0.689 B 13.5 0.752 B EUGENE'S RD./COX LA. BUILD 12.4 0.698 B 13.9 0.765 B co UNSIGNALIZED INTERSECTIONS FUTURE CONDITIONS P.M. PEAK HOUR SATURDAY PEAK HOUR MINIMUM MINIMUM MINIMUM MINIMUM INTERSECTION CONDITION RESERVE CAPACITY LOS RESERVE CAPACITY LOS MAIN RD. & BUILD 485 A 443 A WEST SITE ACCESS MAIN RD. & BUILD 104 D 63 E EAST SITE ACCESS In order to confirm the analysis at the easterly driveway, gap studies were conducted during the P.M. and Saturday peak periods. These studies counted the number and duration of 2-way gaps in the traffic stream on Main Road. Based on values contained in Table 10-2 of the 1985 Ilighway Capacity Manual, a 7 second gap in the two-way traffic stream is required for an exiting vehicle to turn left out of the site. A two second headway is required for a second vehicle to utilize the same gap, while based on field observations, a third vehicle would require the full gap size. The gap studies performed in November were adjusted to reflect peak summer conditions. The number of gaps and the capacity of the gaps are contained in the enclosed tables. Upon an examination of Tables 4 and 5, it an be seen that there are sufficient gaps to accommodate the site-generated traffic. In conclusion, the trips generated by this proposed restaurant will have no impact to the future level of service on Main Road. There is sufficient capacity on this roadway to accommodate the driveway volumes. 19 NELSON & POPE TABLE 4 Gap Study Summary Job Name: ISLAND ALE Job No.: 94114 Location: N.Y.S. RTE. 25 @ E. SITE ACCESS Date: 11/17/94 Weekday: THURSDAY Time period # of gaps Capacity of gaps beginning (# of vehicles) 04:30 PM 26 51 04:45 PM 33 58 05:00 PM 36 1 75 SEASONAL ADJUSTMENT FACTORS NOVEMBER ADJUSTMENT: 0.948 AUGUST ADJUSTMENT: 1.211 NOV-AUG ADJUSTMENT: 1.277 Peak Hour Start Time: 04:30 PM Critical Gap Size:(in seconds) 7 # of Critical Gaps in Peak Hour: 126 Capacity of Peak Hour Gaps:(in vehicles) 245 Capacity of Summer Peak Hour Gaps: 192 Projected Exiting Left-turns:(vehicles per hour) 8 Note: Gaps increased to project capacity for full hour 20 NELSON & POPE TABLE 5 Gap Study Summary Job Name: ISLAND ALE Job No.: 94114 Location: N.Y.S. RTE. 25 @ E. SITE ACCESS Date: 11/19/94 Weekday: SATURDAY Time period # of gaps Capacity of gaps beginning (#of vehicles) 12:30 PM 19 33 12:45 PM 20 34 01:00 PM 13 25 01:15 PM 25 46 SEASONAL ADJUSTMENT FACTORS NOVEMBER ADJUSTMENT: 0.948 AUGUST ADJUSTMENT: 1.211 NOV-AUG ADJUSTMENT: 1.277 Peak Hour Start Time: 12:30 PM Critical Gap Size:(in seconds) 7 # of Critical Gaps in Peak Hour: 77 Capacity of Peak Hour Gaps:(in vehicles) 138 Capacity of Summer Peak Hour Gaps: 108 Projected Exiting Left-turns:(vehicles per hour) 19 21 SUMMARY It has been proposed to construct a 5,643 square foot "brew pub" restaurant on a 3.26 acre site situated on the south side of Main Road (NYS Route 25) in Cutchogue, Town of Southold. The following is a summary of a study which investigated the potential traffic impacts associated with the project and findings thereof 1) The intersection of Main Road and Eugene's Road/Cox Lane was analyzed as part of this study. This intersection was found to operate at excellent levels of service during the November count period and during the projected summer peak period. 2) Future (1996) volumes were obtained by applying a 3% annual growth factor to the summer volumes and combining them with the traffic associated with several planned developments in the area as specified by the Town of Southold. 3) The P.M. and Saturday midday periods were determined to be the critical periods. During the P.M. peak the site will generate 43 trips (30 enter/13 exit). During the Saturday midday peak,the site will generate 62 trips(33 enter/29 exit). 4) The traffic generated by this proposal was distributed to the study intersections based on a study of the population characteristics of the area and the existing travel patterns. 5) The traffic generated by the proposal will have no impact to the future levels of service at the intersection of Main Road and Eugene's Road/Cox Lane. 6) The west site access will operate at excellent levels of service. The east site access will operate at levels of service "D-E", which indicates that there is sufficient capacity on Main Road to accommodate the driveway volumes. Gap studies conducted at the east access have confirmed this. 22 APPENDICES ISLAND ALE TRAFFIC IMPACT STUDY DECEMBER 1994 NELSON & POPE CONSULTING ENGINEERS APPENDIX A: LEVEL OF SERVICE DESCRIPTION I. Signalized Intersection H. Unsignalized Intersection I. Signalized Intersection LEVEL OF SERVICE SIGNALIZED INTERSECTIONS Level of Service is a measure of the quality of traffic service that is provided along a roadway or at a particular intersection on a road. The levels of service range from a relatively congestion-free condition(Level of Service A) to major traffic congestion(Level of Service F). Level of Service for signalized intersections is defined in terms of delay. Delay is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Standard Traffic Engineering Analysis procedures are used to determine existing and projected vehicle delays at an intersection. The following average vehicle delays have been used in this study to determine intersection and approach roadway levels of service. Level of Service A < 5.0 sec./veh. Level of Service B >_ 5.0 and < 15.0 sec./veh. Level of Service C >_ 15.0 and <25.0 sec./veh. Level of Service D >_25.0 and <40.0 sec./veh. Level of Service E >_40 0 and < 60.0 sec./veh. Level of Service F _> 60.0 sec./veh. The following general statements may be made regarding intersection Level of Service. Level of Service A describes operations with a very low delay. This occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short traffic signal cycles may contribute to low delay. Level of Service B generally occurs with good progression and/or short traffic signal cycle lengths. More vehicles stop than for Level A, causing higher levels of average delay. Level of Service C has higher delays than Level B. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures, where motorists are required to wait through an entire signal cycle, may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. At Level of Service D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths or high volume to capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. Level of Service E is considered the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths and high volume to capacity ratios. Individual cycle failures are frequent occurrences. The delays at Level of Service F are considered unacceptable to most drivers. This condition often occurs with oversaturations, i.e., when arrival flow rates exceed the capacity of the intersection. It may occur at high volume to capacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. II. Unsignalized Intersection LEVEL OF SERVICE UNSIGNALIZED INTERSECTIONS Unsignalized intersections make up the vast majority of at grade junctions in any street system. Stop and yield signs are used to assign the Right-of-Way to the street(s) at such intersections. This designation forces drivers on the controlled street(s) to judgmentally select gaps in the major street flow through which to execute crossing or turning maneuvers. Thus, the capacity of the controlled legs is based on the following factors: 1. The distribution of gaps in the major street traffic stream. 2. Driver judgment in selecting gaps which to execute their desired maneuvers. Standard traffic engineering and analysis procedures are employed to determine the capacity of the lanes or approaches of an unsignalized intersection. The Level of Service of an unsignalized intersection is based on the reserve or unused capacity of the lane in question. The criteria listed in the following table are used as a guide to determine the Level of Service of an approach of an unsignalized intersection. Reserve Capacity (PCPH)* Level of Service A >_400 Level of Service B 300 - 399 Level of Service C 200 - 299 Level of Service D 100 - 199 Level of Service E 0 - 99 Level of Service F <0 * PCPH denotes passenger cars per hour. The following general statement may be made regarding the expected delay to minor street traffic for each level of service. Level of Service A Little or no delay Level of Service B Short traffic delays Level of Service C Average traffic delays Level of Service D Long traffic delays Level of Service E Very long traffic delays Level of Service F When demand volume exceeds the capacity of the lane or approach, extreme delays will be encountered, with queuing which may cause severe congestion affecting other traffic movements in the intersection. SOURCE: Highway Capacity Manual (Special Report 209), Transportation Research Board, National Research Council, Washington, D.C., 1985. APPENDIX B: TURNING MOVEMENT DIAGRAMS I. Existing Volumes II. Adjusted Summer Peak Volumes III. 1996 "No Build"Volumes IV. 1996 'Build" Volumes I. Existing Volumes PROJECT NAME: ISLAND ALE PROJECT No.: 94114 N/S STREET: COX LANEIEUGENES ROAD INTERSECTION: COX LANE/EUGENES ROAD 0 AM 0 A & N.Y.S.RTE.25 0 MID .0 CONDITION: EXISTING ll:. PM DATE COUNTED: 11/17/94 R T L DAY OF WEEK: THURSDAY PEAK HOURS: AM 600 A 0 0 0 (START) MIDDAY 1100 M 0 0 0 PM P EfW STREET N.Y.S.RTE.25 < V > A M P AM 0 0 0 'AW R 0 AM MD 0 <— <- 0 0 :34 T 0 MD PML PM v 0 AM 0 L 0 0 0 AM MD 0 T 0 a ....... 0 MD PM >A81 R 0 0 —v 3f PM A M P 0 0 0 A 0 0 0 M P V L T R PEAK HOUR FACTOR TOTAL EB WB NB SB VOLUME_ 0 AM 0 — — — — N/A AM 0 MID 0 — — — — N/A MD -1 PM vPm A .... I................. ............. NELSON & POPE PROJECT NAME: ISLAND ALE PROJECT No.. 94114 N/SSTREET: COX LANE/EUGENES ROAD INTERSECTION: COX LANEIEUGENES ROAD 0 AM 0 & N.Y.S.RTE.25 58 MID 53 CONDITION: EXISTING PM .0: N DATE COUNTED: 11/19/94 R T L DAY OF WEEK: SATURDAY PEAK HOURS: AM 600 A 0 0 0 (START) MIDDAY 1230 M 47 9 2 PM p EfW STREET. N.Y.S.RTE.25 < V > A M P AM 0 0 6 Q R 0 AM MD 499 0 350 T 368 MD 0 4 L PM PM v— AM 0 L 0 37 0 AM MD 525 T 0 392 399 MD PM R 0 Be .:0:: —V PM A M P 0 0 0 A 03 11 5 M .0. P V L T R PEAK HOUR FACTOR TOTAL —EB WB NB SBVOLUME 0 AM 0 — — — — N/A AM 109 MID 100 0.92 0.95 0.70 0.81 1060 MD PM PM NELSON & POPE II. Adjusted Summer Peak Volumes PROJECT NAME: ISLAND ALE PROJECT No.: 94114 N/S STREET: COX LANE/EUGENES ROAD INTERSECTION: COX LANE/EUGENES ROAD & N.Y.S.RTE.25 0 AM 0 DATE COUNTED: 11/17/94 0 MID 0 DAY OF WEEK: THURSDAY :13: PM :: N PROJECTED TO REFLECT: PEAK SUMMER VOLUMES PEAK HOURS: AM S00 R T L (START) MIDDAY 1100 PM ':130>: A 0 0 0 M 0 0. Q NOVEMBER ADJUSTMENT: 0.948 AUGUST ADJUSTMENT: 1.211 E/W STREET N.Y.S.RTE.25 NOV-AUG ADJUSTMENT: 1.277 < V > A M P AM 0 — 0 0 33€: R 0 AM MD 0 <— <- 0 0 '' T 0 MD PM : v— 0 0 L $: PM AM 0 L 0 0 0 AM MD 0 T 0 0 ,q . —> —> 0 MD PM :Et?t R 0 0 :129' —v d6li PM A M P 0 0 0 A a 0 0 M P V L T R PEAK HOUR FACTOR TOTAL EB WB NB SB VOLUME 0 AM 0 — — — — N/A AM 0 MID 0 — — — N/A MD ::::::.. ........:..::::::.:.::..: ......... 1.11 PM ..428:: : PM NELSON & POPE PROJECT NAME: ISLAND ALE PROJECT No.: 94114 N/S STREET: COX LANE/EUGENES ROAD INTERSECTION: COX LANE/EUGENES ROAD & N.Y.S.RTE.25 0 AM 0 DATE COUNTED: 11/19/94 74 MID 68 DAY OF WEEK: SATURDAY :0: PM :tk: N PROJECTED TO REFLECT: PEAK SUMMER VOLUMES PEAK HOURS: AM 600 R T L (START) MIDDAY 1230 PMbd<! A 0 0 0 M 60 11 3 NOVEMBER ADJUSTMENT: 0.948 AUGUST ADJUSTMENT: 1.211 I I I E/W STREET: N.Y.S.RTE.25 NOV—AUG ADJUSTMENT: 1.277 < V > A M P AM 0 — 0 6 :fid:: R 0 AM MD 637 <— <— 0 459 ::``::x:: T 470 MD PM ;i: v— 0 5 t!: L :-o-- PM AM 0 L 0 47 A: 0 AM MD 671 T 0 501' >t —> —> 516 MD PM # R 0 123 > —v tl: PM A M P I I I 0 0 0 A 118 14 6 M P I V L T R PEAK HOUR FACTOR TOTAL EB WB NB I SB IVOLUME 0 AM 0 — — — — N/A AM 139 MID 139 0.92 0.85 0.70 0.81 1354 MD PM i0: : fatlhlk::. PM NELSON & POPE III. 1996 "No Build"Volumes PROJECT NAME: ISLAND ALE PROJECT No.: 94114 N/S STREET: COX LANE/EUGENES ROAD INTERSECTION: COX LANE/EUGENES ROAD 0 AM 0 3 N.Y.S.RTE.25 a MID 0 CONDITION: NO BUILD :11:4'. PM :Al.: N DAY OF WEEK: THURSDAY PEAK HOURS: AM 600 R T L " (START) MIDDAY 1100 PM69Q; A 0 0 0 M 0 0 0 PERCENT GROWTH: 3.0% NUMBER OF YEARS: 2 I ( I E/W STREET: N.Y.S.RTE.25 GROWTH FACTOR: 1.06 < v > A M P AM 0 — 0 0 ":1:4: R 0 AM MD 0 <— <- 0 0 <?l*1> T 0 MD L PM AM 0 L 0 0 60> 0 AM MD 0 T 0 0 ?t71> —> —> 0 MD PM :i37#'• R 0 0 'f43:: —v PM A M P I I I 0 0 0 A 0 0 0 M P I v L T R 0 AM 0 4 MID 0 17 ' PM }t€: NELSON & POPE PROJECT NAME: ISLAND ALE PROJECT No.: 94114 N/S STREET: COX LANE/EUGENES ROAD INTERSECTION: COX LANE/EUGENES ROAD 0 AM 0 & N.Y.S.RTE.25 84 MID 77 CONDITION: NO BUILD PM t> N DAY OF WEEK: SATURDAY PEAK HOURS: AM 800 R T L (START) MIDDAY 1230 PM '4IS* A 0 0 0 M 89 12 3 P PERCENT GROWTH: 3.0% NUMBER OF YEARS: 2 E/W STREET: N.Y.S.RTE.25 GROWTH FACTOR: 1.08 < V > A M P AM 0 — 0 7 :: R 0 AM MD 705 <— <- 0 502 ::p:: T 514 MD PM :lf:: v— 0 5 :: Li> PM AM 0 L 0 55 :0 0 AM MD 739 T 0 545 —> —> 555 MD PM : 1 R 0 139 O: —v PM A M P 0 0 0 A 135 15 7 M P V L T R 0 AM 0 157 MID 157 PM NELSON & POPE N. 1996 'Build"Volumes PROJECT NAME: ISLAND ALE PROJECT No.. 94114 N/S STREET: COX LANE/EUGENES ROAD INTERSECTION: COX LANE/EUGENES ROAD 0 AM 0 & N.Y.S.RTE.25 0 MID 0 CONDITION: BUILD PM N DAY OF WEEK: THURSDAY PEAK HOURS: AM 600 R T L (START) MIDDAY 1100 PM Q> A 0 0 0 M 0 0 0 P M. V.. I ElW STREET: N.Y.S.RTE.25 < v > A M P AM 0 0 0 R 0 AM MD 0 <— 0 0 -40: T 0 MD PM ........ V— 0 0 L A PM AM 0 L 0 0 ll: 0 AM MD Q T 0 0474i: 0 MD PM R 0 0. A 4#> —V Aft: Pm A M P 0 0 0 A 0 0 M P V L T R 0 AM 0 MID 0 PM NELSON & POPE PROJECT NAME: ISLAND ALE PROJECT No.: 94114 N/SSTREET: COX LANEIEUGENES ROAD INTERSECTION: COX LANEJEUGENES ROAD 0 AM 0 & N.Y.S.RTE.25 ad MID 78 CONDITION: BUILD PM N DAY OF WEEK: SATURDAY PEAK HOURS: AM wo R T L (START) MIDDAY 100 PM A 0 0 0 M 71 12 3 P EfW STREET: N.Y.S.RTE.25 < v > A M P 4 AM 0 :0 7 R 0 AM MD 717 <— <- 0 .509 T 621 MD PM v 0 5 I.: PM L AM 0 L 0 so 0 AM MD 749 T 0 551 :::: —> 561 MD PM R 0 142 —V PM A m P < A > I I I 0 0 0 A 138 is 7 M P v L T R 0 AM 0 160 MID 160 PM NELSON & POPE APPENDIX C: TRIP GENERATION I. Proposal II. Other Planned Projects I. Proposal ISLAND ALE SUMMARY OF AVERAGE VEHICLE TRIP GENERATION FOR 5.643 TH.GR.SQ.FT. OF QUALITY RESTAURANT DRIVEWAY VOLUMES 24 HOUR 7-9 AM PK HOUR 4-6 PM PK HOUR TWO-WAY VOLUME ENTER EXIT ENTER EXIT AVERAGE WEEKDAY 545 5 0 30 13 24 HOUR PEAK HOUR TWO-WAY VOLUME ENTER EXIT SATURDAY 523 33 29 SUNDAY 410 24 24 Note: A zero rate indicates no rate data available Source: Institute of Transportation Engineers Trip Generation, 5th Edition, 1991. TRIP GENERATION BY MICROTRANS II. Other Planned Projects BLUM RESTAURANT SUMMARY OF AVERAGE VEHICLE TRIP GENERATION FOR 1.3 TH.GR.SQ.FT. OF QUALITY RESTAURANT DRIVEWAY VOLUMES OTHER PLANNED DEVELOPMENT 24 HOUR 7-9 AM PK HOUR 4-6 PM PK HOUR TWO-WAY VOLUME ENTER EXIT ENTER EXIT AVERAGE WEEKDAY 125 1 0 7 3 24 HOUR PEAK HOUR TWO-WAY VOLUME ENTER EXIT SATURDAY 120 8 7 SUNDAY 94 6 6 Note: A zero rate indicates no rate data available Source: Institute of Transportation Engineers Trip Generation, 5th Edition, 1991. TRIP GENERATION BY MICROTRANS .. BRAUN'S OYSTER COMPANY SUMMARY OF AVERAGE VEHICLE TRIP GENERATION FOR 2.7 TH.GR.SQ.FT. OF WAREHOUSING DRIVEWAY VOLUMES OTHER PLANNED DEVELOPMENT 24 HOUR 7-9 AM PK HOUR 4-6 PM PK HOUR TWO-WAY VOLUME ENTER EXIT ENTER EXIT AVERAGE WEEKDAY 13 1 0 1 1 24 HOUR PEAK HOUR TWO-WAY VOLUME ENTER EXIT SATURDAY 3 0 0 SUNDAY 2 0 0 Note: A zero rate indicates no rate data available Source: Institute of Transportation Engineers Trip Generation, 5th Edition, 1991. TRIP GENERATION BY MICROTRANS KING KULLEN - VACANT RETAIL SUMMARY OF AVERAGE VEHICLE TRIP GENERATION FOR 3 .4 T.G.L.A. OF SHOPPING CENTER DRIVEWAY VOLUMES OTHER PLANNED DEVELOPMENT 24 HOUR 7-9 AM PK HOUR 4-6 PM PK HOUR TWO-WAY VOLUME ENTER EXIT ENTER EXIT AVERAGE WEEKDAY 854 14 8 38 38 PASS-BY TRIPS 23 23 24 HOUR PEAK HOUR TWO-WAY VOLUME ENTER EXIT SATURDAY 1094 52 52 SUNDAY 917 61 63 Note: A zero rate indicates no rate data available Source: Institute of Transportation Engineers Trip Generation, 5th Edition, 1991. TRIP GENERATION BY MICROTRANS APPENDIX D: TRIP DISTRIBUTION AND ASSIGNMENT NELSON & POPE TRIP DISTRIBUTION&ASSIGNMENT Project Name: ISLAND ALE Project No.: 94114 BLUM PROPERTY BRAUN'S OYSTER CO. KING KULLEN S.C. ISLAND ALE 1,300 SF RESTAURANT 2,700 SF STORAGE 3,400 SF RETAIL 5,643 SF RESTAURANT PM SAT PM SAT PM SAT PM SAT SITE-GENERATED TRAFFIC VOL VOL VOL VOL VOL VOL VOL VOL ENTER EXIT 3 7 1 0 38 52 F13 29 OTHER PROJECTS TOTAL VOLUME VOLUME VOLUME VOLUME VOLUME VOLUME LOCATION DIR MVMT %EN %EX PM SAT %EN %EX PM SAT %EN %EX PM SAT PM SAT %EN %EX PM SAT PM SAT N.Y.S. RTE. 25& EB THROUGH 35 1 2 50 1 0 50 19 26 21 28 20 6 7 27 35 W. SITE ACCESS RIGHT 0 0 0 0 0 0 0 0 45 14 15 14 15 WB LEFT 0 0 0 0 0 0 0 0 10 3 3 3 3 THROUGH 35 2 3 50 1 0 50 19 26 22 29 65 8 19 30 48 N.Y.S. RTE.25& NB LEFT 0 0 0 0 0 0 0 0 65 8 19 8 19 E. SITE ACCESS RIGHT 0 0 0 0 0 0 0 0 35 5 10 5 10 EB THROUGH 35 1 2 50 1 0 50 19 26 21 28 0 0 21 28 RIGHT 0 0 0 0 0 0 0 0 20 6 7 6 7 WB LEFT 0 0 0 0 0 0 0 0 25 8 8 8 8 THROUGH 35 2 3 50 1 0 50 19 26 22 29 10 3 3 25 32 N.Y.S. RTE.25& NB LEFT 10 1 1 0 0 15 6 8 7 9 10 3 3 10 12 OX LA./EUGENES RD. THROUGH 0 0 0 0 0 0 0 0 0 0 0 0 RIGHT 0 0 0 0 0 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 0 0 0 0 0 0 THROUGH 0 0 0 0 0 0 0 0 0 0 0 0 RIGHT 5 0 0 0 0 10 4 5 4 5 5 2 2 6 7 EB LEFT 5 0 0 0 0 10 4 5 4 5 5 1 1 5 6 THROUGH 20 1 1 50 1 0 25 10 13 12 14 20 3 6 15 20 RIGHT 10 0 1 0 0 15 6 8 6 9 10 1 3 7 12 WB LEFT 0 0 0 0 0 0 0 0 0 0 0 0 THROUGH 20 1 2 50 1 0 25 10 13 12 15 20 6 7 18 22 RIGHT 0 0 0 01 0 01 0 01 0 0 0 0 APPENDIX E: CAPACITY ANALYSISILEVEL OF SERVICE WORKSHEETS I. Existing Conditions Main Road and Eugene's Road/Cox Lane H. Adjusted Summer Peak Conditions Main Road and Eugene's Road/Cox Lane III. 1997 "No Build" Conditions Main Road and Eugene's Road/Cox Lane IV. 1997 "Build" Conditions A. Main Road and Eugene's Road/Cox Lane B. Main Road and West Site Access C. Main Road and East Site Access I. Existing Conditions Main Road and Eugene's Road/Cox Lane HCM: SIGNALIZED INTERSECTION SUMMARY 11-21-1994 Center For Microcomputers In Transportation Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: RB File Name: 25CLP1.HC9 Area Type: Other 11-21-94 PM PEAK Comment: EXISTING 4 :30-5: 30 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 > 1 < Volumes 41 339 101 4 341 10 89 10 13 21 47 PHF or PK15 0.90 0.90 0.90 0.86 0.86 0.86 0.71 0.71 0.92 0.92 0.92 Lane Width 12 . 0 11.0 15.0 14 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60.OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5. 0 Lost Time 3 .0 Lost Time 3 . 0 Cycle Length: 96. 0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 1009 1538 0.53 0. 66 7. 0 B 7.0 B WB LTR 1073 1635 0. 39 0. 66 5.9 B 5.9 B NB LT 476 1693 0.29 0.28 20. 6 C 20.6 C SB LTR 465 1654 0. 19 0.28 19.9 C 19.9 C Intersection Delay = 9.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.459 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY 11-21-1994 Center For Microcomputers In Transportation --------------------------------------------------------- Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: RB File Name: 25CLS1.HC9 Area Type: Other 11-21-94 SATPEAK Comment: EXISTING 12 :30-1: 30 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 < > 1 < Volumes 37 392 96 4 359 5 93 11 5 2 9 47 PHF or PK15 0.92 0.92 0.92 0.85 0.85 0. 85 0.70 0.70 0.70 0.81 0.81 0.81 Lane Width 12.0 11. 0 15.0 14 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60. OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5. 0 Lost Time 3 . 0 Lost Time 3 . 0 Cycle Length: 96. 0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 1032 1573 0.55 0.66 7. 3 B 7.3 B WB LTR 1076 1640 0.40 0.66 6. 0 B 6.0 B NB LTR 437 1553 0. 36 0.28 21.2 C 21.2 C SB LTR 447 1589 0. 16 0.28 19.7 C 19.7 C Intersection Delay = 9. 3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.494 ----------------------------------------------------------------------- II. Adjusted Summer Peak Conditions Main Road and Eugene's Road/Cox Lane !SIGNALIZED INTERSECTION SUMMARY 11-29-1994 Center For Microcomputers In Transportation --------------------- --------------------------- Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: D.J.LEVINE File Name: 25CLP1A.HC9 Area Type: Other 11-21-94 PM PEAK Comment: PROJECTED SUMMER PEAK VOLUMES Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 > 1 < Volumes 52 433 129 5 436 13 114 13 17 27 60 PHF or PK15 0.90 0.90 0.90 0.86 0.86 0.86 0.71 0.71 0.92 0.92 0.92 Lane Width 12.0 11.0 15.0 14.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60. OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5.0 Lost Time 3 . 0 Lost Time 3 . 0 Cycle Length: 96.0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 977 1489 0.70 0. 66 9.5 B 9.5 B WB LTR 1073 1635 0.49 0. 66 6.7 B 6.7 B NB IT 456 1623 0.39 0.28 21.5 C 21.5 C SB LTR 465 1654 0.24 0.28 20.3 C 20. 3 C Intersection Delay = 10.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0. 606 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY 11-29-1994 Center For Microcomputers In Transportation --------------------------- Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: D.J.LEVINE File Name: 25CLS1A.HC9 Area Type: Other 11-21-94 SATPEAK Comment: PROJECTED SUMMER PEAK VOLUMES Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 < > 1 < Volumes 47 501 123 5 459 6 119 14 6 3 11 60 PHF or PK15 0.92 0.92 0.92 0.85 0.85 0.85 0.70 0.70 0.70 0.81 0.81 0.81 Lane Width 12.0 11. 0 15. 0 14.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60. OP Green 25. OA Yellow/A-R 6.0 Yellow/A- 5.0 Lost Time 3.0 Lost Time 3 . 0 Cycle Length: 96. 0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 999 1523 0.73 0. 66 10.2 B 10.2 B WB LTR 1075 1638 0.51 0.66 6.9 B 6.9 B NB LTR 420 1492 0.47 0.28 22.4 C 22 .4 C SB LTR 448 1594 0.21 0.28 20. 0 C 20.0 C Intersection Delay = 11. 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0. 654 ----------------------------------------------------------------------- III. 1997 "No Build" Conditions Main Road and Eugene's Road/Cox Lane HCM: SIGNALIZED INTERSECTION SUMMARY 11-29-1994 Center For Microcomputers In Transportation - ------------------------------------------------ Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: D.J.LEVINE File Name: 25CLP2.HC9 Area Type: Other 11-21-94 PM PEAK Comment: NO BUILD SUMMER PEAK VOLUMES Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 > 1 < Volumes 60 471 143 5 474 14 128 14 18 28 68 PHF or PK15 0.90 0.90 0.90 0.86 0.86 0.86 0.71 0.71 0.92 0.92 0.92 Lane Width 12.0 11. 0 15. 0 14 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60. OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5. 0 Lost Time 3 .0 Lost Time 3. 0 Cycle Length: 96.0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 945 1440 0.79 0. 66 12.3 B 12.3 B WB LTR 1070 1631 0.54 0. 66 7. 1 B 7. 1 B NB LT 447 1588 0.45 0.28 22. 1 C 22. 1 C SB LTR 464 1648 0.27 0.28 20.5 C 20.5 C Intersection Delay = 12.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0.689 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY 11-29-1994 Center For Microcomputers In Transportation ------------------------------------------------------- Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: D.J.LEVINE File Name: 25CLS2 .HC9 Area Type: Other 11-21-94 SATPEAK Comment: NO BUILD SUMMER PEAK VOLUMES -------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 < > 1 < Volumes 55 545 139 5 502 7 135 15 7 3 12 69 PHF or PK15 0.92 0.92 0.92 0.85 0.85 0.85 0.70 0.70 0.70 0.81 0.81 0.81 Lane Width 12. 0 11. 0 15. 0 14.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 -- ------------------------------------------------------------ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60. OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5. 0 Lost Time 3 . 0 Lost Time 3 . 0 Cycle Length: 96. 0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 956 1456 0.84 0.66 14.4 B 14.4 B WB LTR 1068 1627 0.57 0.66 7.4 B 7.4 B NB LTR 410 1456 0.55 0.28 23 .5 C 23.5 C SB LTR 447 1589 0.23 0.28 20.2 C 20.2 C Intersection Delay = 13.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0.752 ----------------------------------------------------------------------- N. 1997 'Build" Conditions A. Main Road and Eugene's Road/Cox Lane HCM: SIGNALIZED INTERSECTION SUMMARY 11-29-1994 Center For Microcomputers In Transportation -- --------------------------- Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: D.J.LEVINE File Name: 25CLP3 .HC9 Area Type: Other 11-21-94 PM PEAK Comment: BUILD SUMMER PEAK VOLUMES Eastbound Westbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 > 1 < Volumes 61 474 144 5 480 14 131 14 18 28 70 PHF or PK15 0.90 0.90 0.90 0.86 0.86 0.86 0.71 0.71 0.92 0.92 0.92 Lane Width 12.0 11.0 15. 0 14.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60.OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5. 0 Lost Time 3 . 0 Lost Time 3 . 0 Cycle Length: 96. 0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 945 1440 0.80 0.66 12.5 B 12.5 B WB LTR 1070 1631 0.54 0.66 7. 1 B 7. 1 B NB LT 444 1580 0.46 0.28 22.2 C 22.2 C SB LTR 464 1648 0.27 0.28 20.5 C 20.5 C Intersection Delay = 12.4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.698 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY 11-29-1994 Center For Microcomputers In Transportation --------------------------- Streets: (E-W) N.Y.S. RTE. 25 (N-S) COX LANE/EUGENES RD Analyst: D.J.LEVINE File Name: 25CLS3 .HC9 Area Type: Other 11-21-94 SATPEAK Comment: BUILD SUMMER PEAK VOLUMES Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 1 < > 1 < Volumes 56 551 142 5 509 7 138 15 7 3 12 71 PHF or PK15 0.92 0.92 0.92 0.85 0.85 0.85 0.70 0.70 0.70 0.81 0.81 0.81 Lane Width 12 . 0 11. 0 15. 0 14.0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (YIN) N (YIN) N (YIN) N (YIN) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Prop. Share 0 0 0 0 0 0 0 0 Prop. Prot. Assign Perm 0 0 0 0 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru Right * Right Peds Peds WB Left * SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 60.OP Green 25. OA Yellow/A-R 6. 0 Yellow/A- 5. 0 Lost Time 3. 0 Lost Time 3 . 0 Cycle Length: 96. 0 secsPhase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB LTR 956 1456 0.85 0.66 15. 1 C 15. 1 C WB LTR 1067 1626 0.57 0.66 7.5 B 7.5 B NB LTR 407 1446 0.56 0.28 23.7 C 23 .7 C SB LTR 447 1589 0.24 0.28 20.3 C 20.3 C Intersection Delay = 13 .9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.765 ----------------------------------------------------------------------- B. Main Road and West Site Access 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 40 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . 9 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 10000 NAME OF THE EAST/WEST STREET. . . . . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . . . . W. SITE ACCESS NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . D.J.LEVINE DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 11-22-1994 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . PM PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 3 0 -- THRU 680 680 0 -- RIGHT 14 0 0 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 1 1 -- ADJUSTMENT FACTORS Page-2 ---------------------------------------- ------- ---------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND 0 . 00 90 20 N WESTBOUND 0 . 00 90 20 N NORTHBOUND 0 . 00 90 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPOSITION --------------------------------------------------------------------- 01 SU TRUCKS o COMBINATION AND RV' S VEHICLES o MOTORCYCLES ----------- ------------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS NB 5 . 90 5 . 90 0 . 00 5 . 90 MAJOR LEFTS WB 5 .20 5 .20 0 . 00 5 .20 MINOR LEFTS NB 7 . 10 7 . 10 0 . 00 7 . 10 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . W. SITE ACCESS DATE AND TIME OF THE ANALYSIS . . . . . 11-22-1994 ; PM PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH - ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 0 83 83 > 83 > 83 > E > 0 > 0 > RIGHT 0 399 399 > 399 > 399 > B MAJOR STREET WB LEFT 4 489 489 489 485 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . W. SITE ACCESS DATE AND TIME OF THE ANALYSIS . . . . . 11-22-1994 ; PM PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ********************************************************************* IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 40 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . 9 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 10000 NAME OF THE EAST/WEST STREET. . . . . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . . . . W. SITE ACCESS NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . D.J.LEVINE DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 11-22-1994 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . SATURDAY PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 3 0 -- THRU 746 724 0 -- RIGHT 15 0 0 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 1 1 -- ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND 0 . 00 90 20 N WESTBOUND 0 . 00 90 20 N NORTHBOUND 0 . 00 90 20 N SOUTHBOUND ----- --- --- VEHICLE COMPOSITION --------------------------------------------------------------------- SU TRUCKS o COMBINATION AND RV' S VEHICLES o MOTORCYCLES ----------- ------------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS NB 5 . 90 5 . 90 0 . 00 5 . 90 MAJOR LEFTS WB 5 .20 5 .20 0 . 00 5 .20 MINOR LEFTS NB 7 . 10 7 . 10 0 . 00 7 . 10 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . W. SITE ACCESS DATE AND TIME OF THE ANALYSIS . . . . . 11-22-1994 ; SATURDAY PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 0 72 72 > 72 > 72 > E > 0 > 0 > RIGHT 0 359 359 > 359 > 359 > B MAJOR STREET WB LEFT 4 447 447 447 443 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . W. SITE ACCESS DATE AND TIME OF THE ANALYSIS . . . . . 11-22-1994 ; SATURDAY PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK C. Main Road and East Site Access i 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 40 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . .9 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 10000 NAME OF THE EAST/WEST STREET. . . . . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . . . . E. SITE ACCESS NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . D.J.LEVINE DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 11-22-1994 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . PM PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 8 8 -- THRU 680 672 0 -- RIGHT 6 0 5 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 1 1 -- ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND 0.00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- VEHICLE COMPOSITION --------------------------------------------------------------------- $ SU TRUCKS COMBINATION AND RV'S VEHICLES MOTORCYCLES ----------- ------------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS NB 5.90 5.90 0.00 5.90 MAJOR LEFTS WB 5.20 5.20 0. 00 5.20 MINOR LEFTS NB 7. 10 7. 10 0. 00 7. 10 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . E. SITE ACCESS DATE AND TIME OF THE ANALYSIS. . . . . 11-22-1994 ; PM PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 10 84 83 > 83 > 73 > E > 119 > 104 >D RIGHT 6 401 401 > 401 > 395 > B MAJOR STREET WB LEFT 10 495 495 495 485 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . E. SITE ACCESS DATE AND TIME OF THE ANALYSIS. . . . . 11-22-1994 ; PM PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ********************************************************************* IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 40 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . .9 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 10000 NAME OF THE EAST/WEST STREET. . . . . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . . . . E. SITE ACCESS NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . D.J.LEVINE DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 11-22-1994 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . SATURDAY PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 8 19 -- THRU 739 708 0 -- RIGHT 7 0 10 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 1 1 1 -- ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND 0. 00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- VEHICLE COMPOSITION --------------------------------------------------------------------- SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES ----------- ------------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS NB 5.90 5.90 0.00 5.90 MAJOR LEFTS WB 5.20 5.20 0.00 5.20 MINOR LEFTS NB 7. 10 7. 10 0. 00 7. 10 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . E. SITE ACCESS DATE AND TIME OF THE ANALYSIS. . . . . 11-22-1994 ; SATURDAY PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 23 72 71 > 71 > 48 > E > 98 > 63 >E RIGHT 12 365 365 > 365 > 353 > B MAJOR STREET WB LEFT 10 455 455 455 446 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . RTE 25 NAME OF THE NORTH/SOUTH STREET. . . . E. SITE ACCESS DATE AND TIME OF THE ANALYSIS. . . . . 11-22-1994 ; SATURDAY PEAK OTHER INFORMATION. . . . BUILD - SUMMER PEAK APPENDIX F: NYSDOT DATA I. Average Weekday Hourly Report U. Accident Summaries I. Average Weekday Hourly Report NEW YORK STATE ROUTE 25 DEPT OF TRANSPORTATION NEW SUFFOLK ROAD TO AVERAGE WEEKDAY TUCKER LANE SOUTHOLD HOURLY REPORT JULY 1993 AM EASTBOUND WESTBOUND FILE NAME 12-1 34 30 RT25 070490793 1-2 19 16 2-3 12 9 3-4 11 9 4-5 12 18 5-6 39 52 6-7 126 137 7-8 227 252 DAILY TOTAL 8-9 333 289 11, 081 9-10 380 327 10-11 424 351 EST. AADT 11-12 475 369 9, 300 PM 12-1 488 ** 384 1-2 444 401 2-3 413 420 3-4 434 445 ** 4-5 429 441 5-6 390 367 6-7 293 263 7-8 254 240 8-9 189 175 9-10 180 144 ** DENOTES 10-11 107 101 PEAK HOUR 11-12 75 53 TOTALS 5, 788 5, 293 II. Accident Summaries STATE ACCIDENT SURVEILLANCE SYSTEM SELECTED STATE HIGHWAY INTERSECTIONS DATE 3/07/91 REC INTER FEATURE FROM CLASS INTER INTER ENTER VEH REC TYP ROUTE FEATURE CODE IS REFERENCE MARK REF MARK 2 NODE TYPE CLASS X 100 SEO 1 25 CASES LANE 80 E 25 07041563 S 332 137 3290 1 25 GRIFFIN ST 81 E 25 07041564 N 332 137 3300 1 25 NORTH STREET 82 E 25 07041564 S 332 137 3310 1 25 NEW SUFFOLK-NORTH 84 E 25 07041565 X 212 116 3320 25 DEPOT LANE 85 W 25 07041566 N 332 86 3330 1 25 STILLWATER TRACK AV 87 W 25 07041569 S 342 86 3340 1 25 STERLING AVE 88 W 25 07041570 N 352 •86 3350 1 25 HARBOR LANE 89 E 25 07041573 S 332 86 3360 1 25 EUGENE ROAD 90 E 25 07041573 S 332 86 3370 1 25 COX LANE 91 W 25 07041573 N 332 86 3380 1 25 BRIDGE LANE 92 W 25 07041578 N 332 86 3390 25 INDIAN NECK LANE 94 E 25 07041588 S 332 86 3410 1 25 WELLS ROAD 61 E 25 07041593 S 332 86 3420 1 25 SOUTH HARBOR ROAD 62 E 25 07041600 S 332 86 3430 1 25 LOWER RD 72 E 25 07041601 N 332 86 3440 1 25 BAY VIEW ROAD 64 W 25 07041605 S 342 86 3450 1 25 AVERLY POND LANE 46 W 25 07041606 N 312 86 3460 1 25 JOCKEY CREEK DRIVE 65 E 25 07041606 S 342 86 3470 1 25 TUCKERS LANE 65 W 25 07041609 N 312 81 3480 1 25 OAKLAWN AVENUE 66 E 25 07041610 S 332 82 3490 1 25 WELLS AVE 69 E 25 07041612 S 332 78 3500 1 25 BECKWITH AVE 73 E 25 07041613 N 352 78 3510 1 25 YOUNGS AVE. 56 W 25 07041614 X 212 77 3520 1 25 MAPLE LANE 75 E 25 07041615 S 332 78 3530 1 25 ANNS WAY 48 W 25 07041616 N 332 78 3540 1 25 HOBART RD-BOSSEAI 76 E 25 07041616 S 332 78 3550 1 25 COTTAGE FOUNDERS PA 78 W 25 07041617 S 332 78 3560 1 25 LOCUST LANE 79 E 25 07041617 S 332 78 3570 1 25 TOWN HARBOR LANE 80 E 25 07041618 S 332 78 3580 1 25 ARSHANONAOU AVENUE 81 W 25 07041623 S 332 78 3590 1 25 LAUREL AVENUE 82 W 25 07041623 N 332 78 3600 1 25 BAY HOME ROAD 84 E 25 07041625 S 332 78 3610 1 25 OLD MAIN ROAD 85 W 25 07041629 S 342 78 3620 1 25 OLD MAIN ROAD 86 E 25 07041631 S 342 78 3630 1 25 SAGE BLVD 90 E 25 07041637 S 342 78 3640 1 25 BAY SHORE RD 92 E 25 07041639 S 342 78 3650 1 25 PIPES NECK 94 E 25 07041640 S 332 78 3660 1 25 KERWIN BLVD 49 W 25 07041641 S 332 78 3670 1 25 CHAPEL LANE 95 E 25 07041643 X 332 78 3680 1 25 SILVERMERE ROAD 99 W 25 07041650 S 332 78 3690 4 25 MAP OUAD 7 04 E 25 07041651 3700 1 25 NINTH ST 07 E 25 07041656 S 332 78 3710 1 25 MOORES LANE 75 E 25 07041656 N 342 78 3720 1 25 EIGHTH ST 08 E 25 07041657 S 332 78 3730 1 25 SEVENTH ST 09 W 25 07041658 S 332 78 3740 1 25 SIXTH ST 10 E 25 07041658 X 332 78 3750 INTERSECTION CLASS CODE KEY: IST DIGIT: TYPE OF INTERSECTION 1=Y. 2=4WAY, 3=T, 4=MULTILEG, 5=RAMP 2ND DIGIT: TYPE OF CONTROL 1=SIGNAL, 2=FLASHER, 3=STOP, 4=YIELD, 5=N0 CONTROL 3RD DIGIT: LEFT TURN LANE ON ANY LEG 1=YES, 2=N0 REGION COUNTY CODE: 07 ROUTE NO: 25 COUNTY: SUFFOLK DIRECTION OF TRAVEL: E PAGE: 69 6 NYS DEPARTMENT OF TRANSPORTATION USER. TRAFFIC & SAFETY STATE ACCIDENT SURVEILLANCE SYSTEM RUN DATE 8/11/92 INTERIM ACCIDENT SUMMARY REGION-COUNTY 07 FOR 1/01/91 THRU 12/31/91 - - N U M B E R O F A C C I D E N T S - - - - - - ROUTE REF. MARKER INTERSEC DESCRIPTION TOTAL FATAL INJ PDO N/R SIDE WET FIXED PED & TRUCK LIGHT CONDITION NO. * ROAD ROAD OBJ BIKE +*• DAY NIGHT DAWN/DUSK 25 25 07041566 2 0 0 1 1 0 0 0 0 0 1 0 0 25 25 07041566 85 DEPOT LANE 2 0 0 0 2 0 0 0 0 0 0 0 0 25 25 07041567 1 0 0 1 0 0 1 0 0 0 1 0 0 25 25 07041567 00 UNKOWN INTERSECTION 3 0 0 0 3 0 0 0 0 0 0 0 0 25 25 07041568 4 0 1 1 2 0 0 0 0 0 1 1 O 25 25 07041569 1 0 1 0 0 0 0 1 0 0 0 1 0 25 25 07041569 87 STILLWATER TRACK AV 1 0 0 1 0 0 0 0 0 0 1 0 0 25 25 07041570 3 0 3 0 0 0 2i 0 0 0 2 1 0 25 25 07041570 88 STERLING AVE 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041571 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041572 3 0 0 2 1 0 1 0 0 0 2 0 0 25 25 07041573 1 0 0 0 1 0 0 0 0 0 O 0 0 25 25 07041573 90 EUGENE ROAD 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041573 91 COX LANE 3 0 3 0 0 0 1 0 0 0 3 0 0 25 25 07041574 4 0 2 0 2 0 1 1 0 0 2 0 0 25 25 07041576 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041577 1 0 1 0 O 0 0 1 0 0 0 1 0 25 25 07041578 1 0 1 0 0 0 0 0 0 0 1 0 0 5 25 07041580 00 UNKOWN INTERSECTION 3 0 0 0 3 0 0 0 0 0 0 0 0 25 25 07041582 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041584 1 0 1 0 0 0 0 0 0 0 1 0 0 25 25 07041588 2 0 1 0 1 0 1 1 0 0 1 0 0 25 25 07041588 94 INDIAN NECK LANE 2 0 1 0 1 0 1 0 0 0 1 0 0 25 25 07041589 1 0 0 1 0 0 0 0 0 0 0 1 0 25 25 07041590 00 UNKOWN INTERSECTION 5 0 1 0 4 0 1 0 0 0 1 0 0 25 25 07041593 1 0 1 0 0 0 0 0 0 0 1 0 0 25 25 07041600 62 SOUTH HARBOR ROAD 1 0 1 0 0 0 0 0 0 0 0 1 0 25 25 07041601 1 0 1 0 0 0 0 1 0 0 0 1 0 25 25 07041601 72 LOWER RD 1 0 0 1 0 0 0 0 0 0 1 0 0 25 25 07041602 1 0 1 0 0 0 1 0 0 0 0 1 0 25 25 07041605 64 BAY VIEW ROAD 1 0 0 1 0 0 0 0 0 0 1 0 0 25 25 07041606 46 AVERLY POND LANE 2 0 0 2 0 0 0 0 0 0 2 0 0 25 25 07041606 65 JOCKEY CREEK DRIVE 3 0 2 0 1 0 1 0 0 0 0 0 2 25 25 07041608 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041609 1 0 1 0 0 0 0 1 0 0 0 1 0 25 25 07041610 66 OAKLAWN AVENUE 2 0 1 0 1 0 0 0 0 0 1 0 0 25 25 07041611 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041612 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041612 00 UNKOWN INTERSECTION 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041613 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041614 5 0 2 0 3 0 0 0 0 0 1 1 0 25 25 07041614 56 YOUNGS AVE. 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041616 5 0 1 2 2 0 2 0 0 1 3 0 0 25 25 07041616 48 ANNS WAY 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041616 76 HOBART RD-BOSSEAI 4 0 2 1 1 0 2 0 1 0 1 1 0 25 25 07041617 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041619 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041620 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041623 1 0 0 1 0 0 0 0 0 0 0 1 0 25 25 07041625 84 BAY HOME ROAD 1 0 0 0 1 0 0 0 0 0 0 0 0 • SIDE-ROAD & NON-REPORTABLES INCLUDED •* EXCLUDES NON-REPORTABLES **• EXCLUDES PICKUP & VANS REGION-COUNTY 07 PAGE 15 NYS DEPARTMENT OF TRANSPORTATION USER- TRAFFIC & SAFETY STATE ACCIDENT SURVEILLANCE SYSTEM RUN DATE 10/ 1/93 INTERIM ACCIDENT SUMMARY REGION-COUNTY 07 FOR 1/01/92 THRU 12/31/92 - - - - - - N U M B E R O F A C C I D E N T S - - - - - - ROUTE REF. MARKER INTERSEC DESCRIPTION TOTAL FATAL INJ PDO N/R SIDE WET FIXED PED & TRUCK LIGHT CONDITION NO. * ROAD ROAD OBJ BIKE *** DAY NIGHT DAWN/DUSK 25 25 07041536 35 REEVE AVE 3 0 1 0 2 O 0 0 0 0 0 1 0 25 25 07041537 1 0 0 0 1 0 0 0 0 0 O 0 0 25 25 07041539 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041540 2 0 0 0 2 0 0 0 0 0 0 0 0 25 25 07041540 39 MILL LANE 5 0 2 1 2 0 2 O 0 0 2 1 0 25 25 07041542 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041550 2 0 0 0 2 0 0 0 0 0 0 0 0 25 25 07041550 00 UNKOWN INTERSECTION 1 O 0 0 1 0 0 0 0 O 0 0 0 25 25 07041551 1 0 1 0 0 0 1 0 0 0 0 1 0 25 25 07041552 1 0 1 0 0 0 1 1 O 0 1 0 0 25 25 07041554 2 0 1 0 1 0 0 0 0 O 1 O 0 25 25 07041555 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041557 2 0 1 0 1 0 0 0 0 0 0 1 0 25 25 07041558 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041559 27 ALVINS LANE 1 0 0 1 0 0 0 0 0 0 1 0 0 25 25 07041563 1 0 0 0 1 0 0 0 0 0 O 0 0 25 25 07041563 80 CASES LANE 2 0 1 0 1 0 0 0 0 1 1 0 0 25 25 07041565 4 0 1 2 1 0 0 O 0 0 3 0 0 25 25 07041565 84 NEW SUFFOLK-NORTH 5 0 0 1 4 0 0 0 0 0 1 0 0 25 25 07041566 3 0 0 0 3 0 0 0 0 0 O 0 0 25 25 07041566 85 DEPOT LANE 3 0 2 0 1 0 0 0 0 0 2 0 0 2 0 25 5 2 07041567 00 UNKOWN INTERSECTION 2 0 0 1 1 0 1 0 0 0 1 0 0 25 25 07041568 1 0 1 0 0 0 0 0 0 0 1 0 0 25 25 07041569 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041570 2 0 1 1 O 0 1 1 0 0 2 O 0 25 25 07041571 1 0 0 0 1 0 0 0 0 0 O 0 0 25 25 07041572 2 0 0 1 1 0 0 0 0 0 1 0 0 25 25 07041573 4 0 0 0 4 0 0 0 0 0 0 0 0 25 25 07041573 89 HARBOR LANE 2 0 0 1 1 0 1 0 0 0 1 0 0 25 25 07041573 90 EUGENE ROAD 2 0 1 0 1 0 1 0 0 0 1 0 0 25 25 07041573 91 COX LANE 1 0 0 1 0 0 1 0 0 0 0 0 1 25 25 07041574 2 0 0 0 2 0 0 0 0 0 O 0 O 25 25 07041576 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041579 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041580 00 UNKOWN INTERSECTION 2 0 1 0 1 0 1 0 0 0 1 0 0 25 25 07041582 3 0 1 0 2 0 1 0 0 0 1 0 0 25 25 07041583 2 O 1 0 1 0 0 0 0 0 1 0 0 25 25 07041584 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041586 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041588 94 INDIAN NECK LANE 1 O 1 0 0 0 0 1 O 0 1 O 0 25 25 07041589 2 0 0 0 2 0 0 0 0 0 0 0 0 25 25 07041590 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041590 00 UNKOWN INTERSECTION 1 0 0 1 0 0 0 0 0 0 1 0 0' 25 25 07041592 1 0 1 0 0 0 1 0 0 0 1 0 0 ' 25 25 07041595 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041596 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041600 2 0 0 0 2 0 0 0 0 0 0 0 0 25 25 07041600 62 SOUTH HARBOR ROAD 2 0 0 1 1 0 1 1 0 0 0 1 0 25 25 07041604 2 0 1 0 1 0 0 1 0 0 0 1 0 * SIDE-ROAD & NON-REPORTABLES INCLUDED ** EXCLUDES NDN-REPORTABLES *** EXCLUDES PICKUP & VANS REGION-COUNTY 07 PAGE 14 1 i i wo� -- NYS DEPARTMENT OF TRANSPORTATION USER TRAFFIC & SAFETY STATE ACCIDENT SURVEILLANCE SYSTEM RUN DATE 10/12/94 INTERIM ACCIDENT SUMMARY REGION-COUNTY 07 FOR 1/01/93 THRU 12/31/93 - - - - - - N U M B E R O F A C C I D E N T S - - - - - - ROUTE REF. MARKER INTERSEC DESCRIPTION TOTAL FATAL INJ PDO N/R SIDE WET FIXED PED & TRUCK LIGHT CONDITION NO. * ROAD ROAD OBJ BIKE *** DAY NIGHT DAWN/DUSK rs a* ■* *s ** ** ** 25 25 07041566 17 0 6 2 9 0 4 0 0 0 7 1 O 25 25 07041566 85 DEPOT LANE 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041568 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041569 87 STILLWATER TRACK AV 6 0 4 0 2 0 2 1 1 0 3 1 0 25 25 07041570 4 0 2 1 1 0 1 0 1 0 2 0 0 25 25 07041571 2 0 1 0 1 0 1 0 O 0 1 0 0 25 25 07041572 3 0 0 2 1 0 1 0 0 0 1 1 0 25 25 07041573 4 0 1 1 2 0 1 0 0 0 0 1 O 25 25 07041573 90 EUGENE ROAD 4 0 3 0 1 0 2 0 0 0 3 0 0 25 25 07041573 91 COX LANE 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041574 1 0 1 0 0 0 0 0 0 0 0 0 1 25 25 07041576 2 0 0 0 2 0 0 0 0 0 0 O 0 25 25 07041578 1 0 1 0 0 0 0 1 0 0 1 0 0 5 25 07041580 3 O 1 0 2 0 0 0 0 0 1 O 0 25 25 07041581 1 0 1 0 0 0 0 1 0 O 1 0 0 25 25 07041582 1 0 1 0 0 0 0 0 0 O 1 0 0 25 25 07041583 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041584 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041585 1 0 0 0 1 0 0 0 0 0 0 0 O 25 25 07041587 2 O 1 0 1 0 0 0 0 0 1 0 O 25 25 07041588 2 0 2 0 0 0 1 1 0 0 2 0 0 25 25 07041590 1 0 0 0 1 0 0 0 0 0 0 0 O 25 25 07041593 61 WELLS ROAD 3 0 1 0 2 0 0 0 0 0 1 0 0 25 25 07041596 1 0 0 0 1 0 0 0 0 0 O 0 0 25 25 07041600 2 0 2 0 0 0 0 0 0 0 1 O O 25 25 07041600 62 SOUTH HARBOR ROAD 1 0 1 0 0 0 0 1 0 0 0 1 0 25 25 07041604 1 0 0 0 1 0 0 0 0 0 0 0 O 25 25 07041605 1 0 0 0 1 0 0 0 0 0 0 0 O 25 25 07041605 64 BAY VIEW ROAD 5 0 4 1 0 0 0 1 0 0 3 2 0 25 25 07041606 65 JOCKEY CREEK DRIVE 2 0 0 0 2 0 0 0 0 0 0 0 0 25 25 07041609 1 0 0 0 1 O 0 0 0 0 0 0 0 25 25 07041610 66 OAKLAWN AVENUE 3 O 1 1 1 0 1 0 1 0 1 0 1 25 25 07041611 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041612 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041612 69 WELLS AVE 4 0 3 0 1 0 1 0 1 0 3 0 0 25 25 07041613 3 0 1 0 2 0 0 0 0 0 0 0 1 25 25 07041613 73 BECKWITH AVE 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041614 1 0 1 0 0 0 1 0 O 1 1 0 0 25 25 07041615 1 0 1 O 0 0 1 0 1 0 1 0 0 25 25 07041616 4 0 2 1 1 0 2 0 0 0 3 0 0 25 25 07041616 76 HOBART RD-BOSSEAI 1 0 0 O 1 0 0 0 0 0 0 0 0 25 25 07041617 3 0 2 1 0 0 2 0 0 0 1 1 O 25 25 07041617 79 LOCUST LANE 3 0 1 O 2 0 0 0 0 0 1 0 O 25 25 07041618 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041619 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041622 1 0 0 0 1 0 0 0 0 0 0 0 0 25 25 07041623 1 0 1 0 0 0 0 1 0 0 1 0 O 25 25 07041623 82 LAUREL AVENUE 1 0 0 0 1 0 0 0 0 0 O 0 0 25 25 07041625 1 0 0 1 0 0 0 0 0 0 1 0 0 25 25 07041626 1 0 0 0 1 0 0 0 0 0 0 0 0 * SIDE-ROAD & NON-REPORTABLES INCLUDED ** EXCLUDES NON-REPORTABLES *** EXCLUDES PICKUP & VANS REGION-COUNTY 07 PAGE 15