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HomeMy WebLinkAboutSite Plan of Development (92) TOWN OF SOUTH WIND PLANNING &ZONING COMN'Fr)N APPLICATION FORK! Application No: RECEIVED.' E®. Official Receipt Date: &7,' 0 3 Receipt No: JUL 16 2003 SOUTH WINDSOR PLAWNG DEPT. APPLICANT: 0-4.1.-K 1804A W5 PROJECT NAME: I. 7-A &A?ov►o ADDRESS: 6q `f Ajv-fm6& PcgA/, 1V0"—H OWNER OF RECORD ON LAND RECORDS: 0 4 6 A S S fcj-t I t- ADDRESS: 2-0 0/tko l )41 L L &AD , w`->-T N"T¢/2, 0 10 7 COMPLETE LOCATIONN OF PROPERTY: 61 LI Pu l N'1 f C, A,*Q "X-W ASSESSOR'S MAP # b J PARCEL # ZONE Z NAME, ADDRESS, TEL & FAX # OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: FgAw k $®k 107 0 z-p /�rtD 8&vmGf&,0 L f �&o FA�x g 6c - 01�1 -8 5 g-7 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certified letter to abutters required) ❑ Subdivision/Resubdivision ❑ Open Space Subdivision (Public Hearing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Approval ❑ Special Exception to Article (Public Hearing, Certified letter to abutters required) Site Plan of Development ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision (Attach proposed amendment) (Public Hearing Required) ❑ Temporary and Conditional Permit for (Public Hearing Required) ❑ Major Home Occupation for (Public Hearing Required) ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. Signature of Applicant Si ature of Property Own y 10" SC4 ® S_�. v^// d&U&Ot 9 C� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•CO AREA CODE 860/644-2511 July 28, 2003 CERTIFIED MAIL Mr.Frank Borawski LTA Gro up p 107 Old Windsor Road Bloomfield,CT 06002 Re: Appl#03-47P,LTA Group Dear Mr.Broawski: We are pleased to advise you at its July 22,2003 meeting,the Planning&Zoning Commission approved with modifications the above referenced application for a Site Plan of Development. This approval is for a distribution center on property located at 694 Nutmeg Road North,I zone as shown on plans prepared by PDS Engineering& Construction,Inc.,Job No. C-100,dated July 14,2003, as revised. This approval is subject to the following modifications: 1. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 2. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 3. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. Black and white transparent mylars of Sheet C-100 with the above modifications,together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans,a copy of the receipt must be submitted to the Planning Department. Sincerely, Kevin McCann,Chairman Planning and Zoning Commission KMcC/kah cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Appl #03-47P, LTA Group July 22, 2003 Planning Department Report 1. Request for site plan approval for a distribution facility at 694 Nutmeg Road North, I zone. This 5-acre site has an existing 35,000 sq ft facility that was previously used for the Mobile Redemptions bottle and can recycling facility. The applicant is proposing no modifications to the site. This application is required because the distribution facility is a primary use change for this site. 2. The distribution center use is a permitted use in the Industrial zone, while recycling is now a special exception use, so the site will have a less intense use than the previous recycling use. 3. The applicant has submitted a traffic report that indicates the distribution center will cause no adverse impacts to the roadway system. We note that the residential section of Governors Highway is posted with a "Through trucks are requested not to use this road" sign, and hope that the applicant will honor this Town request. 4. There is an existing residence on the site. The applicant and owner should be aware that a residence in an industrial zone can only be occupied by someone associated with the business. 5. There is no outdoor storage proposed with this application. 6. Existing site parking appears to conform to the parking requirements for the Industrial zone. 7. The lot is surrounded by other I-zoned property, so no buffer is required. 8. If this application is approved, Planning Dept. has no requested modifications. ity Road o v o Q R 9 a _ Woodbridge,Connecticut 06525 \ PLANNING g ' \ I ENGINEERING Telephone: 203 /AND DESIGN p ( )397-3600 Telecopier: (203)397-3642 rJuly 17, 2003 Ms. Marcia Banach Director of Planning Town of South Windsor t 1540 Sullivan Avenue South Windsor, CT 06040 RECEIVED ' RE: SITE TRAFFIC EVALUATION STUDY J U L 1 8 2003 THE LTA GROUP 694 NUTMEG ROAD NORTH SOUTH WINDSOR PLANNING DEPT. SOUTH WINDSOR, CONNECTICUT Dear Ms. Banach: Reference is made to the proposal to re-use the former Mobile Redemptions Company site located at 694 Nutmeg Road North as a trucking facility for The LTA Group which collects and distributes goods. Introduction The site is located on the east side of NutmegRoad North south of Strong Road 9 , and will continue to be served by one, two-way site drive intersecting the east side of Nutmeg Road North about 300 feet south of Strong Road. The Old Dominion Freight Company, with a site drive adjacent to the site drive for the ' subject site, is located between this site and Strong Road. The proposed trucking facility will operate 24 hours per day, 6 days per week and will employ about 38 people. We understand that the shipping component of the operation will operate fr9M 6:00 am to 3:00 pm and will require 15 employees. The receiving comppnent of the operation will operate from 12:00 ' noon to 9:00 pm and will require 3 employees. The freight processing component of the operation will operate from 7:30 pm to 4:30 am and will require 20 employees. Truck traffic will average about 20 trucks between the hours of ' 7:00 am and 6:00 pm daily and will_include about 15 straight trucks and 5 tractor trailers. ' We have assumed in the analyses that follow that the proposed re-use of the subject site will be up and running in 2004. ' Please refer to Exhibit 1 of the Appendix that locates this site with respect to the surrounding roadway network. 2 Background Conditions ' Given the nature of this development and the manner in which it will interface with the surrounding roadway network, the selected study area for the proposed development consists of the following intersections in the location map shown as Exhibit 1 of the Appendix: • Strong Road at Nutmeg Road North: This is a 3-way, multi-way, stop- controlled intersection with Strong Road running east-west, and Nutmeg Road North as the south leg. All approaches to this intersection are one lane wide. Both roads are relatively straight and flat. Both roads are posted at 30 miles per hour. • Nutmeq Road North at Site Drive: This is a 3-way intersection with Strong ' Road running north-south, and the Site Drive as the east leg. All approaches to this intersection are one lane wide. Both Nutmeg Road North and the Site Drive are relatively straight and flat. Nutmeg Road North is posted at 30 miles per hour. ' • Governors Highway at Nutmeq Road North: This is a 3-way intersection with Governors Highway running east-west, and Nutmeg Road North as the north leg. All approaches to this intersection are one lane wide. The Nutmeg Road North southbound approach is controlled by a stop sign. Both roads are relatively straight and flat. Both roads are posted at 30 miles per hour. ' • Governors Highway at Nutmeg Road South: This is a 3-way intersection with Governors Highway running east-west, and Nutmeg Road South as the south leg. All approaches to this intersection are one lane wide. The Nutmeg ' Road South northbound approach is controlled by a stop sign. Both roads are relatively straight and flat. Both roads are posted at 30 miles per hour. Background Traffic Volumes Manual turning movement counts were recently taken at all of the study intersections in the second week of July 2003 for the purpose of developing background traffic volume and traffic distribution estimates. The weekday commuter am peak counts were conducted from 7:00 am to 9:00 am and the weekday pm peak counts were conducted from 4:00 to 6:00 pm at ' each location. These counts were then projected to next year utilizing a growth factor of 2 percent per year when the subject re-use is expected to be operational. 3 Reference is made to Exhibits 2 and 3 of the Appendix which graphically depict ' the 2003 Existing AM and PM Peak Hour Traffic Volumes for the subject study area. Reference is also made to Exhibits 4 and 5 of the Appendix which graphically depict the 2004 Background (i.e., no-build) AM and PM Peak Hour Traffic Volumes for the subject study area in the year when occupancy of the subject site is expected, but without site-generated traffic associated with the subject re- use. Exhibits 4 and 5 showing 2004 peak traffic volumes were derived by expanding Exhibits 2 and 3 showing 2003 peak traffic volumes by a factor of ' 1.02, or an increase of 2 percent. Site-Generated Traffic It is estimated that the subject facility will consist of about 37 000 square feet of 1 Y � q ' building area as a truck terminal use employing about 40 employees over the course of the day. For the purpose of estimating the trip generation potential of the proposed ' facility, we compared the data made available for this purpose in the latest edition of Trip Generation Report, 1997, by the Institute of Transportation ' Engineers (ITE), sixth edition to information provided by our client on the actual use of this facility. The ITE data source provides trip generation data for many land uses, including truck terminals similar to the proposed re-use. ITE Land Use Code #030 defines truck terminals as "facilities where goods are transferred between trucks, trucks and railroads, or trucks and ports." ' Reference is made to Table 1 on the next page which compares the trip generation estimates for truck terminals utilizing the ITE source with the number of employees (i.e., 40) and the size of the building (i.e., 37,000 square feet) as ' the independent variable, to the trip generation we developed utilizing our client's data. ' A review of Table 1 indicates that our estimates based on our client's data are higher, and we opted to utilize these higher estimates in the analyses that follow to provide a conservative, high-side estimate. r TABLE 1 ' SUMMARY OF SITE GENERATED TRAFFIC ESTIMATES LTA GROUP ' SOUTH WINDSOR, CONNECTICUT <-------------ITE LAND USE CODE#030-------------> TRUCK TERMINAL ' EMPLOYEES SQUARE FOOTAGE CLIENT DATA (40 EMPLOYEES) (37,000 SQUARE FEET) DATA USED ' RATE TRIPS RATE TRIPS TRIPS TRIPS AVERAGE WEEKDAY 6.99 280 9.85 364 116 AM PEAK HOUR 0.66 26 0.9 33 39 39 PM PEAK HOUR 0.55 22 0.82 30 39 39 Bubaris Traffic Associates July 2003 ' 4 ' We estimate that the subject re-use will generate about 39 trips per hour during both the weekday am and pm peaks as shown below in Table 2: TABLE 2 SUMMARY OF SITE GENERATED TRAFFIC ESTIMATES ' LTA GROUP SOUTH WINDSOR, CONNECTICUT ' AM Peak PM Peak Dail Employees: In 15 20 38 Out 20 15 38 ' Total 35 35 76 Trucks: In 3 1 20 ' Out 1 3 20 Total 4 4 40 Total: In 18 21 58 Out 21 18 58 tTotal 39 39 116 ' For the purpose of estimating the likely distribution of site-generated traffic for the subject truck terminal re-use, it has been assumed that traffic generated by the subject facility will generally follow the existing patterns on the surrounding ' roadway network, where the surrounding area supports many industrial complexes that are served by truck traffic. ' Reference is made to Table 3 below which summarizes the likely distribution of site-generated traffic traveling to and from the subject re-use: TABLE 3 SUMMARY OF SITE GENERATED TRAFFIC DISTRIBUTIONS ' LTA GROUP SOUTH WINDSOR, CONNECTICUT ' To and from the west via Strong Road: 12% To and from the east via Strong Road: 13% To and from the west via Governors Highway: 50% ' To and from the east via Governors Highway: 25% ' 5 ' Reference_is made to Exhibit 6 of the Appendix that graphically depicts the site- generated traffic distributions associated with the subject re-use based on Table ' 3 above. Reference is made to Exhibits 7 and 8 of the Appendix that graphically summarize the estimated weekday AM and PM peak site-generated traffic volumes for the subject truck terminal re-use. Exhibits 7 and 8 were developed by multiplying the site-generated peak hour traffic volumes summarized in Table 2 by the site-generated traffic distributions shown in Table 3. Operations Analysis ' 2003 Existing AM and PM Peak Hour analyses, representing existing conditions, are based on the peak hour traffic volumes shown as Exhibits 2 and 3 of the ' Appendix. 2004 Background AM and PM Peak Hour analyses, representing the no-build ' condition in the year when the subject re-use is expected to be operational, are based on the peak hour traffic volumes shown as Exhibits 4 and 5 of the ' Appendix. 2004 Combined AM and PM Peak Hour analyses, representing the build condition with the full re-use in place, are based on the peak hour traffic volumes shown as Exhibits 9 and 10 of the Appendix. Exhibits 9 and 10 were developed by combining the Background Traffic Volumes from Exhibits 4 and 5 with the ' Site-Generated Traffic Volumes from Exhibits 7 and 8. Intersection capacity analyses were performed for the study intersections ' utilizing the methodology described in the latest edition of Highway Capacity Manual, Special Report 209, Transportation Research Board, 1985, updated to 2000. Application of this methodology was facilitated by use of Hi hway ' Capacity Software, developed by the Federal Highway Administration, 1988, updated to 2000. Capacity analyses are utilized to determine a Level of Service (LOS) for a given intersection operating under either signalized or unsignalized control. In the case of unsignalized intersections similar to the subject study rintersections, Level of Service (LOS) is defined in terms of the average control delay for the approach or movement evaluated. Control delay involves movements at slower speeds and stops on intersection approaches as vehicles move up in the queue or slow down upstream of an intersection. The delay experienced by a motorist is comprised of factors that relate to control, ' geometrics, traffic, and incidents. Total delay is the difference between the ' 6 ' travel time actually experienced and the reference time that would result during base conditions in the absence of incident, control, traffic, or geometric delay. ' Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. At stop-controlled intersections, control delay is the total elapsed time from a vehicle joining the queue until its departure from the stopped position at the head of the queue. The control delay also includes the time required to decelerate to a stop and to accelerate to the free- flow speed. Level of Service for a two-way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for an intersection without multi-way stop-control is not defined for the intersection as a whole. LOS for an intersection with multi-way ' stop-control is defined for the intersection as a whole. In today's environment, Levels of Service D to F are common and are often experienced on minor street approaches to major streets carrying relatively high traffic volumes. Please refer ' to Exhibit 11 in the Appendix, which provides details on the definitions of Levels of Service for unsignalized intersections. The results of the capacity analyses, which compare 2003 existing, 2004 background (no-build), and 2004 combined (build) conditions, are summarized in 1 Table 4 on the next page of this study. The computer-generated worksheets for these capacity analyses are included as ' Exhibits 12 through 15 of the Appendix as follows: • Exhibit 12 — Strong Road at Nutmeg Road North ' • Exhibit 13 — Nutmeg Road North at Site Drive • Exhibit 14 — Governors Highway at Nutmeg Road North • Exhibit 15— Governors Highway at Nutmeg Road South ' A review of Table 4 shows that all the study intersections will operate at levels of service A (i.e., excellent) to B (i.e., good) with the subject re-use in place, and that the subject re-use virtually maintains the same levels of service that would otherwise be in place without it. 1 ' TABLE 4 SUMMARY OF CAPACITY ANALYSES ' LEVELS OF SERVICE LTA GROUP ' SOUTH WINDSOR, CONNECTICUT STRONG ROAD AT NUTMEG ROAD NORTH 2003 2004 2004 EXISTING BACKGROUND COMBINED AM PM AM PM AM PM ' WESTBOUND A A A A A A WESTBOUND A A A A A A NORTHBOUND A A A A A A ' OVERALL A A A A A A V/C RATIO 7.71 7.38 7.73 7.42 7.79 7.79 PC FILE 2866 2867 2868 2869 2870 2871 ' NUTMEG ROAD NORTH AT SITE DRIVE 2003 2004 2004 EXISTING BACKGROUND COMBINED AM PM AM PM AM PM SOUTHBOUND --- --- --- --- A A ' WESTBOUND === �== === === A A DELAY 9.5 9.1 PC FILE --- --- --- --- 2872 2873 ' GOVERNORS HIGHWAY AT NUTMEG ROAD NORTH 2003 2004 2004 EXISTING BACKGROUND COMBINED ' AM PM AM PM AM PM EASTBOUND A A A A A A SOUTHBOUND B B B B B B ' DELAY 10.4 11 10.4 11.1 10.7 11.4 PC FILE 2874 2875 2876 2877 2878 2879 ' GOVERNORS HIGHWAY AT NUTMEG ROAD SOUTH 2003 2004 2004 EXISTING BACKGROUND COMBINED ' AM PM AM PM AM PM WESTBOUND A A A A A A NORTHBOUND A B A B B B ' DELAY 10 10.5 10 10.5 10 10.6 PC FILE 2880 2881 2882 2883 2884 2885 Bubaris Traffic Associates July 2003 ' 7 ' Accident Evaluation ' A review was made of the most recent four-year accident experience summary for the subject study area as compiled by the Connecticut Department of Transportation from January 1999 through December 2002 showing no ' accidents along Nutmeg Road North. This favorable accident experience shows no recurring problems requiring correction, or indications that it may be exacerbated by the proposed re-use. ' Sight Line Evaluation ' Sight lines were reviewed from the Site Drive location on Nutmeg Road North and were found to extend the full distance to the north, or right, to the Strong Road intersection, which is multi-way stop-controlled, and well over 700 feet to ' the south, or left, and therefore deemed satisfactory ' Conclusions It is the professional opinion of Bu aris Traffic Associates that the proposed re- use of the site at 694 Nutmeg Road North as a truck terminal should not adversely impact traffic operations on the surrounding roadway network in the year 2004 when full re-use of the facility is expected. ' The proposed trucking facility will operate 24 hours per day, 6 days per week and will employ about 38 people. We understand that the shipping component ' of the operation will operate from 6:00 am to 3:00 pm and will require 15 employees. The receiving component of the operation will operate from 12:00 noon to 9:00 pm and will require 3 employees. The freight processing ' component of the operation will operate from 7:30 pm to 4:30 am and will require 20 employees. Truck traffic will average about 20 trucks between the hours of 7:00 am and 6:00 pm daily and will include about 15 straight trucks and 5 tractor ' trailers. It is estimated that the proposed re-use will generate no more than 39 trips per ' hour during the weekday am and pm commuter peaks. Capacity analyses indicate that the proposed re-use will not alter the good-to- excellent levels of service that would otherwise be in place without introduction of site-generated traffic traveling to and from this site. ' Available sight lines from the site drive on Nutmeg Road North are satisfactory extending the full distance to the Strong Road intersection to the north, and well ' over 700 feet to the south. 1 8 1 1 The accident experience for Nutmeg Road is excellent, with no recurring problems that need to be corrected or that may be exacerbated by the proposed 1 re-use. Very truly yours, 1 BUBARIS TRAFFIC ASSOCIATES Cq- � James G. Bubaris, P.E. Conn. Reg. No. 9203 1 Principal cc: Mr. Joseph Wierzbicki 1 Regional Manager The LTA Group 2100 91 st Street 1 North Bergen, NJ 07047 1 NO, 9203 O w q�Ql3TEp'1�`? 1 �MA,-� 1 i 1 1 1 1 x 0 Z LU Id. IL Q � � � i♦ � i♦ i♦ i♦ � i♦ i♦ � � i♦ i♦ i♦ i♦ i♦ i♦ S SI TE tr O Z ROAD � N �D u 4 qJ ROgD �? Ar r Exhibit 1 ' D Q Location Map The LTA Group ^D 694 Nutmeg Road North South Windsor. Connecticut SITE TRAFFIC EVALUATION STUDY ' THE LTA GROUP 694 NUTMEG ROAD NORTH SOUTH WINDSOR, CONNECTICUT APPENDIX TABLE OF CONTENTS ' Exhibit 1 — Location Map Exhibit 2—2003 Existing Weekday AM Peak Hour Traffic Volumes Exhibit 3—2003 Existing Weekday PM Peak Hour Traffic Volumes Exhibit 4—2004 Background Weekday AM Peak Hour Traffic Volumes Exhibit 5—2004 Background Weekday PM Peak Hour Traffic Volumes ' Exhibit 6— Site Generated Traffic Distributions ' Exhibit 7— Site Generated Weekday AM Peak Hour Traffic Volumes Exhibit 8— Site Generated Weekday PM Peak Hour Traffic Volumes Exhibit 9—2004 Combined Weekday AM Peak Hour Traffic Volumes ' Exhibit 10—2004 Combined Weekday PM Peak Hour Traffic Volumes Exhibit 11 — Definitions of Levels of Service ' Unsignalized Intersections Exhibit 12— Capacity Analysis Worksheets ' Strong Road at Nutmeg Road North Exhibit 13— Capacity Analysis Worksheets ' Nutmeg Road North at Site Drive Exhibit 14— Capacity Analysis Worksheets ' Governors Highway at Nutmeg Road North Exhibit 15— Capacity Analysis Worksheets ' Governors Highway at Nutmeg Road South 49 ' STRONG ROAD 42 STRONG ROAD 28 -� ' 40 17 11 N NUTMEG ROAD NORTH NOTE:DRAWING NOT TOO SCALE 82 PROPOSED -� SITE DRIVE ' 28 ' 45 �211 - 191 48 � 33 154 GOVERNORS HIGHWAY ' GOVERNORS HIGHWAY 82 56 - 16 77 -0. 11 12 NUTMEG ROAD SOUTH EXHIBIT 2 2003 EXISTING AM PEAK HOUR TRAFFIC VOLUMES �- 33 12 STRONG ROAD STRONG ROAD 65 1-111. 28 70 52 N NUTMEG ROAD NORTH NOTE:DRAWING NOT TOO SCALE 40 - ' PROPOSED SITE DRIVE 122 ' 65 49 �- 110 - 48 � 8 f1 84 GOVERNORS HIGHWAY GOVERNORS HIGHWAY � 220-11, 52 - 7 ' 178 22 45 ' NUTMEG ROAD SOUTH I EXHIBIT 3 2003 EXISTING PM PEAK HOUR TRAFFIC VOLUMES �- 50 -43 STRONG ROAD STRONG ROAD ' 41 -�41 F" 17 11 ' N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 84 I � PROPOSED SITE DRIVE 29 ' 46 21 4 - 195 49 *--' 34 157 GOVERNORS HIGHWAY GOVERNORS HIGHWAY � 84 -� 57 - 16 79 -+ 11 12 NUTMEG ROAD SOUTH EXHIBIT 4 2004 BACKGROUND AM PEAK HOUR TRAFFIC VOLUMES �-- 34 12 STRONG ROAD STRONG ROAD 29 71 53 ' N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 41 PROPOSED SITE DRIVE ' 124 ' 66 50 112 — 49 8 ' 86 GOVERNORS HIGHWAY GOVERNORS HIGHWAY 224—lo. 53 7 182—♦ 22 46 ' NUTMEG ROAD SOUTH ' EXHIBIT 5 2004 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES 1 13% STRONG ROAD STRONG ROAD ' 12% (12°i6)(13%) 1 N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 25% - (25%) PROPOSED SITE DRIVE 1 75% ' NOTE XX EQUALS INBOUND VEHICLES EQUALS OUTBOUND VEHICL 1 (50%)(25% 25% 25% 1 GOVERNORS HIGHWAY GOVERNORS HIGHWAY � (259/m�-* 50% i 1 NUTMEG ROAD SOUTH EXHIBIT 6 SITE GENERATED TRAFFIC DISTRIBUTIONS STRONG ROAD STRONG ROAD 2 (2) (3) ' N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 4 - (5) PROPOSED SITE DRIVE ' 14 ' NOTE XX EQUALS INBOUND VEHICLES EQUALS OUTBOUND VEHICL t (11) (5) 5 5 GOVERNORS HIGHWAY ' GOVERNORS HIGHWAY 9 ' NUTMEG ROAD SOUTH EXHIBIT 7 AM PEAK HOUR SITE GENERATED TRAFFIC VOLUMES 1 1 ' 3 STRONG ROAD STRONG ROAD -� ' - 2 F" (2) (2) ' N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 5 - (4) PROPOSED SITE DRIVE ' 16 ' NOTE XX EQUALS INBOUND VEHICLES EQUALS OUTBOUND VEHICL ' (9) (5) �- 5 5 GOVERNORS HIGHWAY ' GOVERNORS HIGHWAY 11 - ' NUTMEG ROAD SOUTH EXHIBIT 8 PM PEAK HOUR SITE GENERATED TRAFFIC VOLUMES �— 50 - 45 STRONG ROAD STRONG ROAD 29 roo. ' 43 19 14 ' N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 84 4 — 5 PROPOSED 0. SITE DRIVE 29 14 ' 57 26 200 54 � 34 ' 157 GOVERNORS HIGHWAY GOVERNORS HIGHWAY � 89 —♦ 66 — 16 ' 79 r121 ' NUTMEG ROAD SOUTH EXHIBIT 9 2004 COMBINED AM PEAK HOUR TRAFFIC VOLUMES 1 -- 34 15 STRONG ROAD STRONG ROAD 66 -� ' 31 73 55 ' N NUTMEG ROAD NORTH ' NOTE:DRAWING NOT TOO SCALE 41 5 - 4 I - 14 PROPOSED 00. SITE DRIVE ' 124 16 ' 75 55 117 L 54 8 ' �.. gg GOVERNORS HIGHWAY GOVERNORS HIGHWAY 229-� 64 - 7 182-ol, 22 46 ' NUTMEG ROAD SOUTH 1 ' EXHIBIT 10 2004 COMBINED PM PEAK HOUR TRAFFIC VOLUMES ' EXHIBIT 11 LEVEL OF SERVICE CRITERIA ' UNSIGNALIZED INTERSECTIONS SOURCE: HIGHWAY CAPACITY MANUAL (HCM), 2000 TRANSPORTATION RESEARCH BOARD (1) Level of Service for unsignalized intersections similar to the study intersections is ' defined in terms of the average control delay for the approach or movement evaluated. Control delay involves movements at slower speeds and stops on intersection approaches as vehicles move up in the queue or slow down upstream of an intersection. The delay experienced by a motorist is comprised of factors that relate to control, ' geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference time that would result during base conditions in the absence of incident, control, traffic, or geometric delay. Control delay includes ' initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. At two-way stop-controlled and all-way stop-controlled intersections, control delay is the ' total elapsed time from a vehicle joining the queue until its departure from the stopped position at the head of the queue. The control delay also includes the time required to ' decelerate to a stop and to accelerate to the free-flow speed. Level of Service (LOS) for a two-way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS is ' not defined for the intersection as a whole. Level of Service (LOS) for an all-way stop-controlled intersection is determined by the ' computed or measured control delay and is defined for all movements. A LOS is then defined for the intersection as a whole. ' Levels of Service (LOS) for unsignalized intersections are defined as follows: LEVEL OF SERVICE AVERAGE CONTROL DELAY CONDITION PER VEHICLE SECONDS LOS A 0 TO 10 LITTLE OR NO DELAY LOS B > 10 TO 15 SHORT DELAY ' LOS C > 15 TO 25 AVERAGE DELAY LOS D > 25 TO 35 LONG DELAY LOS E > 35 TO 50 VERY LONG DELAY tLOS F > 50 EXTREME DELAY In today's environment, Levels of Service D to F are common and are often ' experienced on minor street approaches to major streets carrying relatively high traffic volumes. ' 1 HCM, Exhibits 17-2 and 17-22. 1 I Exhibit 12 ' Capacity Analysis Worksheets Strong Road at Nutmeg Road North 1 1 1 1 1 All-Way Stop Control Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS ' General Information Site Information Analyst' Intersection Agency/Co. enc . UBARIS TRAFFIC S. W/NDSOR, g y ASSOCIATES Jurisdiction CONNECTICUT Date Performed 711712003 Analysis Year 2003 ' Analysis Time Period 2003 EXISTING AM PEAK HOUR Project ID East/West Street: STRONG ROAD North/South Street: NUTMEG ROAD WORTH ' Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 0 28 40 42 49 0 %Thrus Left Lane 50 50 ' Approach Northbound Southbound Movement L T R L T R Volume 17 0 11 0 0 0 ' %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound ' L1 L2 L1 L2 L1 L2 L1 L2 Configuration TR LT LR ' PHF 0.90 0.90 0.90 Flow Rate 75 100 30 % Heavy Vehicles 0 0 0 ' No. Lanes 1 1 1 0 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Hea way Adjustment Worksheet Prop. Left-Turns 0.0 0.5 0.6 Prop. Right-Turns 0.6 0.0 0.4 ' Prop. Heavy 0.0 0.0 0.0 Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 ' hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 Zdj, V-adj 1.7 1.7 1.7 1.7 1.7 1.7 computed 3.71 3.71 3.71 ' Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 ' o 0 0 717/2003 file:f/C:\Documents/o20and/o20SettingsUim\Local/o20Settings\Temp\u2k22.tmp / All-Way Stop Control _ Page 2 of 2 initial 0.09 0.04 0.12 hd, final value 4.07 4.07 4.07 final value 0.12 0.06 0.15 Move-up time, m 2.0 2.0 2.0 Service Time 2.1 2.1 2.1 2.1 ' Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 ' Capacity 353 299 384 Delay 7.61 7.63 7.83 LOS A A A Approach: Delay 7.61 1.63 7.83 ' LOS A A A Intersection Delay 7.71 Intersection LOS I A HCS2000T M Copyright©2000 University of Florida, All Rights Reserved Version 4.1 c t file:HC:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control - Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS 1 General Information Site Information Analyst Intersection ' UBARIS TRAFFIC Jurisdiction S. WINDSOR, Agency/Co. ASSOCIATES CONNECTICUT Date Performed 711712003 Anal sis Year 2003 ' nalysis Time Period 2003 EXISTING PM EAK HOUR ' Project ID East/V1/est Street: STRONG ROAD North/South Street: NUTMEG ROAD ORTH Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R ' Volume 0 65 28 12 33 0 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume 70 0 52 0 0 0 ' %Thrus Left Lane 50 1 1 50 Eastbound Westbound Northbound Southbound ' L1 L2 L1 L2 L1 L2 L1 L2 Configuration TR LT LR ' PHF 0.90 0.90 0.90 Flow Rate 103 49 134 % Heavy Vehicles 0 0 0 No. Lanes 1 1 1 0 Geometry Group 1 1 1 1 ' Duration, T 0.25 Saturation Headway Adjustment Worksheet ' Prop. Left-Turns 0.0 0.3 0.6 Prop. Right-Turns 0.3 0.0 0.4 ' Prop. Heavy 0.0 0.0 0.0 Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 ' hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 4.07 4.07 4.07 De arture Hea way and Service Time d, initial value 3.20 3.20 3.20 0 7 17/2003 file:HC:\Documents%20and%2OSettings\Jim\Local/o2OSettings\Temp\u2k22.tmp / All-Way Stop Control Page2of 2 initial 0.07 0.09 0.03 d, final value 3.71 3.71 3.71 final value 0.08 0.12 0.03 Move-up time, m 2.0 2.0 2.0 Service Time 1.7 1.7 1.7 1 1.7 ' Capacity-and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 ' Capacity 327 352 280 Delay 7.04 7.67 7.30 ' LOS A A A Approach: Delay 7.04 7.67 7.30 LOS A A A Intersection Delay 7.38 ' Intersection LOS A HCS2000T M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 c file:HC:\Documents%20and%20Settings\JimEocal%20Settings\Temp\u2k22.tmp 7/17/20 03 All-Way Stop Control rage i or z ALL-WAY STOP CONTROL ANALYSIS ' General Information Site Information Analyst' Intersection Agency/Co./Co. UBARIS TRAFFIC S. WINDSOR, g y ASSOCIATES Jurisdiction CONNECTICUT Date Performed 711712003 Analysis Year 2004 ' nalysis Time Period 2004 BACKGROUND M PEAK HOUR _17 ' Project ID East/West Street: STRONG ROAD North/South Street: NUTMEG ROAD ORTH ' Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 0 29 41 43 50 0 %Thrus Left Lane 50 50 ' --- 0-- Approach Northbound Southbound Movement L T R L T R Volume 17 0 11 0 0 0 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound ' L1 L2 L1 L2 L1 L2 L1 L2 Configuration TR LT LR ' PHF 0.90 0.90 0.90 Flow Rate 77 102 30 ' % Heavy Vehicles 0 0 0 No. Lanes 1 1 1 0 Geometry Group 1 1 1 1 ' Duration, T 0.25 Saturation Headway Adjustment Worksheet ' Prop. Left-Turns 0.0 0.5 0.6 Prop. Right-Turns 0.6 0.0 0.4 Prop. Heavy 0.0 0.0 0.0 Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 ' hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 ' hadj, computed 3.71 3.71 3.71 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 - file:HC:\Documents%20and%2OSettings\Jim\Local%2OSettings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control _ Page 2 of 2 initial 0.09 0.04 0. 12 ' d, final value 4.07 4.07 4.07 , final value 0.12 0.06 0.15 ' Move-up time, m 2.0 2.0 1 2.0 Service Time 2. 1 2.1 2.1 2. 1 ' Ca aci and Level of Service Eastbound Westbound Northbound Southbound ' L1 L2 L1 L2 L1 L2 L1 L2 Capacity 355 300 386 Delay 7.62 7.64 17.85 ' LOS A A A Approach: Delay 7.62 7.64 7.85 LOS A A A Intersection Delay 7.73 ' Intersection LOS A HCS2000T M Copyright®2000 University of Florida, All Rights Reserved Version 4.1 c 1 file:HC:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control Page 1 of 2 ALL-WAY STOP CONTROL ANALYSIS ' General Information Site Information Analyst Intersection Agency/Co. UBARIS TRAFFIC S. WINDSOR, genc y ASSOCIATES Jurisdiction CONNECTICUT Date Performed 711712003 nal sis Year 12004 Analysis Time Period 2004 BACKGROUND PM PEAK HOUR ' Project ID East/West Street: STRONG ROAD North/South Street: NUTMEG ROAD ORTH Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 0 66 29 12 34 0 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume 71 0 53 0 0 0 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound ' L1 L2 L1 L2 L1 L2 L1 L2 Configuration TR LT LR PHF 0.90 0.90 1 0.90 Flow Rate 105 50 136 % Heavy Vehicles 01 0 0 No. Lanes 1 1 1 0 Geometry Group 1 1 1 1 ' Duration, T 0.25 Saturation Headway Adjustment Worksheet ' Prop. Left-Turns 0.0 0.3 0.6 Prop. Right-Turns 0.3 0.0 0.4 ' Prop. Heavy 0.0 0.0 0.0 Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 ' hadj, computed 4.07 4.07 4.07 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 file:HC:\Documents%20and%20SettingsUim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control _ rage t or i. initial 0.07 0.10 0.03 rhd, final value 3.71 3.71 3.71 final value 0.08 0.12 0.04 ' Move-up time, m 2.0 2.0 2.0 Service Time 1.7 1.7 1.7 1.7 C C apacity and Level of Service ' Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 332 357 283 Delay 7.05 7.72 7.34 1 LOS A A A Approach: Delay 7.05 7.72 7.34 ' LOS A A A Intersection Delay 7.42 ' Intersection LOS A HCS2000T M Copyright©2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control Page 1 of Y. ALL-WAY STOP CONTROL ANALYSIS ' General Information Site Information Analyst Intersection enc /Co. UBARIS TRAFFIC S. WINDSOR, g y ASSOCIATES Jurisdiction CONNECTICUT Date Performed 711712003 nal sip Year 12004 1Analysis Time Period 2004 COMBINED AM PEAK HOUR Project ID EastNVest Street: STRONG ROAD North/South Street: NUTMEG ROAD ORTH Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R ' Volume 0 29 45 47 50 0 %Thrus Left Lane 50 50 ' Approach Northbound Southbound Movement L T R L T R Volume 18 0 12 1 0 0 0 %Thrus Left Lane 50 1 1 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 12 L1 L2 Configuration TR LT LR ' PHF 0.90 0.90 1 0.90 Flow Rate 82 107 33 % Heavy Vehicles 0 0 0 No. Lanes 1 1 1 0 Geometry Group 1 1 I1 1 ' Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.0 0.5 0.6 Prop. Right-Turns 0.6 0.0 0.4 Prop. Heavy 0.0 0.0 0.0 Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 L hadj, computed 3.71 3.71 1 3.71 Departure Hea way and Service Time d, initial value 3.20 3.20 3.20 file:HC:\Documents%20and%2OSettingsVim\Local%2OSettings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control _ Page 2 or 2 1 initial 0.09 0.05 0.13 d, final value 4.09 4.09 4.09 final value 0.12 0.06 0.17 ' ove-up time, m 2.0 2.0 2.0 Service Time 2.1 2.1 271T 2.1 1 C-apacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 11 L2 L1 L2 L1 L2 1Capacity 356 301 396 Delay 7.65 7.68 17.92 1 LOS A A A Approach: Delay 7.65 7.68 7.92 1 LOS A A A Intersection Delay 7.79 1 Intersection LOS A HCS20007M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1c 1 i 1 1 1 1 1 1 1 file://C:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 1 All-Way Stop Control Page 1 of 2 ■ ALL-WAY STOP CONTROL ANALYSIS ■ General Information Site Information Analyst Intersection UBARIS TRAFFIC. S. WINDSOR, Agency/Co. SSOCIATESJurisdiction CONNECTICUT Date Performed 711712003 Analysis Year 2004 nalysis Time Period 2004 COMBINED PM PEAK HOUR ' Project ID East/West Street: STRONG ROAD IORTH orth/South Street: NUTMEG ROAD Volume Adjustments and Site Characteristics Approach Eastbound L Westbound Movement L T R L T R iVolume 0 66 30 13 34 0 %Thrus Left Lane 50 50 ' Approach Northbound Southbound Movement L T R L T R Volume 75 0 57 0 0 0 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration TR LT LR ' PHF 0.90 0.90 0.90 Flow Rate 106 51 146 ' % Heavy Vehicles 0 0 1 0 No. Lanes 1 1 1 0 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.0 0.3 0.6 Prop. Right-Turns 0.3 0.0 0.4 ' Prop. Heavy 0.0 0.0 0.0 Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 ' hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 4.09 4.09 4.09 Departure Hea way and Service Time hd, initial value 3.20 13.20 3.20 r file:HC:\Documents%20and%20SettingsUim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 All-Way Stop Control _ Page 2 of 2 1 initial 0.07 0.09 0.03 d, final value 3.71 3.71 3.71 final value 0.08 0.11 0.03 1 ove-up time, m 2.0 2.0 2.0 Service Time 1.7 1.7 1.7 1.7 1 apacity and Level of Service Eastbound Westbound Northbound Southbound 1 L1 L2 L1 L2 L1 L2 L1 L2 Capacity 325 350 280 Delay, 7.02 7.66 7.29 LOS A A A Approach: Delay 7.02 7.66 7.29 LOS A A IA Intersection Delay 7.37 Intersection LOS I A HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4.1c 1 1 i 1 1 file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k22.tmp 7/17/2003 1 Exhibit 13 Capacity Analysis Worksheets Nutmeg Road North at Site Drive Two-Way Stop Control _ Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst Intersection ' BUBARIS TRAFFICS. WINDSOR, Agency/Co. ASSOCIATES urisdiction Date Performed 7/17/2003 CONNECTICUT ' Analysis Year 2004 Analysis Time 2004 COMBINED Period AM PEAK HOUR ' Project Description - East/West Street: SITE DRIVE North/South Street: NUTMEG ROAD NORTH Intersection Orientation: North-South Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 29 24 8 84 0 ' Peak-Hour 1.00 0.90 0.90 0.90 0.90 1.00 Factor, PHF Hourly Flow 0 32 26 8 93 0 Rate, H F R Percent Heavy 0 _ _ 0 ' Vehicles Median Type Undivided ■ RT Channelized 0 0 ■ Lanes 0 1 0 0 1 0 Configuration TR LT ' U stream Signal 0 0 Minor Street Westbound Eastbound ' Movement 7 8 9 10 11 12 L T R L T R Volume 6 0 2 0 0 0 ' Peak-Hour 1.00 1.00 1.00 Factor, PHF 0.90 1.00 0.90 t Hourly Flow 6 0 2 0 0 0 Rate, H F R ■ Percent Heavy 0 0 0 0 0 0 ■ Vehicles ' Percent Grade file:HC:\Documents%2Oand%2OSettings\Jim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 2 of 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 ' Configuration I LR Delay, Queue Length, and Level of Service ' Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane LT LR 1 Configuration v h - _ 2 - 34 C m v h 1452 827 /c 0.00 0.04 ' 95% queue 0.00 0.13 length Control Delay 7.5 9.5 LOS A A Approach 9.5 Delay __ __ lApproach LOS A HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY ' General Information Site Information nalyst Intersection 1 enc /Co. BUBARIS TRAFFI S. WINDSOR, 9 y ASSOCIATES urisdiction CONNECTICUT Date Performed 7/17/2003 ' Analysis Year 2004 Analysis Time 2004 COMBINED Period PM PEAK HOUR fProject Description East/West Street: SITE DRIVE North/South Street: NUTMEG ROAD- ORTH Intersection Orientation: North-South Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 ' L T R L T R Volume 0 124 6 1 2 41 0 Peak-Hour 1.00 0.90 0.90 0.90 0.90 1.00 Factor, PHF Hourly Flow . 0 137 6 2 45 0 Rate, H F R Percent Heavy 0 — 0 Vehicles Median Type Undivided RT Channelized 0 0 ' Lanes 0 1 0 0 1 0 Configuration TR LT ' U stream Signal 0 0 Minor Street Westbound Eastbound ' Movement 7 8 9 10 11 12 L T R L T R Volume 24 0 8 0 0 0 ' Peak-Hour Factor PHF 0.90 1.00 0.90 1.00 1.00 1.00 Hourly Flow 26 0 8 0 0 0 Rate, H F R ■ Percent Heavy 0 0 0 0 0 0 ■ Vehicles Percent Grade 0 - 0 file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 2 of 2 Flared Approach N N Storage 0 0 ' RT Channelized 0 0 Lanes 0 0 0 0 0 0 ' Configuration LR Delay, Queue Length, and Level of Service ' Approach NB SB Westbound - Eastbound Movement 1 4 7 8 9 10 11 12 ' Lane LT LR Configuration vh 8 8 ' C m v h 1559 879 /c 0.01 0.01 95% queue 0.02 0.03 length Control Delay 7.3 9. 1 LOS A A pproach 9.1 ' Delay __ __ roach LOS A HCS2000T M Copyright C 2000 University of Florida, All Rights Reserved Version 4.lc file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Exhibit 14 ' Capacity Analysis Worksheets Governors Highway at Nutmeg Road North 1 Two-Way Stop Control _ Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY ' General Information Site Information ' Analyst UBARIS Intersection Agency/Co. TRAFFIC S. WINDSOR, SSOCIATES Jurisdiction CONNECTICUT ' Date Performed P rf rmed 711712003 Analysis Year 2003 Analysis Time 2003 EXISTING Period M PEAK HOUR Project Description East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY ORTH Intersection Orientation: East-West Study 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 56 77 0 0 154 48 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 ' Factor, PHF Hourly Flow 62 85 0 0 171 53 Rate, H F R _ N Percent Heavy 0 _ 0 Vehicles ' Median Type Undivided RT Channelized 0 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 ' L T R L T R Volume 0 0 0 21 0 45 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 0 0 23 0 50 ' Rate, H F R Percent Heavy 0 _ 0 0 0 0 0 ehicles file://C:\Documents%20and%2OSettings\Jim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control rage L of 2 Percent Grade 0 0 00 Flared Approach N N ' Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound. Movement 1 4 7 8 9 10 11 12 ' Lane LT LR Configuration ' v h 62 73 C m v h 1357 738 /c 0.05 0.10 95% queue 0.14 0.33 length ' Control Delay 7.8 10.4 LOS A 8 ' Approach 10.4 Delay roach LOS -- -- 8 HCS2000TM Copyright©2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control _ Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY 1 General Information Site Information Analyst ' UBARIS Intersection Agency/Co. TRAFFIC Jurisdiction S. WINDSOR, ' ASSOCIATES CONNECTICUT Date Performed 711712003 Analysis Year 2003 Analysis Time 2003 EXISTING ' Period IPM PEAK HOUR Project Description ' East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH Intersection Orientation: East-West _Study 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 52 178 0 0 84 48 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 ' Factor, PHF Hourly Flow 57 197 0 0 93 53 Rate, H F R ' Percent Heavy 0 _ 0 Vehicles ' Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 1 Configuration LT TR Upstream Signal I ' Minor Street Northbound Southbound Movement 7 8 9 10 11 12 ' L T R L T R Volume 0 0 0 49 0 65 ' Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 0 0 54 0 72 ' Rate, H F R Percent Heavy 0 0 0 0 0 0 Vehicles file:HC:\Documents%20and%2OSettings\Jim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 2 of Percent Grade 0 0 Flared Approach N N ' Storage 0 0 RT Channelized 0 0 ' Lanes 0 0 0 0 0 0 Configuration I I I LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 ' Lane LT LR Configuration v h 57 126 C m v h 1448 729 lc 0.04 0. 17 95% queue 0.12 0.62 length ' Control Delay_ 7.6 1 1 111.0 LOS A 8 ' Approach 11.0 Delay Approach LOS I -- -- 8 HCS2000T M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.lc file:HC:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control _ rage 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst ' UBAR/S Intersection Agency/Co. TRAFFIC S. WINDSOR, ' ASSOCIATES Jurisdiction CONNECTICUT Date Performed 711712003 Analysis Year 2004 ' Analysis Time 2004 Period ACKGROUND M PEAK HOUR Project Description East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH 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 57 79 0 0 157 49 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 63 87 0 0 174 54 ' Rate, H F R Percent Heavy 0 Vehicles 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 ' rolume vement 7 8 9 10 11 12 L T R L T R 0 0 0 21 0 46 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 0 23 0 51 Rate, H F R 0 ' Percent Heavy file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page L of l Vehicles 0 0 0 0 0 0 ' Percent Grade 0 0 ' Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound ' Movement 1 4 7 8 9 10 11 12 Lane LT LR Configuration v h 63 74 ■ C m v h 1352 735 ■ /C 0.05 10.10 95% queue 0.15 0.33 ' length Control Delav 7.8 110.4 LOS A B ' Approach 10.4 Delay Approach LOS -- -- B HCS2000T M Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 c ' o ° 7/17/2003 file://C:\Documents%20and/o20SettingsUim\Local/o20Settings\Temp\u2k2A.tmp Two-Way Stop Control Page 1 oY2 TWO-WAY STOP CONTROL SUMMARY ' General Information Site Information Analyst UBAR/S Intersection Agency/Co. TRAFFIC S. WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 711712003 nal sis Year 2004 ' nalysis Time 2004 Period BACKGROUND PM PEAK HOUR Project Description East/West Street: GOVERNORS North/South Street: NUTMEG ROAD ' HIGHWAY NORTH Intersection Orientation: East-West Study 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 53 182 0 0 86 49 ' Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 58 202 0 0 95 54 Rate, H F R Percent Heavy 0 _ _ 0 _ _ ' Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT I TR ' Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ' Volume 0 0 0 50 0 66 Peak Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF ' Hourly Flow 0 0 0 55 0 73 Rate, H F R ' Percent Heavy file://C:\Documents%20and%2OSettings\Jim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control rage or Vehicles 0 0 0 0 0 0 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I LR ' Delay, Queue Length, and Level of Service roach EB WB Northbound Southbound Movement 1 4 7 8 9 10 1 11 12 Lane LT LR ' Configuration v h 58 128 C m v h 1445 1 722 ' /c 0.04 0.18 95% queue 0. 13 0.64 length Control Delay 7.6 111. 1 ' LOS A B Approach 11. 1 Delay roach LOS -- -- 8 HCS2000T M Copyright®2000 University of Florida, All Rights Reserved Version 4.1 c i I � file:HC:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst BUBAR/S Intersection Agency/Co. TRAFFIC Jurisdiction S. WINDSOR, ' SSOC/A TES CONNECTICUT Date Performed:42004 ,11712003 Analysis Year 2004 ' nalysis Time COMBINED_ Period JAM PEAK HOUR Project Description East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH Intersection Orientation: East-West Study Period hrs : 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 73 79 0 0 157 57 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 ■ Factor, PHF ■ Hourly Flow 81 87 0 0 174 63 Rate, H F R Percent Heavy 0 _ _ 0 Vehicles ' Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Si nal 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 50 1 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 0 0 25 0 55 ' Rate, H F R Percent Heavy 0 0 0 0 0_ 0 ' Vehicles file://C:\Documents%20and%2OSettings\Jim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 2 of 2 ' 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 LT LR Configuration v h 81 80 C m v h 1342 712 Jc 0.06 10.11 95% queue 0. 19 0.38 length ' Control Delay 7.9 10.7 LOS A 8 Approach 10.7 Delay Approach LOS -- -- 8 ' HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1c file:HC:\Documents%20and%20Settings\.Tim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 1 of2 TWO-WAY STOP CONTROL SUMMARY ' General Information Site Information Analyst UBARI S Intersection Agency/Co. TRAFFIC Jurisdiction S. WINDSOR, ' SSOCIATES CONNECTICUT Date Performed 711712003 nal sis Year 2004 Analysis Time 2004 COMBINED Period PM PEAK HOUR Project Description ' East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH Intersection Orientation: East-West Study 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 57 182 0 0 86 51 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 ' factor, PH F Hourly Flow 63 202 0 0 95 56 Rate, HFR ' Percent Heavy 0 _ _ 0 Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 1 Configuration LT TR Upstream Signal t 1 0 1 1 0 ' Minor Street Northbound Southbound Movement 7 8 9 10 11 12 ' I L T R L T R olume 0 0 0 58 0 82 ' Peak-Hour 0.90 . 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 0 0 64 0 91 ' Rate, HFR Percent Heavy 0 0 0 0 0 _0 ' Vehicles file:HC:\Documents%20and%2OSettings\Jim\Local%2OSenings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 2 of 2 LFIared Grade 0 0 ' pproach N N Storage 0 0 RT Channelized 0 0 ' Lanes 0 0 0 0 0 0 Configuration LR ' Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 ' Lane LT LR Confi uration v h 63 155 C m v h 1442 721 /c 0.04 0.21 ' 95% queue 0.14 0.81 length ' Control Delay 7.6 11.4 LOS A 8 ' Approach 11.4 Delay Approach LOS -- -- 8 HCS2000T M Copyright©2000 University of Florida, All Rights Reserved Version 4.1c t file:HC:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 1 Exhibit 15 Capacity Analysis Worksheets ' Governors Highway at Nutmeg Road South 1 1 i Two-Way Stop Control - Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY ' General Information Site Information ' Analyst UBAR/S Intersection Agency/Co. TRAFFIC S. WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT ' Date Performed 711712003 Analysis Year 2003 ' Analysis Time 2003 EXISTING Period AM PEAK HOUR Project Description r East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH Intersection Orientation: East-West Study 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 0 82 16 1 33 191 0 Peak-Hour F 0.90 0.90 0.90 0.90 0.90 0.90 ' Factor, Plr Hourly Flow 0 91 17 36 212 0 Rate, HFR -- Percent Heavy 0 _ _ 0 -- Vehicles ' Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 ' Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 11 0 12 0 0 0 ' Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 12 0 13 0 0 0 ' Rate, H F R Percent Heavy 0 0 0 0 0 0 ehicles file://C:\Documents%20and%20SettingsUim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 2 of 2 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 LT LR Configuration v h 36 25 C m v h 1495 752 /c 0.02 0.03 95% queue 0.07 0. 10 length ' Control Delay 7.5 10.0- LOS A A ' Approach 10.0- EDpproach ela LOS I -- I -- A ' HCS2000T M Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 c file://C:\Documents%2Oand%2OSettingsVim\Loca1%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 1 of 2 II ( I TWO-WAY STOP CONTROL SUMMARY f General Information Site Information Analyst UBARI S Intersection Agency/Co. TRAFFIC Jurisdiction S. WINDSOR, SSOCIA TES CONNECTI CUT Date Performed 7,11712003 Analvsis Year 2003 1 IAnalysis Time 2003 EXISTING Period PM PEAK HOUR Project Description I , East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY ORTH I I Intersection Orientation: East-West Study Period hrs : 0.25 IVehicle Volumes and Adjustments I Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R l iVolume 0 220 7 8 110 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 ' Factor, PH F Hourly Flow Rate, H F R 0 244 7 8 122 0 iPercent Heavy 0 _ __ 0 -- ehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 1 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 22 0 45 0 0 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 I Factor, PHF Hourly Flow 24 0 50 0 0 0 Rate, H F R Percent Heavy 0 _ 0 0 0 0 0 Vehicles file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 I Two-Way Stop Control - Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY ' General Information Site Information Analyst BUBAR/S Intersection Agency/Co. TRAFFIC S. WINDSOR, ' ASSOCIATES Jurisdiction 1CONNECTICUT Date Performed 711712003 Analysis Year 2004 Analysis Time 2004 . Period ACKGROUND M PEAK HOUR Project Description East/West Street: GOVERNORS North/South Street: NUTMEG ROAD ' HIGHWAY NORTH Intersection Orientation: East-West _jStudy 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 0 84 16 34 195 0 1 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 93 17 37 216 0 Rate, H F R Percent Heavy 0 _ _ 0 — -- ' ehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration 1 . TR LT Upstream Signal 1 0 1 0 1 t Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ' Volume 11 0 12 0 0 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 12 0 13 0 0 0 Rate, H F R ' Percent Heavy file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way StoF Control Page 2 of 2 Vehicles 0 0 0 0 0 0 ' Percent Grade 0 0 Flared Approach N N Storage 0 0 ' RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR ' Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 . 10 11 12 Lane LT LR ' Configuration v h 37 25 C m v h 1493 746 /c 0.02 0.03 95% queue 0.08 0.10 ' length Control Delay 7.5 10.0- ' LOS A A Approach 10.0- Dela roach LOS -- -- A HCS2000T M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 c 1 file:HC:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information ' Analyst UBAR/S Intersection Agency/Co. TRAFFIC S. WINDSOR, ' SSOCIATES Jurisdiction CONNECTICUT Date Performed r7/17/2003 nal sis Year 2004 nalysis Time- 004 Period BACKGROUND PM PEAK HOUR ' Project Description East/West Street: GOVERNORS North/South Street: NUTMEG ROAD ' HIGHWAY NORTH Intersection Orientation: East-West Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 1 2 3 4 5 6 L T R L T R Volume 0 224 7 8 112 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 248 7 8 124 0 Rate, H F R Percent Heavy 0 _ _ 0 ' Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R ' Volume 22 0 46 0 0 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF ' Hourly Flow 24 0 51 0 0 0 Rate, H F R ' Percent Heavy file:HC:\Documents%20and%2OSettings\Jim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 i Two-Way Stop Control - Page 2 of 2 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 LT LR Configuration v h 8 75 C m v h 1322 724 ' /C 0.01 0.10 95% queue 0.02 0.35 length Control Delay 7.7 1 10.5 ' LOS A B Approach 10.5 ' EDelay roach LOS -- -- 8 HCS2000T M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1c file://C:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 1 of 2 ' TWO-WAY STOP CONTROL SUMMARY General Information Site Information ■ Analyst ■ UBARIS Intersection Agency/Co. TRAFFIC S. WINDSOR, SSOCIATES Jurisdiction CONNECTICUT Date Performed 7,11712003 Analysis Year 2004 ' Analysis Time 2004 COMBINED Period PM PEAK HOUR Project Description ' . East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH Intersection Orientation: East-West Study 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 0 232 7 8 114 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 ' Factor, PHF Hourly Flow 0 257 7 8 126 0 ' Rate, HFR Percent Heavy 0 -- -- 0 -- -- Vehicles ' Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I TR LT U stream Signal 0 1 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 22 0 46 0 0 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 24 0 51 0 0 0 t Rate, H F R Percent Heavy 0 0 0 - 0 0 0 ' Eehicles file://C:\Documents%20and%20Settings\Jim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 2 of 2 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 LT LR Configuration ' v h 37 25 C m v h 1490 738 /c 0.02 0.03 95% queue 0.08 0.11 length Control Delay 7.5 10.0+ LOS A 8 ' Approach -- -- 10.0+ Delay Approach LOS -- -- 8 ' HCS2000TM Copyright©2000 University of Florida, All Rights Reserved Version 4.1c file:HC:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control Page 1 of 2 ' TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst UBARIS Intersection Agency/Co. TRAFFIC urisdiction S. WINDSOR, ASSOCIATES CONNECTICUT Date Performed 711712003 Analvsis Year 2004 Analysis Time 2004 COMBINED Period M PEAK HOUR Project Description ' East/West Street: GOVERNORS North/South Street: NUTMEG ROAD HIGHWAY NORTH ' Intersection Orientation: East-West _Study 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 0 86 16 34 203 0 Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 0 95 17 37 225 0 ' Rate, H F R Percent Heavy 0 _ _ 0 _ -- Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 11 0 12 0 0 0. ' Peak-Hour 0.90 0.90 0.90 0.90 0.90 0.90 Factor, PHF Hourly Flow 12 0 13 0 0 0 ' Rate, H F R Percent Heavy 0 0 0 0 - 0 0 Vehicles file://C:\Documents%20and%2OSettingsVim\Local%2OSettings\Temp\u2k2A.tmp 7/17/2003 Two-Way Stop Control - Page 2 of 2 ' Percent Grade 0 0 /o 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 LT LR Configuration v h 8 75 C m v h 1312 716 ' /c 0.01 0. 10 95% queue 0.02 0.35 length Control Delay 7.8 110.6 LOS A 8 ' Approach -- -- Delay E10.6 roach LOS -- -- e HCS2000T M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 c file://C:\Documents%20and%20SettingsVim\Local%20Settings\Temp\u2k2A.tmp 7/17/2003