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Home My WebLink About11-38P Buckland Commons SitePlan TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION APPLICATION FORM Application No: ' A110V Official Receipt Date: S00THW/ Receipt No: 1080Rp44NVNO®Fpr APPLICANT: Buckland Commons LLC PROJECT NAME: Buckland Commons ADDRESS: 350 Buckland Road OWNER OF RECORD ON LAND RECORDS: Buckland Commons, LLC ADDRESS: -1.744 Ellington Road South Windsor, CT 06074 COMPLETE LOCATION OF PROPERTY: Southeast comer of Buddand Road&Deming Street ASSESSOR'S MAP# 38 PARCEL# 5 ZONE GD NAME, ADDRESS,TEL& FAX #OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Judy Schuler, P.E.,Design Professionals Inc., 425 Sullivan Avenue, South Windsor, CT 06074 (960)291-8755-phone (860)291-8757-fax Estimated presentation time: 30 min. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certificate of Mailing) ❑ 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, Certificate of Mailing) ❑ Site Plan of Development ' ❑ General Plan of Development- State Hearing per Section 14-55 for ❑ 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) ❑ in Lave apartment/Accessory Apartment(Public Hearing Required) ❑ Major Home Occupation for(Public Heating Required) ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior-too-beint heard-by-the Comn2ission—. - Signature of Applic Signature of Property Oiun P,fe'.; ems' Inc Ct.�t� tzi(c"'L C �,. gr--c L,C.. � �j �►�"'r (''v K(.sra C :*i w.4..J L L L . :rt!"v�h !�.�C k&wn i REcEl 1) NO 15 1Ull SOUTH WINDSOR PLANNING DEPT. t Traffic Impact Report Buckland Commons 350 Buckland Road South Windsor, Connecticut Prepared by: Design Professionals, Inc. 425 Sullivan Avenue South Windsor, CT 06074 October 28, 2011 r'v i y �-s11m - He�r� 'I"1l�"erg': c�z nac alb [ai �rri � tfiinbmc� 460� by�ed.�.�±� �1 r�rci�.rel �,�y��,�cif ,��a�is�n .-� x� Ira for Ais�ical a;��.�.,��,o�� .ec��ie:m 0 � led . _ _. �ncr�e,n�►t�c��.�.ed�n the s�d�a�.�a�� y�i�. t tt� =�a��tha� _ : l�� i�i Box 4 January 2012 Judy Schuler,P.E. Design Professionals,Inc. PO Box 1167 425 Sullivan Ave. South Windsor,CT 06074 RE: 350 Buckland Road South Windsor, Connecticut Dear Judy, Thank you for the opportunity to review of the above-named proposed development project for its archaeological sensitivity. A review of the state of Connecticut's archaeological site files and maps show no known cultural resources in the project area. In addition,our office suggests that the environmental and topographic features of the property suggest a low-to-moderate sensitivity for undiscovered archaeological resources. The Office of State Archaeology suggests that the above-named development project should have no effect on any of the state's archaeological resources. Please feel free to contact me at the university should you have any questions. Sincere regards, Nicholas F. Bellantoni,PhD Connecticut State Archaeologist r Appl #11-38P, Buckland Commons Site Plan December 13, 2011 Planning Department Report 1. Request for site plan approval to construct a 2,000 sf bank and a 17,232 sf retail/office building at 350 Buckland Road, Buckland Road Gateway Development zone. 2. Several variances have been granted on this property. In September 2011, ZBA granted variances to allow the parking 20' from the property line adjacent to Buckland Road (65' required) and a variance to allow the circulation 17' from the front property line (65' required). A copy of the ZBA letter has been provided. 3. Maximum impervious coverage allowed is 60%, 36.7%proposed. Proposed building height is 30 feet; 30 feet allowed. Lot size is 4.3 acres; 3 acres minimum required. 4. This application is subject to the requirements of Section 5.5, access management, as well as the access management requirements of Gateway Zone section 4.2.3.E, which states: "Access management will be required on all sites, in order to reduce the number of driveway cuts onto Buckland Road and mitigate the deterioration of traffic flow generally caused by driveways on arterial streets. Access management techniques will include shared driveways (or provisions for future shared driveways for the first site in an area); interior service drives; and other techniques included in South Windsor's access management program." 5. This plan is not appear in compliance with the requirements of Section 5.5 Access Management, particularly Section G, which governs access management when alternative frontage is present. This limits access to this site to be exclusively from Deming Street. 6. The applicant is requesting a waiver to Section 5.4.5.I to Subsection G Access on Alternative Frontages. We just received the applicant's narrative for the waiver and staff has not had a chance to review it. 7. The Commission may waive any requirement of this section when it finds that all of the following conditions have been satisfied: • The gravity of the waiver will be consistent with the purpose of these regulations. • The waiver has been specifically requested by the applicant. • Conditions exist which adversely affect the subject property and are not generally-applicable-to-other-property in-the-arm. • In the absence of a waiver, no reasonable alternative access is available, will be available, or can be constructed. i i • The requested waiver is the minimum deviation necessary from this section to permit reasonable development of the subject property. • The granting of the waiver will not have a significant adverse impact on existing or future traffic operations, adjacent property, or on public safety or welfare The site plan reflects this provision by showing an area of future connection to the south. f 8. The applicant's traffic report indicates that the projected site traffic will not impact traffic operations on Buckland Road. The report should address accident history in this area. 9. A sidewalk has been shown along the Buckland Road frontage as required by the Gateway Zone regulations. Staff has requested that a crosswalk be added at the intersection to operate in conjunction with the traffic light. 1 O.The parking requirements based on the proposed for these uses are 94 spaces. The applicant is requesting a waiver of 7 spaces under section 6.4.9 to allow 87 spaces which allows the reduction of spaces when the PZC deems it in the best interest of the Town according to the following: • the increase in stormwater run-ff rate shall be held to a minimum by reducing the parking spaces, and/or • the applicant demonstrates through actual experience that a lesser umber of spaces will suffice and further that due to the nature of the building or business, future owners/occupants of the building are also unlikely to need the number of parking spaces required by the zoning regulations. 11.The Commission will want to consider whether you agree that 87 spaces is adequate now and in the future, since there is no room for expansion of the parking lot. We do note that future interconnection to the site south could provide possibilities for shared parking in the future. 12.Architectural and Design Review Committee reviewed this application on November 17 and were satisfied with the architecture and landscaping. ADRC was concerned that no linkage was provided from the sidewalk to the building. The applicant has added that in the revised plans. B.Proposed lighting includes decorative, full cutoff fixtures on 25-foot poles. 14.Parking lot landscaping requirements have been addressed, with 12% of the interior of all parking areas landscaped in front of the setback line as required and 10% - interior-landscaping within—the other-parking-areas. - 2 n 15.There is a low stone wall proposed along a portion of the Buckland Road frontage to provide a break up the frontage landscaping and serves as a barrier between the cars and the pedestrian. 16.The proposed sign is a very tasteful 4 foot high illuminated monument sign that will be lit. 17.There are regulated wetlands on the site. IWA/CC held a public hearing on the project on December 7 h and that hearing was held open until December 21'. At this time the PZC will have to wait acting on the application until IWA/CC renders a decision. 18.Public water and sewer are available. Water Pollution Control Authority approval is required. 19.The Fire Marshal has reviewed the plans; his concerns have been satisfied by the applicant. 20.There is a dumpster shown on a concrete pad with screening. 21.If this application is approved, staff request an approval modification requiring the driveway interconnections at such time as site plans are approved and construction occurs on the abutting sites. Also, after reviewing revised information, additional staff comments may be forthcoming. 3 SOWN a 4 Town O-P SatdA C � V w° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 TELEPHONE(860)644-2511 CERTIFIED#70081300 00014578 7328 September 6,2011 RSK KELLCO Mr.Bruce S.Kelley,Vice President 1744 Ellington Road South Windsor, CT 06074 RE: Appl.2752-11—350 Buckland Road Dear Mr.Kelley. At the meeting of the South Windsor Zoning Board of Appeals held on September 1, 20f 1, the Board approved, with conditions, your request for two variances: 1) a 45 foot variance to Table 4.2.11 C.3 to allow parking 20 feet from the front property line adjacent to Buckland Road (65' required); 2) a 48 foot variance to Table 4.2.11 C.3 to allow circulation 17 feet from the front property line adjacent to Buckland Road/Deming Street (65' required), on property located at 350 Buckland Road,Buckland Road Gateway Development zone, as shown on plans submitted. The conditions are: 1) The property be well landscaped and screened with vegetation along the Buckland Road/Deming Street frontage; 2) The tobacco barn currently.on the property is to remain and be well maintained. If the parcel on which the tobacco barn is located changes ownership,RSK KELLCO Inc. is relieved of this obligation; 3) Site plan approval from the PZC and Inland Wetlands Agency is required. The Board concluded the hardships to be: the re-zoning of the property requiring more restrictive setbacks; the extensive wetlands at the rear of the property; and access management zoning regulations which require an access drive be created along the front of the property to serve the property to the south. These actions are effective upon your filing the enclosed form in the Town-Clerk's Office at your own expense. Very truly yours, tck Thomas Berstene,Vice Chairperson Zoning Board of Appeals TB/dt cc: Building Department w� 1540 SULLIVAN AVENUE s SOUTH WINDSOR, CT 06074 r SOR•CO TELEPHONE(860) 644-2511 Certified#70081300000145787465 December 22,2011 Buckland Commons, LLC Attn: Bruce S. Kelley 1744 Ellington Road South Windsor, CT 06074 RE: Appl.#11-38P-Buckland Commons-350 Buckland Road Dear Mr. Kelley: At the December 21,2011 regular meeting,the Inland Wetlands Agency/Conservation Commission approved Appl.#11-38P-Buckland Commons-350 Buckland Rd-IWA/Conservation Commission application for the construction of two commercial buildings, parking lots,access drives,stormwater structures and associated improvements. The site located southerly of Deming Street and easterly of Buckland Road. Buckland Gateway Development Zone,with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability,which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on December 21, 2016. It is the landowners)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bonds shall be collected in the amount of$30,000 for installation of stormwater system, $10,000 to ensure proper placement and maintenance of erosion and sediment controls and $20,000 for wetland mitigation. Wetland mitigation bond shall be held for three growing seasons to insure successful establishment of the proposed plantings. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. P Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION lobes /C* Elizabeth Warren, Chairperson EW/dt cc: Judy Schuler, Design Professionals, Inc. Town Planner - - Chief Building Official - - - - - - - - - - - r P.O.BOX 1167 425 SULUVAN AVENUE SOUTH MNDSOR,Cr 06074 PHONE 86a.291.8755 T 25 thAnniversa 1986-2011 FAession z inc.co 7 'lwww.designprofessionalsinccom L & TRAFFIC ENGINEERS I PLANNERS I SURVEYORS I GIS ANALYSTS I LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode Island • • • Buckland Commons Access Management Plan Modification to Requirements 340&350 Buckland Road South Windsor,Connecticut DPI Proj.No. 3085 : December 13,2011 The purpose of this narrative statement is to outline the access management plan for the proposed Buckland Commons 4.349 acre mixed use development at 340&350 Buckland Road,consisting of a 2,000 sq.ft.one story bank building with drive-thru,and a two story commercial building with 9,512 sq.& of office space over 7,720 sq.ft.of retail,or 17,232 sq.&in the larger building.The overall site will thus have 19,232 sq.&of interior space with 87 parking spaces distributed throughout the development.With this plan we are stating our arguments for a modification to allow a single driveway on Buckland Road permitting all movements,save for left turn out,in addition to our Deming Street access drive. Our plan for access is to provide a single access drive on Deming Street(all movements)opposite a proposed driveway for a proposed and approved assisted living facility,to provide a single access drive on Buckland Road.(all movements save for left turn out),and to connect these driveways with the abutting undeveloped properties to the south via a two way 24 feet wide frontage drive roughly paralleling Buckland Road for the entire length of our property(roughly 600 feet). In discussions with Town staff,we were directed to move our proposed location for the frontage road connection along the southerly property line closer to Buckland Road,i.e.,accommodating a • future road connection in the front of the Schiavone property,rather than to the rear.As a consequence,we are now proposing a 24 feet wide two-way driveway commencing at our Deming Street entrance,going through our property on the street side of our two buildings,and then proceeding through future connections to the south through the adjoining properties owned by Schiavone,.Messiah Lutheran Church,and Helmar Wolf/Arturo Guerra,down to the signalized nterser✓tion ati,N—.Fitaness-(C edar - - - - Our single proposed driveway on Buckland Road,which was originally proposed for a location approximately 505 feet south of Deming Street,has now been moved an additional 70 feet to our southerly__property-line,-at-the-_direction of-Town staff(Town Planner,-Town-Engineer;and-Lt. Richard Bond representing the Traffic Authority). It is now 575 feet from Deming Street. The - -- original location had a safe-slopping sight distance for southbound traffic adequate for vehicles movin�at 55 mph.After we are u -gradient from a signahzed_intersechon,In_the new location, -- our traffic engineer has conservatively calculated.(per AASHTO standards)that the safe stopping sight disfance fora southbo�Bucklan-d-Road.vehicle approaching a vehicle turning left into Buckland Commons,is 60 mph. • G:uobsX3085\DocskApplicatlons\3085 Access Management Narrative 12-13-11.doc : With our left turn in on Buckland Road,the average peak period delay for a southbound vehicle in ; the left lane is less than one second.It gets down to one-half of a second during the Saturday peak. : • Vehicular queuing for the Deming and Buckland Road driveways is adequate,as well as for the Deming Street intersection,especially the westbound Deming approach. Accordingly,the points we wish to make are: 1) The Fire Chief has reviewed our preliminary site plan and concluded that the circulation : system,-with the proposed Buckland and Deming Street driveway movements,provides reasonable fire apparatus access; 2) The Deming Street driveway functions well and does not adversely impact the Deming Street signalized intersection; 3) The Buckland Road driveway functions well without undue delays(average southbound peak hour under one second)and has a safe stopping sight distance to accommodate an oncoming southbound Buckland car travelling 60 mph; 4) The Buckland Road driveway with left turn in and right turn in and out,is absolutely imperative for the economic feasibility of this development.We do not envision retail and office tenants for the two story building,at lease rates justifying the development,unless they see site access meeting their standards to and from the north and south; 5) The access management regulations,embodied within the GD zone and Access Management section,allow for reasonable site access and a reasonable number of driveways,which we are proposing; 6) Our proposal provides and manages access to adjacent development while simultaneously preserving traffic flow in terms of safety,capacity,and speed, 7) The Commission's regulations give it the latitude to allow for the requested Buckland Road driveway and its left turn in,in that the term"reasonable access"is used; 8) The financial institution alone will not support this development. The economics require the second multi-tenant building; 9) Due to the zoning regulatory requirements and the length of the property,and Town staff recommendations, the applicant is being requested to bear the entire expense of sidewalks along the entire frontage,a redundant two way street along the entire frontage,a pedestrian crosswalk with handicap ramp at the Deming Street intersection, and to bring a public : sewer up the entire frontage to serve multiple abutters down Buckland Road who presently have no access to sanitary sewers(this latter item absolutely should have been provided by the Town when the area was rezoned from single family residential to commercial).This : underscores the reasonable application of the regulations to allow for a circulation pattern y - whiclkvt�iil hot be-a deterrent to good_tenans-�aLn reasonable lease rates fora__ _ eve opment of this size; 10) The Commission has reasonably granted waivers in the past,e.g.,the Savings Institute Plaza.on Sullivan Avenue; 11)Our-traffic engineer analyzed a left turn out movement from the Buckland-Road driveway, and recommended to the client that that movement be eliminated from consideration for - - safety and other reasons. The applicant agreed to do so; 12)Per Section 5.5.4 A. Lb.,the Commission may allow up to two driveways on frontages exceeding 450 feet; • 13)Ji order for the subject property to be accessible to the signalized intersection at Cedar(by L.A.Fitness),all three intervening properties to the south of our site will need to e G:Vobsk308SXDocs\ApplicationsX3085 Access Management Narrative 12-13-11.doc developed.At least one of them has been marketed for well over a decade,to no avail. We think it is reasonable to assume it will be a very long time before this occurs,and this justifies our proposed Buckland Road driveway with left turn in,in conjunction with our : traffic engineering conclusions as to its operations; 14)We believe we have met or exceeded the cross access drive requirements; 15)We are asking for a waiver to the Alternative Frontage requirement that we be required to provide sole access from the side street(Deming Street); 16)Our recommended improvements are those which are shown on our plan; 17)These conditions exist which adversely impact the subject property and are not generally : applicable to other properties in the area,i.e.,it is a relatively unique situation; 18)The requested waiver to allow a single access driveway on Buckland Road with left turn in Y and right turn in and out movements,is the minimum deviation from the Access Management regulations to permit reasonable development of the subject property; : 19)if this waiver were not granted,please bear in mind that a southbound motorist in front of our site will have to proceed all the way down to the Pleasant Valley Road intersection in Manchester to find the first intersection allowing a U turn back to our site.U-turns are illegal(and posted as such)at the southbound Buckland Road"signalized intersections with Cedar Avenue(L.A.Fitness),Hemlock Avenue(Highland Park Market),and Tamarack Avenue(Verizon and L.L.Bean). We believe that is a cause for concern.Thank you. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • G:jobs\3085\Docs\Applications\3085 Access Management Narrative 12-13-11.doc Y P.O.BOX 1167 425 SULLNAN AVENUE Iyffl SOUTH WINDSOR,Cr 06074 PHONE:860.291.8755 1"O�IO �S 2to w FA 6 757 5 Anniversary 1986-2011 wwdesignprofessionalsinccom CIVIL & TRAFFIC ENGINEERS/PLANNERS I SURVEYORS/GIS ANALYSTS/ LANDSCAPE ARCHITECTS 0 Serving Connecticut,Massachusetts,&Rhode island • • Buckland Commons • Access Management Plan Modification to Requirements 340&350 Buckland Road South Windsor,Connecticut • DPI Proj.No.3085 December 13,2011 The purpose of this narrative statement is to outline the access management plan for the proposed Buckland Commons 4.349 acre mixed use development at 340&350 Buckland Road,consisting of a 2,000 sq. ft.one story bank building with drive-thru,and a two story commercial building with 9,512 sq. ft. of office space over 7,720 sq. ft. of retail, or 17,232 sq. ft.in the larger building. The overall site will thus have 19,232 sq. ft. of interior space with 87 parking spaces distributed throughout the development. With this plan we are stating our arguments for a modification to allow a single driveway on Buckland Road permitting all movements,save for left turn out,in • addition to our Deming Street access drive. Our plan for access is to provide a single access drive on Deming Street(all movements)opposite a proposed driveway for a proposed and approved assisted living facility,to provide a single access drive on Buckland Road(all movements save for left turn out),and to connect these driveways with the abutting undeveloped properties to the south via a two way 24 feet wide frontage drive roughly paralleling Buckland Road for the entire length of our property(roughly 600 feet). • In discussions with Town staff,we were directed to move our proposed location for the frontage road connection along the southerly property line closer to Buckland Road, i.e.,accommodating a future road connection in the front of the Schiavone property,rather than to the rear.As a consequence,we are now proposing a 24 feet wide two-way driveway commencing at our Deming Street entrance, going through our property on the street side of our two buildings,and then proceeding through future connections to the south through the adjoining properties owned by Schiavone,Messiah Lutheran Church,and Helmar WolFArturo Guerra,down to the signalized intersection-at LA;Fitness(Cedar-Avenue). - - - -"- e Our single proposed driveway on Buckland Road,which was originally proposed for a location approximately 505 feet south of Deming Street,has now been moved an additional 70 feet to our southerly property-line,-at-the direction of Town staff(Town Planner,Town Engineer,and Lt. Richard Bond representing the Traffic Authority). It is now 575 feet from Deming Street.The - - - original-location had a safe stopping sight distance for southbound traffic adequate for vehicles • moving at 55 mph.After_all we are_up-gradient from a signalized intersection-In the new location, our traffic engineer has conservatively calculated(per AASHTO standards)that the safe stopping sight-distance for a southbound Buckland Road vehicle approaching a vehicle turning left into Buckland Commons,is 60 mph. • G:Vobs�3085\Docs�Applicatlonsk3085 Access Management Narrative 12-13-11.doc • e a+ • • • • With our left turn in on Buckland Road,the average peak period delay for a southbound vehicle in the left lane is less than one second.It gets down to one-half of a second during the Saturday peak. • Vehicular queuing for the Deming and Buckland Road driveways is adequate,as well as for the Deming Street intersection,especially the westbound Deming approach. • Accordingly,the points we wish to make are: a 1) The Fire Chief has reviewed our preliminary site plan and concluded that the circulation system,with the proposed Buckland and Deming Street driveway movements,provides reasonable fire apparatus access; 2) The Deming Street driveway functions well and does not adversely impact the Deming • Street signalized intersection; 3) The Buckland Road driveway functions well without undue delays(average southbound peak hour under one second)and has a safe stopping sight distance to accommodate an oncoming southbound Buckland car travelling 60 mph; 4) The Buckland Road driveway with left turn in and right turn in and out,is absolutely imperative for the economic feasibility of this development.We do not envision retail and office tenants for the two story building,at lease rates justifying the development,unless they see site access meeting their standards to and from the north and south; 5) The access management regulations,embodied within the GD zone and Access Management section,allow for reasonable site access and a reasonable number of driveways,which we are proposing; : 6) Our proposal provides and manages access to adjacent development while simultaneously preserving traffic flow in terms of safety, capacity,and speed; 7) The Commission's regulations give it the latitude to allow for the requested Buckland Road : driveway and its left turn in, in that the term"reasonable access"is used, 8) The financial institution alone will not support this development. The economics require the second multi-tenant building; 9) Due to the zoning regulatory requirements and the length of the property, and Town staff recommendations, the applicant is being requested to bear the entire expense of sidewalks along the entire frontage, a redundant two way street along the entire frontage,a pedestrian crosswalk with handicap ramp at the Deming Street intersection, and to bring a public sewer up the entire frontage to serve multiple abutters down Buckland Road who presently have no access to sanitary sewers(this latter item absolutely should have been provided by the Town when the area was rezoned from single family residential to commercial). This underscores the reasonable application of the regulations to allow for a circulation pattern which will not be a deterrent to good tenants-paying reasonable lease rates_fora evelopment of this size; 10) The Commission has reasonably granted waivers in the past,e.g.,the Savings Institute Plaza on Sullivan Avenue; 11)Our traffic engineer analyzed a left turn out movement from the Buckland Road driveway, and recommended to the client that that movement be eliminated from consideration for - - ;- - - safety and other reasons. The applicant agreed-to-do- so; 12)Per Section 5.5.4 A. Lb.,the Commission may allow up to two driveways on frontages exceeding 450 feet; 13)In order for the subject property to be accessible to the signalized intersection at Cedar(by L.A.Fitness),all three intervening properties to the south of our site will need to e • G:Xjobs\3085NDocskApplications\3085 Access Management Narrative 12-13-11.doc P=onab Q, : developed.At least one of them has been marketed for well over a decade,to no avail. We think it is reasonable to assume it will be a very long time before this occurs,and this : justifies our proposed Buckland Road driveway with left turn in,in conjunction with our traffic engineering conclusions as to its operations; 14)We believe we have met or exceeded the cross access drive requirements; 15)We are asking for a waiver to the Alternative Frontage requirement that we be required to provide sole access from the side street(Deming Street); 16)Our recommended improvements are those which are shown on our plan; 17)These conditions exist which adversely impact the subject properly and are not generally applicable to other properties in the area,i.e.,it is a relatively unique situation; : 18)The requested waiver to allow a single access driveway on Buckland Road with left turn in s and right turn in and out movements,is the minimum deviation from the Access Management regulations to permit reasonable development of the subject property; : 19)If this waiver were not granted,please bear in mind that a southbound motorist in front of our site will have to proceed all the way down to the Pleasant Valley Road intersection in Manchester to find the first intersection allowing a U turn back to our site.U-turns are illegal (and posted as such)at the southbound Buckland Road signalized intersections with Cedar Avenue(L.A. Fitness),Hemlock Avenue(Highland Park Market),and Tamarack Avenue(Verizon and L.L.Bean). We believe that is a cause for concern. Thank you. f • • • • • • • • • • • • • • • • • • • • • • • • • • • • e • • • • • • • • • • G:\Jobs\3085\Docs\Appllcations\3085 Access Management Narrative 12-13-11.doc s P.O.BOX 1167 425 SULLIVAN AVENUE i SOUTH WINDSOP,CT 06074 PHONE:860.291.8755 FAX: 8onalsi .8757 c.com www.design professionalsinc.com CIVIL & TRAFFIC ENGINEERS/ PLANNERS/SURVEYORS/ GIS ANALYSTS/ LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode Is/and : December 13,2011 • Michele Lipe AICP Town Planner,Town of South Windsor 1549 Sullivan Avenue South Windsor, CT 06074 Re: Buckland Commons Review Comments DPI Project: 3085 340-350 Sullivan Avenue South Windsor, Connecticut • Dear Ms. Lipe: : Included in this letter are like-numbered responses to your memorandum dated December 6,2011 and a memorandum from Jeff Doolittle, Town Engineer,to your attention dated December 6,2011 for the subject project. Six sets of revised plans(dated December 13,2011) and 2 copies of the revised Drainage Summary Report are attached as requested and for your review. Also attached for your information is a copy of a letter sent from our office to Jeff Folger responding to his comments and summarizing other revisions to the plans. : Response to comments in your memo dated December 6,2011. l. The applicant is requesting a parking waiver of 7 spaces. This is noted on Sheet 1 of the plans. The note can be found beneath the parking calculations.A parking waiver narrative is attached for your review. 2. An Easement Table was added. See Sheet CP-01 of the revised plans. 3. Additional directional signs were added as noted. 4. Sight line distances are shown on Sheet CP-01 of the revised plans. 5. Textured pedestrian crossings were added in the locations noted. See Sheet CP-01. 6. A handicap ramp is provided at the intersection of Buckland Road and Deming Street consistent with the intersection handicap ramps for the properties at the southwest corner and northwest corner of Buckland Road and Deming Street. 7. An Access Management Plan is attached for your review. 8. The access drive was modified as noted. 9. Buckland Road striping has been added to the plans. Traffic Study Comments: 1. The Traffic Report was prepared by Andrew Krar, P.E. Future submissions will contain an engineer seal. 2. Accident data was received from the Town Traffic Authority,Rich Bond, and is being reviewed by this office. : G:\jobs\3085\Docs\Correspondence\3085 Ltr Planning Engineering Response 12131 Ldoc : Response to comments from Jeffrey Doolittle,Town Engineer,dated December 6,2011: 1. Travel Lane striping on Buckland Road and Deming Street are shown on the revised plans. 2. The driveways have been aligned as noted. 3. An Access Management Plan is attached to address this subject. The Buckland Road entrance was moved as far south as practical(approximately 70 feet). 4. The data provided by the Town compared with the data acquired in our research necessitates the verification of the stub location and elevation of the sanitary sewer main on • Deming Street prior to construction. The plans are noted a such. The extent and final • location of the sanitary sewer through the property will be coordinated with the WPCA. e 5. The traffic lane behind the retail building has been widened to 22 feet. 6. The detention basin outlet is designed with a 5 degree V notch weir inlet and a 15"pipe outlet. The detail for the outlet has been revised accordingly. 7. Stop signs have been added as noted. 8. The detention basin outlet pipe has been revised to tie into the catch basin upstream of the subject manhole as discussed with the Town Engineer. The size of the western outlet from : the existing manhole in Deming Street is being verified and will be revised accordingly. 9. A detail has been provided for the retaining walls on the plans (see Sheet CD-01). The elevation of the headwall and retaining walls varies and are indicated in the Grading Plan on Sheet CU-01 10. Riprap is shown on the plan as noted. See Sheet CU-01. 11. Additional spot elevations were added as noted. See Sheet CU-01. 12.A handicap ramp is provided at the intersection of Buckland Road and Deming Street consistent with the intersection handicap ramps for the properties at the southwest corner e and northwest corner of Buckland Road and Deming Street. Please contact me at 860-291-8755 if you have any questions or need anything further. • Sincerely, /etereMallie 0 Attachments: 1. Revised Plans Dated December 13,2011 2. Revised Drainage Summary Report Dated December 13,2011 3. Parking Waiver Narrative 4. Access Management Plan 5. Letter to Jeffrey Folger dated December 7,2011 cc: Bruce Kelley Bob Arsenault, P.E. e • • • • • : G:\jobs\3085\Docs\Correspondence\3085 Ur Planning Engineering Response 12131 Ldoc P.O.BOX 1167 425 SUWVAN AVENUE esign SOUTH WINDSOR,Cr 06074 PHONE:860.291.8755 • th FAX:860.291.8757 SSIO 25 Anniversary 1986-2011 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS I PLANNERS/SURVEYORS/GIS ANALYSTS/ LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode Island 0 • • • Buckland Commons Access Management Plan Modification to Requirements 340&350 Buckland Road South Windsor,Connecticut DPI Proj.No. 3085 December 13,2011 • The purpose of this narrative statement is to outline the access management plan for the proposed Buckland Commons 4.349 acre mixed use development at 340&350 Buckland Road, consisting of a 2,000 sq.ft. one story bank building with drive-thru, and a two story commercial building with 9,512 sq. ft. of office space over 7,720 sq. ft. of retail,or 17,232 sq. ft. in the larger building. The ® overall site will thus have 19,232 sq. ft.of interior space with 87 parking spaces distributed throughout the development. With this plan we are stating our arguments for a modification to allow a single driveway on Buckland Road permitting all movements, save for left turn out,in addition to our Deming Street access drive. Our plan for access is to provide a single access drive on Deming Street(all movements)opposite a proposed driveway for a proposed and approved assisted living facility,to provide a single access drive on Buckland Road(all movements save for left turn out), and to connect these driveways with the abutting undeveloped properties to the south via a two way 24 feet wide frontage drive roughly paralleling Buckland Road for the entire length of our property(roughly 600 feet). In discussions with Town staff,we were directed to move our proposed location for the frontage _ road connection along the southerly property line closer to Buckland Road,i.e.,accommodating a future road connection in the front of the Schiavone property,rather than to the rear.As a consequence,we are now proposing a 24 feet wide two-way driveway commencing at our Deming Street entrance, going through our property on the street side of our two buildings,and then proceeding through future connections to the south through the adjoining properties owned by Schiavone,Messiah Lutheran Church,and Helmar Wolf/Arturo Guerra,down to the signalized intersection at L.A. Fitness(Cedar Avenue). Our single proposed driveway on Buckland Road,which was originally proposed for a location approximately 505 feet south of Deming Street,has now been moved an additional 70 feet to our southerly property line, at the direction of Town staff(Town Planner,Town Engineer, and Lt. Richard Bond representing the Traffic Authority). It is now 575 feet from Deming Street. The original location had a safe stopping sight distance for southbound traffic adequate for vehicles moving at 55 mph.After all,we are up-gradient from a signalized intersection. In the new location, our traffic engineer has conservatively calculated(per AASHTO standards)that the safe stopping sight distance for a southbound Buckland Road vehicle approaching a vehicle turning left into Buckland Commons, is 60 mph. • G:\Jobs\3085\Docs\Applfcations\3085 Access Management Narrative 12-13-11.doc e i : With our left turn in on Buckland Road,the average peak period delay for a southbound vehicle in the left lane is less than one second. It gets down to one-half of a second during the Saturday peak. • Vehicular queuing for the Deming and Buckland Road driveways is adequate, as well as for the Deming Street intersection,especially the westbound Deming approach. Accordingly,the points we wish to make are: : 1) The Fire Chief has reviewed our preliminary site plan and concluded that the circulation system,with the proposed Buckland and Deming Street driveway movements,provides reasonable fire apparatus access; 2) The Deming Street driveway functions well and does not adversely impact the Deming Street signalized intersection; 3) The Buckland Road driveway functions well without undue delays(average southbound peak hour under one second)and has a safe stopping sight distance to accommodate an oncoming southbound Buckland car travelling 60 mph; 4) The Buckland Road driveway with left turn in and right turn in and out,is absolutely © imperative for the economic feasibility of this development. We do not envision retail and a ® office tenants for the two story building,at lease rates justifying the development,unless they see site access meeting their standards to and from the north and south; 5) The access management regulations,embodied within the GD zone and Access Management section,allow for reasonable site access and a reasonable number of driveways,which we are proposing; • 6) Our proposal provides and manages access to adjacent development while simultaneously preserving traffic flow in terms of safety, capacity,and speed; 7) The Commission's regulations give it the latitude to allow for the requested Buckland Road driveway and its left turn in,in that the term"reasonable access"is used; 8) The financial institution alone will not support this development. The economics require the second multi-tenant building; 9) Due to the zoning regulatory requirements and the length of the property, and Town staff ® recommendations, the applicant is being requested to bear the entire expense of sidewalks • along the entire frontage, a redundant two way street along the entire frontage, a pedestrian crosswalk with handicap ramp at the Deming Street intersection, and to bring a public sewer up the entire frontage to serve multiple abutters down Buckland Road who presently have no access to sanitary sewers(this latter item absolutely should have been provided by the Town when the area was rezoned from single family residential to commercial). This ® underscores the reasonable application of the regulations to allow for a circulation pattern which will not be a deterrent to good tenants paying reasonable lease rates for a development of this size; 10) The Commission has reasonably granted waivers in the past,e.g.,the Savings Institute • Plaza.on Sullivan Avenue; 11)Our traffic engineer analyzed a left turn out movement from the Buckland Road driveway, and recommended to the client that that movement be eliminated from consideration for safety and other reasons. The applicant agreed to-do so; - 12)Per Section 5.5.4 A. Lb.,the Commission may allow up to two driveways on frontages exceeding 450 feet; 13)In order for the subject property to be accessible to the signalized intersection at Cedar(by L.A. Fitness),all three intervening properties to the south of our site will need to e • G:\Jobs\3085\Dots\Applications\3085 Access Management Narrative 12-13-11.doc : developed.At least one of them has been marketed for well over a decade,to no avail. We think it is reasonable to assume it will be a very long time before this occurs, and this justifies our proposed Buckland Road driveway with left turn in, in conjunction with our traffic engineering conclusions as to its operations; 14)We believe we have met or exceeded the cross access drive requirements; 15)We are asking for a waiver to the Alternative Frontage requirement that we be required to : provide sole access from the side street(Deming Street); 16)Our recommended improvements are those which are shown on our plan; 17)These conditions exist which adversely impact the subject property and are not generally applicable to other properties in the area,i.e.,it is a relatively unique situation; 18)The requested waiver to allow a single access driveway on Buckland Road with left turn in and right turn in and out movements,is the minimum deviation from the Access Management regulations to permit reasonable development of the subject property; : 19)If this waiver were not granted,please bear in mind that a southbound motorist in front of our site will have to proceed all the way down to the Pleasant Valley Road intersection in Manchester to find the first intersection allowing a U turn back to our site.U-turns are : illegal(and posted as such) at the southbound Buckland Road signalized intersections with Cedar Avenue(L.A. Fitness),Hemlock Avenue(Highland Park Market), and Tamarack • Avenue erizon and L.L.Bean . We believe that is a cause for concern. Thank you. • e • • • • • s • • • • • • • • • • • • • • • • • • • G:\Jobs\3085\Docs\Appllcatlons\3085 Access Management Narrative 12-13-1 t.doc P.O.BOX 1167 425 SULLIVAN AVENUE ■ SOUTH WINDSOP,CT 06074 h PHONE:860.291.8755 r0 1®M1t 25 t"Anniversa 1986-2011 FAX:86o.z9 www.designprofessionalsinc.comcom CIVIL & TRAFFIC ENGINEERS I PLANNERS/SURVEYORS/GIS ANALYSTS I LANDSCAPE ARCHITECTS serving Connecticut,Massachusetts,&Rhode Island • • • Buckland Commons Modification of Parking Requirements 340 &350 Buckland Road South Windsor, Connecticut : DPI Proj.No. 3085 December 13, 2011 The applicant,Buckland Commons,LLC,hereby requests a waiver to Section 6.4.9,Modification : of Minimum Required Parking Spaces for the proposed mixed use commercial development known as Buckland Commons at 340 and 350 Buckland Road in the Gateway Development Zone. • The Planning&Zoning Commission may grant a waiver to the number of required parking spaces, if the Commission deems it in the best interest of the Town. ' We believe the following factors support our request to reduce the number of required spaces from 94 to 87,or a waiver of seven spaces: 1) By reducing the number of parking spaces,it will hold the stormwater runoff rate to a • minimum.; • 2) The zoning data block indicates we have conservatively applied the parking requirement for"retail"to the proposed 7,720 square feet of first floor retail in the building at 340 Buckland Road. "Retail"requires 5 spaces per 1,000 sq. ft. of floor area,or a total of 39 • spaces. Had we applied the"shopping center"parking requirement,at 4 s aces per 1,000 ac g p . p pp pp g P sq. ft.,we would have reduced the requirement to 31 (30.88) spaces, and we would be in full compliance (no waiver required),with one space to the good; • 3) The principals in Buckland Commons,LLC have experience in managing a number of ' retail developments,e. . Town Center(home of the Stop& • South Windsor's office and to p g , (h p Shop supermarket). Similar waivers have been granted for many of these locations,and the • e is rarely at issue; total number of spaces s , p Y • 4) The worst scenario is always when snow piles block out spaces,during heavy snow accumulation periods. Buckland Commons presents ample snow storage areas adjacent to pavement, substantially greater than your typical commercial center,and we thus do not anticipate this will be a problem on this site; 5) Given that this is a mixed use development,we anticipate varying peek demands for parking. For example,we expect that the bulk of the second floor office workers will not be on-site for the busiest retail shopping periods(holidays,Friday evening,and all day Saturday and Sunday). Accordingly,we submit that a waiver is warranted for this site plan application. • G:\Jabs\3085\Docs\Applications\3085 Parking Waiver Narrative 12-13-11.doc P.O.BOX 1167 425 SULLIVAN AVENUE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 OMb 25 t"Anniversary 1986-2011 FAX:86nalsin .com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS/ PLANNERS/SURVEYORS/ GIS ANALYSTS/ LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode Island • • : Buckland Commons Modification of Parking Requirements 340&350 Buckland Road • South Windsor, Connecticut • DPI Proj.No. 3085 December 13,2011 The applicant,Buckland Commons,LLC,hereby requests a waiver to Section 6.4.9,Modification of Minimum Required Parking Spaces for the proposed mixed use commercial development known as Buckland Commons at 340 and 350 Buckland Road in the Gateway Development Zone. The Planning&Zoning Commission ma• anrung g y grant a waiver to the number of required parking spaces, if the Commission deems it in the best interest of the Town. • We believe the following factors support our request to reduce the number of required spaces from 94 to 87,or a waiver of seven spaces: e 1) By reducing the number of parking spaces,it will hold the stormwater runoff rate to a • minimum; 2) The zoning data block indicates we have conservatively applied the parking requirement for"retail"to the proposed 7,720 square feet of first floor retail in the building at 340 • Buckland Road."Retail"requires 5 spaces per 1,000 sq.ft.of floor area,or a total of 39 spaces. Had we applied the"shopping center"parking requirement,at 4 spaces per 1,000 sq. ft.,we would have reduced the requirement to 31 (30.88)spaces, and we would be in full compliance(no waiver required),with one space to the good; 3) The principals in Buckland Commons,LLC have experience in managing a number of South Windsor's office and retail developments, e.g. , Town Center(home of the Stop& Shop supermarket). Similar waivers have been granted for many of these locations,and the total number of spaces is rarely at issue; 4) The worst scenario is always when snow piles block out spaces, during heavy snow accumulation periods. Buckland Commons presents ample snow_storage areas adjacent to avemen subslaritiall-greater than kw typical commercial-center,and we thus do not- -- anticipate this will be a problem on this site; 5) Given that this is a mixed use development, we anticipate varying peek demands for parking. For example,we expect that the bulk of the second floor office workers will not be on site for the busiest retail shopping periods(holidays,Friday evening; and all day Saturday and Sunday). Accordingly,we submit that a waiver is warranted for this site plan application. s e • • G:Uobs\3085XDocs\Applications\3085 Parking Waiver Narrative 12-13-11.doc • a P.O.BOX 1167 425 SULUVAN AVENUE ■ SOUTH WINDSOR,CT 06074 PHONE 860.291.8755 II�O IOrfs'1 .8757 IS FAX:8onalsi c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS/ PLANNERS!SURVEYORS! GIS ANALYSTS/ LANDSCAPE ARCHITECTS 5erving Connecticut, Massachusetts, +! Rhode/stand : December 13,2011 : • Michele Lipe AICP Town Planner,_Town of South Windsor 1549 Sullivan Avenue South Windsor, CT 06074 Re: Buckland Commons Review Comments DPI Project: 3085 340-350 Sullivan Avenue South Windsor, Connecticut • • • Dear Ms. Lipe: Included in this letter are like-numbered responses to your memorandum dated December 6,2011 and a memorandum from Jeff Doolittle, Town Engineer,to your attention dated December 6,2011 for the subject project. Six sets of revised plans(dated December 13,2011)and 2 copies of the revised Drainage Summary Report are attached as requested and for your review. Also attached for your information is a copy of a letter sent from our office to Jeff Folger responding to his comments and summarizing other revisions to the plans. Response to comments in your memo dated December 6, 2011. • 1. The applicant is requesting a parking waiver of 7 spaces. This is noted on Sheet 1 of the plans. The note can be found beneath the parking calculations.A parking waiver narrative is attached for your review. 2. An Easement Table was added. See Sheet CP-01 of the revised plans. 3. Additional directional signs were added as noted. 4. Sight line distances are shown on Sheet CP-01 of the revised plans. 5. Textured pedestrian crossings were added in the locations noted. See Sheet CP-01. 6. A handicap ramp is provided at the intersection of Buckland Road.and Deming Street consistent with the intersection handicap ramps for the properties at the southwest corner • - _ and northwest corner of Buckland Road.anal Deming Street. - --------- -- --- --- --- ---- -- 7. An Access Management Plan is attached for your review. 8. The access drive was modified as noted. : 9. Buckland Road striping has been added to the plans. Traffic Study Comments: - - • 1. The-Traffic Report wasprepared by Andrew Krar,P.E. Future submissions will contain an engineer seal. --- -- ---------- 2. Accident data was received from the Town Traffic Authority,Rich Bond,and is being reviewed by this office. : G:ljobs\30851DocslCorrespondence13085 L r Planning Engineering Response 12131 Ldoc 8 ' e • X Response to comments from Jeffrey Doolittle,Town Engineer,dated December 6,2011: : 1. Travel Lane striping on Buckland Road and Deming Street are shown on the revised plans. 2. The driveways have been aligned as noted. 3. An Access Management Plan is attached to address this subject. The Buckland Road entrance was moved as far south as practical (approximately 70 feet). 4. The data provided by the Town compared with the data acquired in our research : necessitates the verification of the stub location and elevation of the sanitary sewer main on Deming Street prior to construction. The plans are noted a such. The extent and final location of the sanitary sewer through the property will be coordinated with the WPCA. 5. The traffic lane behind the retail building has been widened to 22 feet. 6. The detention basin outlet is designed with a 5 degree V notch weir inlet and a 15"pipe outlet. The detail for the outlet has been revised accordingly. 7. Stop signs have been added as noted. : 8. The detention basin outlet pipe has been revised to tie into the catch basin upstream of the subject manhole as discussed with the Town Engineer. The size of the western outlet from : the existing manhole in Deming Street is being verified and will be revised accordingly. 9. A detail has been provided for the retaining walls on the plans(see Sheet CD-01). The elevation of the headwall and retaining walls varies and are indicated in the Grading Plan on Sheet CU-01 10. Riprap is shown on the plan as noted. See Sheet CU-01. 11.Additional spot elevations were added as noted. See Sheet CU-01. 12.A handicap ramp is provided at the intersection of Buckland Road and Deming Street consistent with the intersection handicap ramps for the properties at the southwest corner : and northwest corner of Buckland Road and Deming Street. Please contact me at 860-291-8755 if you have any questions or need anything further. • Sincerely, . eter DeMallie Attachments: 1. Revised Plans Dated December 13,2011 2. Revised Drainage Summary Report Dated December 13,2011 3.Parking Waiver Narrative • 4:A-cness Management Plan -- - 5. Letter to Jeffrey Folger dated December 7,2011 cc: Bruce Kelley • Bob Arsenault,P.E. � o • • • • G:kjob0085\Docs\Correspondence\3085 Ur Planning Engineering Response 121311.doc P.O.BOX 1167 425 SULLNAN AVENUE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 1'i0'�eSSl01'ta�S 25 t"Anniversa 1986-2011 FAX'86nalsin .com ,7 www.designprofessionalslnc.com CIVIL & TRAFFIC ENGINEERS/PLANNERS i SURVEYORS/GIS ANALYSTS/ LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode Island • e • Buckland Commons Modification of Parking Requirements 340&350Buckland Road. : South Windsor,Connecticut DPI Proj.No. 3085 December 13,2011 The applicant,Buckland Commons,LLC,hereby requests a waiver to Section 6.4.9,Modification of Minimum Required Parking Spaces for the proposed mixed use commercial development known as Buckland Commons at 340 and 350 Buckland Road in the Gateway Development Zone. : • The Planning&Zoning Commission may grant a waiver to the number of required parking spaces, if the Commission deems it in the best interest of the Town. We believe the following factors support our request to reduce the number of required spaces from 94 to 87,or a waiver of seven spaces: 1) By reducing the number of parking spaces,it will hold the stormwater runoff rate to a • minimum; 2) The zoning data block indicates we have conservatively applied the parking requirement for"retail"to the proposed 7,720 square feet of first floor retail in the building at 340 • Buckland Road "Retail"requires 5 spaces per 1,000 sq.& of floor area,or a total of 39 spaces.Had we applied the"shopping center"parking requirement,at 4 spaces per 1,000 sq.ft.;we would have reduced the requirement to 31 (30.88)spaces,and we would be in Rill compliance(no waiver required),with one space to the good; 3) The principals in Buckland Commons,LLC have'experience in managing a number of South Windsor's office and retail developments,e.g. ,Town Center(home of the Stop& Shop supermarket). Similar waivers have been granted for many of these locations,and the total number of spaces is rarely at issue; 4) The worst scenario is always when snow piles block out spaces,during heavy snow : accumulation periods.Buckland Common_s presents ample snow storage areas adjacent to • - vemen subsfiall— ewer than our- - 1 cal commercial center and we thus do not _ — anticipate this will be a problem on this site; 5) Given that this is a mixed use development,we anticipate varying peek demands for parking.For example,we expect that the bulk of the second floor office workers will not be -on-site for the-busiest retail-shopping periods(holidays,Friday evening,anal all day Saturday and Sunday). - - • • Accordingly,we submit that a waiver is warranted for this site plan application. • • • • G:Uobs\3085kDocs\Applicatlonsi3085 Parking Waiver Narrative 12-13-11.doc ZONING DATA: BUCKLAND ROAD GATEWAY DEVELOP E TZONE PROPOSED REQUIRED 3.0 ACRES 5.759 ACRES 'TE ANCH®R FOR END RAIL MIN.LOT SIZE 200 FEET 387.87 FEET MIN.LOT FRONTAGE 200 FEET 621 FEET SITE SIGN CONFORMING TO MIN.LOT DEPTH 0 FEET 67A FEET THE ZOINING REGULATIONS MIN,FRONT SETBACK 10 FEET 109 FEET MIN.REAR SETBACK 25 FEET 25 FET SIGN MIN.SIDE SETBACK i BUILDING SIZE(GFA) t ARROW BUILDING A-11,220 SF(RETAIL) � BUILDING B-16,530 SF(RETAIL) 27,750 SF ITE STOP BAR TOTAL 60 FEET 37.5 FEET OW PAINTED LINE MAX.BUILDING HEIGHT 4 STORIES 1 STORY ,INTO LINE MAX.STORIES 65 54.275 MAX.LOT COVERAGE* INCRETE SPACES12 NSF WIU.IAM J. KRAWSKI NUMBER OF PARKING SPACE 111 SPACES 1 4.011,000 SF 100/0' 10.4% VOL. 451 PAGE 89 MIN.LANDSCAPE PARKING AREA ;-SEE LIGHTING PLAN *LOT COVERAGE C D ULLAOPMENARE BASED ON THE OVERALL 'NORTHERN HILLS' **REQUIRED LOT C GD ZONE IS 60°k PLUS 5°!°BONUS FOR OVERAGE IN CONSOLIDATED PARCELS � ti$ � 5.759 s �— ACRE - -72 WL N. WITHIN THE 1 0 EAR NONE OF THIS PROP WL-40 S C S 1f1l� flfr-� S fL- CARE OF I..AURENCE RUSINOW 555 MAIN STEET + +� MANCHESTER, CT. 06040 860-643-6100 L-70 1111� 111 ' � wL-41 ,Z GENERAL NOTES RESPONSIBLE F IBTaINI c . f.`iHE DEVELOPER/REQUIRED TOWN. STATE OR FEDERA P MITS RII APPLICABLE REQU j 1 ' 13EGINING OF ANY SITE WORK. WL- TI►E LOCATION OF ALL EXISTING UTILITIES SH OXIM� '! t ' AVAILABLE DATA. THE LOCATIONS'm ANY CONSTRU Page 1 of 1 L.ipe, Michele From: Judy Schuler[JSchuler@designprofessionalsinc.com] Sent: Friday, December 09, 2011 12:23 PM To: Doolittle,Jeffrey; Lipe, Michele Cc: Ben Wheeler; Peter DeMallie;Andrew Krar Subject: Buckland Commons Modifications Attachments: 3085 Revisions Per Town 120911.pdf Michele and Jeff, Attached is a PDF of the Buckland Commons site for your review. Revisions were made to the plan based on comments received from your office. As you are aware, our goal is to submit revised sets of plans on Tuesday(Dec 13th)which include these changes. It is our understanding that Jeff will be unavailable all next week;consequently,we are submitting this plan today so that Jeff may have an opportunity to review our revisions. We would greatly appreciate his feedback to prepare for the PZC meeting on Tuesday. I will follow-up with a phone call to your office today to discuss the plan with you. Here are a summary of the changes: 1. The Buckland Street Entrance was moved as far south as practical and the associated internal driveways and signage have been modified. 2. Four parking spaces in the same row as the Dumpster Pad were removed and the retaining wall was adjusted in this area accordingly. 3. To offset parking lost by revising the Buckland entrance and removing the four spaces noted above,we added parking spaces along the southern property line. We were also able to add one space along the north side of the retail building. 87 parking spaces were in our original plan and 87 spaces are provided in the attached plan. 4. We increased the width of the access drive behind the retail building from 20 feet to 22 feet. 5. The Deming Street entrance drive was moved to align with a previously approved site driveway for the property to the north. You will be hearing from me shortly, but if you have questions or need anything further, please contact me at my cell number at 860-301-0261. 1 am available to discuss the plan with you at anytime. Thanks in advance for your attention to this project given the tight timeframe. ` Best, Judy Judy Schuler, P.E. Project Manager Design Professionals, Unc. CIVIL&TRAFFIC ENGINEERS/PLANNERS/SURVEYORS 1013 1 LANDSCAPE ARCHITECTS Serving connectfcut,Massachusetts,&Rhode Island P.O.Box 1167 860.291.8755 phone 425 Sullivan Avenue 860.291.8757 fax South Windsor,CT 06074 www.desianorofessionaistEc.com CONFIDENTIALITY NOTICE:This e-mail message is intended only for the person or entity to which it is addressed and may contain contidengal and/or privileged material. Arry unauthorized review,use,disclosure or distribution is prohibited.if you are not the intended recipient,please contact the sender by reply e-mail and destroy all copies of the original message. 12/12/2011 South • • Planning Department Memo TO: Peter DeMallie From: Michele R.Lipe AICP,Town Planner Date: 12/6/2011 Re: Appi#11-38P, Buckland Commons Site Review Comments Below are comments from the Planning Department regarding the above referenced application. Once you have received all staff comments,please make the necessary revisions and submit 6(six)complete set of plans to the Planning Department. Engineering comments will be forthcoming under a separate memo. 1. Zoning Data Table—the parking waiver should be noted as requested under section 6.4.3.B and criteria for waiver requested should be addressed. 2. As easement table showing grantor/grantee of any easement existing or proposed should be provided on the plans. 3. The traffic pattern on site seemed very tight. Directional signage should be clarified on the plans. 4. Site line distance should be shown for the new driveways. 5. A pedestrian linkage should be provided from the proposed sidewalk along Buckland Road to the retail development and bank development. A crosswalk should be provided in the parking area and consideration should be given to making it some sort of texture pavement or a raised crosswalk. This will also serve to provide some traffic calming along this access drive. 6. A crosswalk and pedestrian crossing should be provided at the intersection of Deming Street and Buckland Road. 7. Access management regulations, Section 5.5 of the zoning regulations, apply to this site as a new driveway cut is being proposed onto Buckland Road.This plan does not appear to be in compliance with the requirements of Section 5.5 Access Management. Note in particular Section G governing access management provisions when alternative frontage is present. This limits access to this site to be exclusively from Deming Street. A modification to this requirement may be requested under Section 5.6.4.1. Please provide required information for review. 8. The access drive onto Deming Street must line up with the approved access drive for the property to the north. 9. Buckland Road lane striping should be shown on the plans to help evaluate of the left turn into the site. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext 252 Fax 860-644-7280 e-mail Michele.lipeCa-southwindsororg 0 Page 1 Traffic Study Section 6.1.5 requires that a traffic report be prepared by a professional engineer and should have the engineer seal on the report. Accidents in the vicinity of the site were not addressed. Staff have a concern with left had tums Into the site in the south bound direction with the driveway in the current Nation shown on the plans. •Page 2 MEMORANDUM To: Michele Lipe,Town Planner Jeff Folger,Senior Environmental Planner From: Jeffrey Doolittle,gown Engineer, ( D Bobb Grillo, Project Engineer " Date: 12/6/11 RE: Application 11-38P, Buckland Commons, Buckland & Deming Engineering has reviewed the site plan modification for the above application and has the following comments: 1. The travel lanes should be shown on Deming Street and Buckland Road. 2. The driveway on Deming Street needs to be aligned with the driveway for the proposed Sunrise Senior Living site at 200 Deming Street. This is centered about 20 ft east of the driveway shown. 3. The Buckland Road access should be revised to accommodate right turns in and out only. Left turns in will likely be difficult and may create hazards with the high traffic volumes on Buckland Road. Left turns out need to be prohibited with a single lane turning right and a raised island to make left turns difficult. If the applicant wants to make provisions for left turns in,they must demonstrate the need and that this turn can be done safely. Moving this driveway to the southern property line should improve conditions for left turn in. 4. The sewer main should be a continuation of the existing pipe across Deming Street. Our plans show this pipe ending in a different location. This should extend to the southern property line,with a stub pipe about 10 feet deep to the south and a sewer easement should be provided to the Town. Moving this sewer pipe closer to Buckland Road is suggested. 5. The lane behind or east of the building should be widened for two way traffic or to allow a car to pass a parked delivery vehicle. This would improve traffic circulation around the site. 6. The plan details and the drainage report should clearly describe the detention basin outlet structure,which appears to have a 2.5' or 36"high outlet of unknown shape and a 15" pipe inlet. , 7. Install stop signs at the exit to the bank drive through and bypass lane. 1 L R D 8. The proposed 15" pipe connection to the manhole in Deming Street will not physically fit in this manhole. A different connection should be proposed, such as a manhole connection to the proposed 36" pipe. The western outlet from the existing manhole in Deming Street is a 42"pipe, not a 36" pipe. 9. Details should be provided for the proposed headwall and retaining walls, including top and bottom of wall elevations. 10. Riprap should be shown at the 36"pipe inlet. 11. Some additional spot elevations should be shown for the parking spaces immediately south of the larger building and at the island across from the Buckland Road access,to ensure that the water does not get trapped by the curbs. 12. The sidewalk along Buckland Road should end in a handicap ramp and painted crosswalk for pedestrians to cross Buckland Road. Please let.me know if you have any questions. 2 !4 rRECEIVEDV , 5J '1U11 SOUTH WIN060R PLANNING DER Traffic Impact Report Buckland Commons 350 Buckland Road South Windsor, Connecticut Prepared by: Design Professionals, Inc. 425 Sullivan Avenue n South Windsor, CT 06074 1Is October 28,2011 Y. Y Table of Contents Section 1 Introduction 2 Traffic Study Area 3 Roadway Network 4 Background Traffic 5 Site-Generated Traffic&Distribution IU ` 6 Combined Traffic 1^ 7 Tmffi.c Operations Analysis 8 Sight Line Analysis 9 Conclusion List of Mgures 1 Background Traffic(A.M.) 2 Background Traffic(P.M.) 3 Background Traffic(Saturday) 4 Distribution of Site Generated Traffic(A.M.) 5 Distribution of Site Generated Traffic(P.M.) 6 Distribution of Site Generated Traffic(Saturday) 7 Site Generated.Traffic(A.M.) 8 Site Generated.Traffic(P.M.) 9 Site Generated.Traffic(Saturday) 10 Combined Traffic(A.M.) 11 Combined Traffic(P.M.) 12 Combined Traffic(Saturday) Appendices Site Vicinity Map A Trip Generation Computations B Synchro Background 2013 A.M. C Background 2013 P.M. D Background 2013 Saturday E Combined A.M. g Combined P.M. G Combined Saturday H Level of Service Summary I rt Y 1.Introduction Buckland Commons,LLC. is proposing to develop a 4.35 acre parcel of property located at 350 Buckland Road in South Windsor. The property is at the southeast corner of Buckland Road and Deming Street. A site vicinity map is provided as Appendix A The development will consist of two buildings. One building will be a single story 2,000 s.f, bank with drive-thru availability,the other will be 2-stories;with 7,400 s.f of retail space at ground level and 9,512 s.f, of office space on the second floor. The site will be served by 87 paved parking stalls with drive aisles. Two driveways will serve vehicular access. One driveway will connect to Buckland Road with an entrance approximately 500 feet south ofDeming Street, and the other driveway will connect to Deming Street with an entrance approximately 180 feet east of Buckland Road. This report documents the findings of a traffic study related to the proposed land development described above, as required for Planning and Zoning Commission site plan approval.It is intended for submission to local authorities for land use approvals only and shall not be used for any other purpose. 2. Traffic Study Area The boundaries for this study were determined based on projected traffic impacts of the proposed development on the surrounding roadway network. The following intersections with intermittent roadway links were evaluated: Buckland Road with Hemlock Avenue Buckland Road with Cedar Avenue Buckland Road with Deming Street Buckland Road with the Terry Office Park Driveway Deming Street with Tamarack Avenue In addition to the existing intersections, the two intersections created by the proposed driveways with Buckland road and Deming Street were also evaluated. See Appendix A for site vicinity map. 3. Roadway Network MC roadways: ,p, V Buckland Road is locally maintained and traverses north-south. The way provides two thru lanes in each direction divided by a double yell additional turning lanes are present at intersections. The posted speed 1111111L is 40 Milo per hour. Land uses along Buckland Road in the vicinity of the site are prim mmercial with some residences. Buckland Road is a major corridor servicing commuters that access Interstate i n r 84 and also for motorists destined for retail establishments at Evergreen Walk and the Buckland Hills Regional Mall in Manchester. Deming Street is locally maintained and traverses east-west. The ro primarily se s as access for residential uses. Two travel lanes are provided in each direction a double yellow centerline. The posted speed limit is 25 miles per hour. Intersections: 15 Y" Buckland Road with HemlockAvenue: This is a three-way signalized intersection.Buckland Road provides two lanes of traffic in each thru direction with a dedicated left turning lane northbound for turns to Hemlock Avenue.There is a dedicated left turning lane southbound for future development. Hemlock Avenue provides one travel lane westbound and two approach lanes eastbound to the intersection,one for exclusive left turns and the other for exclusive right turns. Hemlock Avenue is privately owned and is a major driveway to Evergreen Walk. Buckland Road with Cedar Avenue: This is a three-way signalized intersection.Buckland Road provides two lanes of traffic in each thru direction with a dedicated left turning lane northbound for turns to Cedar Avenue. There is a right turn lane southbound serving movements to Cedar Avenue. Similar to the Buckland/Hemlock intersection,there is a dedicated left turn lane southbound for a possible future development east of Buckland Road. Cedar Avenue provides one travel lane westbound and two approach lanes eastbound to the intersection, one for exclusive left turns and the other for exclusive right turns. Cedar Avenue functions as access to Evergreen Walk,and serves much of the traffic to the L.A. Fitness health club. Buckland Road with Deming Street. This is a four-way signalized.intersection.Buckland Road provides two lanes of traffic in each thru direction with dedicated left turn lanes both north-and southbound for maneuvers to Deming Street.Deming Street provides one travel lane for intersection thru maneuvers. The eastbound approach to Buckland Road has separate right and left turning lanes. The westbound approach includes a dedicated left turn lane. Buckland Road with Teary Office Park Driveway. This is a three-way signalized intersection.Buckland Road provides two lanes in each thru direction with a dedicated left turning lane northbound for turns to Terry Office Park. The driveway provides two travel lanes westbound(inbound). The eastbound approach to Buckland Road includes two lanes,one for exclusive left turns and the other for exclusive right turns to Buckland Road.Primary tenants served by the Terry Office Park driveway include the First Niagara Bank and Stop and Shop. y 7 Denning Street with Tamarack Avenue: This is a three-way unsignalized intersection.A stop sign controls the Tamarack Avenue approach,while Deming Street operates free.Deming Street provides one lane of traffic eastbound west of Tamarack Avenue, and two travel lanes east of the intersection. Westbound Deming Street provides one travel lane through the intersection with a dedicated left turning lane for maneuvers to Tamarack Avenue. Tamarack Avenue provides two approach lanes to Deming Street each for turning movements. Buckland Road with Site Driveway(Proposed): The proposed Buckland Road driveway is approximately 500 feet south of the D g Street intersection. The driveway's VLe ed geometry and signing isco eft turning movements to Buckland Rocand right turns inbound,and ri outbound turning movements will be permitted. One lane will be provided in each direction. W u VA Denting Street with Site Driveway(Proposed): The proposed Deming Street driveway is approximately 180 feet east of the Deming Street intersection. One approach lane will be provided in each direction.No turning movements are proposed to be prohibited. 4.Background Traffic Background traffic is defined as the traffic conditions on an existing roadway network that would exist at the time of a proposed facility's opening even if such facility was never built.At this time,Buckland Commons,LLC anticipates that the 350 Buckland Road development will be complete and fully occupied in 2013. The anticipated traffic conditions surrounding the development for 2013 are primarily based upon projections outlined in a Traffic Impact Report prepared for the Town Square at Evergreen Walk project,by URS dated August 8,2011. The 2013 Combined Traffic (with improvements)volumes and signal modeling data presented in the URS report were used as information while developing the 2013 background traffic modeling for this traffic impact report Buckland Commons will be located adjacent to Buckland Road,with peak traffic periods consistent with the morning and afternoon work commutes,as well as the peak Saturday shopping hours. In order to capture a good indication of traffic conditions,the hours during these periods were evaluated as part of this study.The 2013 background traffic volumes are presented on the maps in Figures 1,2,and 3 below. t r BACKGROUND CONDITIONS 2013 (A.M.) EWNGTON ROAD RTE. 30 N LL�OD TERRY OFFICE PARK 75 104� o � / W 0 Sr 1�r22 m 1 s� N��r2 40 -J I L -3427 � r N N SITE DRIVEWAY 4� 0 36--► 4 r 134—� I I rs a ��^ SITE a a cr wo 0 } I SITE DRIVEWAY m CEDAR AVENUE 20 25 N m M O1Ni HEMLOCK AVENUE DRIVEWAY 20- } NOTE, 6 N TRAFFIC VOLUME DATA TAKEN FROM 'TRAFFIC IMPACT REPORT' FOR THE TOWN SQUARE AT EVERGREEN WALK, FIGURE 1 PREPARED BY URS, DATED AUGUST 8, 2011 Tal. 860.2n1.87W Fax 880.291.8757 BUCKLAN© COMMONS civil & traffic engineers surveyors 350 BLICKLAND ROAD 1 landscape architects planners•gis gps SOUTH WINOSOR CONNECTtCUT 425 Sullivan Avenue, P.O. Box 1167,South Windsor, Conneotiaut 06074 BACKGROUND CONDITIONS 2013 (P.M.) EWNGTON ROAD DRTE. 30 in rn TERRY OFFICE PARK 75 104� o Cq � � Ir N 0 DihC ST 194 SO~ u1 NOS 31 27 45 N dN SITE DRIVEWAY 193 y 23 Q 60—► 126� I I �03 no Q Q o 0 } I SITE DRIVEWAY LOo to 10 CEDAR AVENUE 44—� t 69� to �CO ma HEMLOCK AVENUE DRIVEWAY 130 NOM, 175 to TRAFFIC VOWME DATA TAKEN FROM 'TRAFFIC IMPACT REPORT' `r FOR THE TOWN SQUARE AT EVERGREEN WALK, FIGURE 2 PREPARED BY URS, DATED AUGUST 8, 2011 Tel. WD•"1.87W Fox 880.2p,•8787 BUCKL AND COMMONS civil & traffic engineers surveyors 350 BUCKLAND ROAD landscape architect-s planners•gis gps SOUTH WINDSOR CONNECTICUT 425 Sullivan Avenue. P.O. Box 1167, South Windsor, Can 06074 BACKGROUND CONDITIONS 2013 (SATURDAY) UNGTON ROAD RTE. 30 FEL 0 N �O OD TERRY OFFICE PARK 59 130- f 0 Mw 0 D�INc Sit }724 27~ �'09 to OM 03 m + � L23 -75 rn SITE DRIVEWAY N 98� �� Z 1� - tr 0) �02 SITE Cr00 M � r U Cr a a 00 to ra- o I 1 I-� 0 } r SITE DRIVEWAY M O O n �p CEDAR AVENUE 38 . 7s—� �CD N O JI HEMLOCK AVENUE DRIVEWAY 152--J '] f NOTES 243� to N TRAFFIC VOLUME DATA TAKEN FROM 'TRAFFIC IMPACT REPORT' m FOR THE TOWN SQUARE AT EVERGREEN WALK. FIGURE 3 PREPARED BY URS, DATED AUGUST 8, 2011 Tel. 8W-291-S7S5 Fax 865-201.8757 BUCKLAND COMMONS - -main civil & traffic engineers surveyors 350 BUCKLAND ROAD landscape architects planners-gis gps SOUTH 1MNDSOR CONNE£TICUT 425 Sullivan Avenue. P.O. Box 1167. South Windsor. Connecticut 08074 e � fix.. 5. Site Generated Traffic&Distribution: Volumes The Institute of Transportation Engineers(ITE)publishes trip generation data that has over the years, been voluntarily submitted by various state and local governmental agencies, consulting firms,university and colleges, developers, etc. The compilation of the data is published in their Trip Generation report. This document provides traffic engineers and planning officials a guide to help determine vehicular trip generation rates for numerous proposed building types and land uses. The seventh edition of Trip Generation was consulted in this traffic study. Trip Generation uses statistical regression equations to compute 2-way,24-hour traffic volumes and peak hour volumes produced by a given building type or land use. These traffic volumes are then split by ratios that represent entering and existing traffic. The two buildings proposed at Buckland Commons will include a bank,retail space,and offices. Table 1 summarizes the proposed development by component with assigned uses as reported by Trip Generation. TABLE 1 Building Area Trip Generation Component Sq.Ft. Land Use Bank 2,000 Drive-in Bank Office 9,512 General Office Building Retail 7,400 Shopping Center The traffic generated by building components was computed and totals added together. Refer to Appendix B for Trip Generation computations. Table 2 below summarizes the proposed site generated traffic. TABLE 2 A.M.Weekday P.M.Weekday Saturday Building Area Peak Hour(vehicles) Peak Hour(vehicles) Peak Hour(vehicles) Com onent (Sq. Ft.) Enter Exit Total Enter Exit Total Enter Exit Total Bank 2,000 33 31 64 55 52 107 38 36 74 Office 9,512 26 3 29 2 12 14 3 2 5 Retail 7,400 12 10 22 16 17 33 19 18 37 Total 18,912 71 44 115 73 81 154 60 56 116 i Distribution: The site generated traffic distribution patterns were primarily developed by following background traffic patterns depicted in Figures 1,2,and 3,with the following exceptions: 1. All Buckland Road northbound traffic entering the site will turn right into the site driveway on Buckland Road. 2. Buckland Road southbound traffic entering the retail/office building will proceed thru the Deming Street intersection and turn left into the site driveway on Buckland Road. Traffic entering the bank will turn left at Deming Street, and turn right into the site driveway on Deming Street. 3. Deming Street eastbound traffic entering the retail/office building will turn right at Buckland Road,and left into the site driveway with Buckland Road. Traffic entering the bank-will proceed through the Buckland Road intersection, and turn right into the site driveway with Deming Street. 4. All traffic exiting the bank will use the Deming Street driveway. 5. All traffic exiting the site destined for Buckland Road southbound will use the Deming Street driveway. 6. All traffic exiting the retail/office building destined for Buckland Road northbound or Deming Street westbound will use the Buckland Road driveway. Figures 4,5,and 6,present the directional distribution of site generated traffic for the A.M.,P.M.,and Saturday peak periods. The site generated traffic volumes were then applied to the roadway network following directional distribution patterns. Figures 7, 8, and 9, depict the site generated traffic volumes for the same periods. DISTRIBUTION OF SITE GENERATED TRAFFIC (A.M.) (%) ENTERING & % EXITING F-EMWNGTON ROAD RTE. 30 f�i TERRY OFFICE PARK � 0_ Go D ING 3 0 Go 009•) Y U l�s tO cl c m L15% 547. SITE DRIVEWAY w �5_,J �?7y,)'y Q N°' SITE Y U Q a i � } r SITE DRIVEWAY iR (o M N 1[i CEDAR AVENUE i (1%)— T N M v 0 8�O N� � i HEMLOCK AVENUE DRIVEWAY t1%)� r`5 FIGURE 4 - - Tay .�,.5755 BUCKLAAW COMMONS Fax 860.291.8757 �civil 6traffic engineers . ,surveyors 350 I��Jt�KLAND ROAD ' landscape architects •planners•gis•cut sou R CONNEMCM 425 Sullivan-Avenue, P.O. Box 1187, South Windsor, Connecticut 08074 i DISTRIBUTION OF SITE GENERATED TRAFFIC (P.M.) (%) ENTERING & % EXITING EWNGTON ROAD RTE 30 E g v TERRY OFFICE PARK t4�� o Ir N U Cq I.1.I .-J 1 L. ~157 45% SITE DRIVEWAY 5 —► r 3 I a "� SITE a r � e r 6� �N L L 16% fI SITE DRIVEWAY v M� CEDAR AVENUE (2%) f N v e bn u)M HEMLOCK AVENUE j DRIVEWAY t5%) FIGURE 5 Fat.x 86 Z�•2019,.8757 0.27 BUCKLA" COMMONS civil @traffic engineers . surveyors landscape architects •planners egte•Spa R 425 SulMn Avenue, P.O. Box 1167, South wtndso. Connecticut 08074 CONNECT CM FDBUTION OF SITE GENERATED TRAFFIC (SATURDAY) (%) ENTERING & % EXITING RTE. 30 til TERRY OFnCE PARK � 5 0 N rsg m 477. vv �1s% y SITE DRIVEWAY z � f(st) Q ^� SITE U a r 4 ^ Co ao 1 L-� 15% I SITE DRIVEWAY oeq M CEDAR AVENUE {2� e M HEMLOCK AVENUE DRIVEWAY C6; FIGURE 6 Tel. • BW 291 8787 2 .1.87 Fox BBD BUCKLAND-COMMONS �y - - - 3-50 B 14J C1LO11aA lLd� ROAD civil fi traffic engineers . surveyors landscape architects planners-gig•gps 425 Sullivan Avenue, P.O. Box 1187• South Wlndeoq ConneoUcut 08074 SOUM ENMR CONNrrMCM 1 SITE GENERATED TRAFFIC (A.M.) F (%) ENTERING & % EXITING EWNGTON ROAD RTE. 30 M v TERRY OFFICE PARK `3,� 0a 0 � r A I L �-24 s f-7 SITE DRIVEWAY Z, 1,715- r (4) Q SITE Y U Q Q N N N 5 } r SITE DRIVEWAY m N M N CEDAR AVENUE —j —1 t LO N v N .— *, 1 HEMLOCK AVENUE DRIVEWAY N v FIGURE 7 Tel. 880.291•s755 Fax 880.28i.8787Onaft BUCKLAAW COMMIoNS civil ft traffic engineers .surveyors landscape architects •planners•gis.gps �vj.H R 425 Sullivan Avenue. P.O. Box 1167. South Windsor. Connecticut 06074 CONNI:IMMIT ' SITE GENERATED TRAFFIC (P.M.) (%) ENTERING & % EXITING EWNGTON ROAD RTE. 30 rn N v TERRY OFFICE PARK f� O N a U vv �14 12 36 SITE DRIVEWAY w v 2 - (23) Q SITE U a a ra- n �13 SI SITE DRIVEWAY N M v N M CEDAR AVENUE y M v O 1 HEMLOCK AVENUE DRIVEWAY (4) v FIGURE 8 Teo 860•291.8755 Fax �.291.8757 BUCKLA" COMMONS civil fr traffic engineers . surveyors 350 Bt, CKLAND ROAD landscape architects . planners•gim.gpa R ■� 425 Sullivan Avenue. P.O. Box 1167. South Windsor, CanneWaut 06074 CONNMMI i SITE GENERATED TRAFFIC (SATURDAY) (%) ENTERING & % EXITING ELLINGTON ROAD RTE. 30 LO N v TERRY OFFICE PARK J 0 Ir O4�tlNc S (3) Y T U ^ � r � i L �-9 r-26 ^ SITE DRIVEWAY Z (3 Q SITE a � r Q M F ^ J O rSITE DRIVEWAY L� o� N CEDAR AVENUE y N O M N -11 HEMLOCK AVENUE DRIVEWAY (4)—J I N v FIGURE 9 Tel. WD•291.87.M Fax WO 291.9767 _BUCKLAAW COMMONS clvil ft traffic engineers .surveyors 350 II$i(JCKLA`I�D ROAD landscape architects •planners•gis•gps *� 'A� 425 SuOivan Avenue, P_0. Box 1167. South Wtndmw. Connecticut OW74 BO M R CONNEMCM s ++ 6. Combined Traffic The combined traffic volumes consist of adding the background and site generated traffic.Figures 10, 11, and 12,represent the weekday A.M. and P.M.,and Saturday peak hour combined traffic volumes. i w COMBINED TRAFFIC 2013 (A.M.) EWNGTON ROAD RTE. 30 M m 00 TERRY OFFICE PARK 75 107 0 In z O �Nc S fir 17 cYgi �sd NCMON # 46 � r ] I -6419 N N SITE DRIVEWAY 1 39--► g z138-4 f r ^1lg a � r 00 Q f, N �5 fr SITE DRIVEWAY tp N m �p N tl (0 CEDAR AVENUE 21—J f 25 N� M rn _ � 21--J f 6� �Co Co FIGURE 10 87 1% W.�1.8757 Fox BUCKLAND COMMONS Fax BBO.291 bs- 1 civil & traffic engineers • surveyors 350 BUCKLAaV�YT�� ROAD landscape architects •planners•gis• SOLMH R COMEG` = 425 Sullivan Avenue,- P.O. Box 1167. South yy►ndeo, Co��e��cut} 06074 � r COMBINED TRAFFIC 2013 (P.M.) EWNGTON ROAD RTE. 30 aIT TERRY OMCE PARK 75—J 107--j O NI 7 Z FMIN�S � g �l 0 �4� Moa m N �--8, N SITE DRIVEWAY 23 w �ff— to 23 64 z ,28� an 3a3 U Q Q N co a v r to N to �13 } I SITE DRIVEWAY U)NN n 00 n CEDAR AVENUE 45-1 71 69-1 00 n Into HEMLOCK AVENUE DRIVEWAY 134 175� Cq C' FIGURE 11 e�o.29]•87gg Fox BUCKLAND COMMONS Fax 8B0.29i•8787 civil ft traffic engineers . surveyors landscape architects1137. • Windrs sor. Lonna •cut �UM R � �� 425 Sullivan_Avenue,_P O.Box 11137. South yVtndsor, Connecticut 0�74 - - - - - COMBINED TRAFFIC 2013 (SATURDAY) EWNGTON ROAD RTE. 30 n 0 TERRY OFFICE PARK 59� 133 Q on T N K W 13 °�MiNc S it r2i 13 8 m 101 SITE DRIVEWAY N 144 30--► 2 _ z 92 f r 322 to Y °n SITE Q � M ~ Of O } r SITE DRIVEWAY M N O N n CEDAR AVENUE 1 39� 78 v� i�m m HEMLOCK AVENUE DRIVEWAY 156� 243 m 04 rn FIGURE 12 Tel. 860•201.117 Fax 8B6.281.878P BUCKLAND COMMONS LS civil ittraffic engineers . surveyors 350 BUCKLAND ®AD landscape architects •planners•gis•gps �v.1,H R �N1vECTYC 425 Suipvan Avenue, P.O. Box 1187, South Vfindso,ConnecNaut OW74 7. Traffic Operations Analysis In order to determine traffic impacts of the proposed development at Buckland Commons, capacity analyses were conducted for the background and combined traffic conditions. The analyses uses techniques presented in the"2010 Highway Capacity Manual", (HCM)published by the Transportation Research Board. The analyses were conducted to determine the operational effectiveness of each studied intersection. The total capacity of a signalized intersection is computed on a movement by movement basis. This represents the maximum number of vehicles that can utilize an intersection during an hour.A comparison with the total number vehicles attempting to use the intersection yields the volume to capacity ratio,which is equivalent to the ratio of capacity utilized with capacity available during the peak hour. An intersection nears its capacity as the volume to capacity ratio approaches one. Level of Service(LOS)was determined for each intersection.LOS is rated on a scale from A to F.with LOS A representing a delay less than 10 seconds per vehicle, and LOS F,a delay more than 80 seconds. The LOS criteria for un-signalized intersections are different from that for signalized intersections. The reason for this difference is that drivers expect different levels of performance from different types of transportation facilities(ie.a traffic light versus a stop sign). The LOS criteria with respect to delay for both un-signalized and signalized intersections are shown in Table 3. TABLE 3 LEVEL OF SERVICE CRITERIA Intersection Type Signalized Un-signalized Average Delay Average Delay rLevelervice (Sec./vehicle (Sec./vehicle) 0- 10 0-10 >10-20 >10- 15 >20-35 >15-25 >35-55 >25-35 E >55-80 >35-50 F >80 >50 Analyses were conducted using SYNCHRO(Version 7)computer software,which uses the same analysis techniques outlined in the HCM. The software is used to analyze intersections on a system wide basis. The results from Synchro are included as Appendices C thru H.A partial summary of Synchro's output is tabulated as the `Level of Service Summary' included in Appendix I. The overall intersection LOS during the morning,afternoon, and Saturday peak periods for all the study intersections remained the same with the exception of the following: Buckland Street with Deming Street(Saturday): The LOS was reduced from an A to B with a corresponding increased delay of 2.6 seconds. The following areas of relevance to this study were reviewed: A. Left Southbound Thru Lane on Buckland Road North of Site Driveway.- Average 95%queue length resulting from vehicles turning left,and corresponding delay will be negligible;less than one vehicle length&less than 1 second respectively. B. Left Turn from Site Driveway onto Deming Street. Average anticipated 95%queue length of vehicles stored on the site driveway waiting for a turn onto Deming Street is projected to be no more than one vehicle in length,with a corresponding average delay less than 12 seconds during all peak periods. C. Deming Street Westbound Left Turn Lane at Buckland Road Intersection: During the peak morning period,the turning movement level of service drops from=C to D with corresponding increased delay of 2.8 seconds. The anticipated 95%average queue length increases by 20 feet.However,the anticipated 95%queue length of 63 feet during the combined traffic condition is less than the provided storage length of the dedicated turn lane. During the Saturday peak period,the turning movement level of service remains unchanged at E,with a corresponding increased delay of 1.5 seconds. The anticipated increase of the average 95%queue length will be 27 feet(approximately one vehicle length). During both the background and combined traffic conditions,the anticipated queue length exceeds the provided storage length of the dedicated left turn lane by 12 and 29 feet respectively. Since the proposed site driveway is approximately 180 feet from the Deming/Buckland intersection,it is not anticipated that traffic turning left out of the site driveway will be blocked by vehicles intending to turn left onto Buckland Road. 8. Sight Line Analysis Driveways: The sight lines at the proposed site driveways were reviewed.At the Buckland Road driveway,looking left, sightline for motorists turning right onto Buckland Road is clear to the Cedar Avenue intersection or approximately 1,050 feet. Similarly,traffic travelling southbound on Buckland Road attempting to turn left into the site driveway will also see to the Cedar Avenue intersection. At the Deming Street driveway,looking left, sightline for motorists turning right onto Deming Street will see approximately 420 feet,or approximately 240 feet beyond the Buckland Road/Deming Street intersection. Similarly,traffic proceeding westbound on Deming Street attempting a left into the site driveway will be able to see approximately the same distance.Looking right,sightline for motorists turning left onto Deming Street will see approximately 520 feet. AASHTO's Policy of Geometric Design of Highways and Streets provides guidelines for acceptable sightline distances for vehicles turning from a stopped condition onto a major roadway,and for vehicles turning left from a major roadway onto a side street(or driveway).The analysis indicates that sight line distances will be adequate for single unit trucks making all the permitted movements.Table 4 below provides a summary of the sight line analyses. TABLE 4 Intersection Sightlines (Single Unit Truck Origin/Manuever Required Sight Line Provided Sight Line Obstruction (Feet) (Feet) (Description) Driveway at Buckland Road Turning Right(looking left) 625* 1050* Roadway Curve Driveway at Deming Street Turning Right(looking left) 313** 42e Roadway Curve Turning Left(looking Right) 350** 52e Roadway Curve Buckland Road Turning left into site driveway 529* 105e Roadway Curve Deming Street Turning left into site driveway 239** 420"" Roadway Curve 50 speed desi n mP h 9Pith , . **25 mph design speed �J" 9. Conclusion: The findings of this traffic impact study reveal no indication that the operational effectiveness and safety of the surrounding roadway network will be compromised as a result of the proposed development at 350 Buckland Road. PERMITS/INSP PAYMENT RECPT#: 20531525 TOWN OF SOUTH WINDSOR t2- IS40 SULLIVANAVENUE SOUTH WINDSOR CT 06074 DATE: 11/16/11 TIME: 09:55 CLERK: mariadace DEPT: CUSTOMER#: 0 PARCEL: CHG: DEP DEP FEE 715.00 AMOUNT PAID: 715.00 PAID BY: RSK KELLCO !INC PAYMENT METH: CHECK 15738 REFERENCE: AMT TENDERED: 715.00 AMT APPLIED: 715.00 CHANGE: .00 PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 11/18/11 TO: Matt Galligan,Fred Shaw,Michael Gantick,Rich Bond,Walter Summers,Jeff Doolittle Ray Favreau,Karl Reichle,Mark Owens, Chris Dougan, Sherry McGann,Ron Asselin, John Caldwell,Dennis Sheridan FROM: Michele Lipe,AICP,Town Planner The Planning&Engineering Departments have received plans for the following projects: Appl 11-3 8P,Buckland Commons Site Plan Location: 350 Buckland Road 1 ® Site Plan ❑ Subdivision No.Acres 4.3 Zone BGZ ❑ Industrial ® Commercial ❑Residential No. Lots/Units Water: ®Public ❑Private Well Sewerage: ®Public ❑ Septic System Project Description: 2,00 sf bank, 17,000+retail/office building Future Town-owned property involved? ❑Yes ®No ❑new street(s) ❑new detention area ❑new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 12/2/11 and return to the Planning Department. Table of Contents Section 1 Introduction 2 Traffic Study Area 3 Roadway Network 4 Background Traffic 5 Site-Generated Traffic &Distribution 6 Combined Traffic 7 Traffic Operations Analysis 8 Sight Line Analysis 9 Conclusion List of Figures 1 Background Traffic (A.M.) 2 Background Traffic (P.M.) 3 Background Traffic (Saturday) 4 Distribution of Site Generated Traffic (A.M.) 5 Distribution of Site Generated Traffic (P.M.) 6 Distribution of Site Generated Traffic (Saturday) 7 Site Generated Traffic (A.M.) 8 Site Generated Traffic (P.M.) 9 Site Generated Traffic (Saturday) 10 Combined Traffic (A.M.) 11 Combined Traffic (P.M.) 12 Combined Traffic (Saturday) Appendices Site Vicinity Map A Trip Generation Computations B Synchro Background 2013 A.M. C Background 2013 P.M. D Background 2013 Saturday E Combined A.M. F Combined P.M. G Combined Saturday H Level of Service Summary I 1. Introduction Buckland Commons, LLC. is proposing to develop a 4.35 acre parcel of property located at 350 Buckland Road in South Windsor. The property is at the southeast corner of Buckland Road and Deming Street. A site vicinity map is provided as Appendix A. The development will consist of two buildings. One building will be a single story 2,000 s.f. bank with drive-thru availability, the other will be 2-stories;with 7,400 s.f of retail space at ground level and 9,512 s.f. of office space on the second floor. The site will be served by 87 paved parking stalls with drive aisles. Two driveways will serve vehicular access. One driveway will connect to Buckland Road with an entrance approximately 500 feet south of Deming Street, and the other driveway will connect to Deming Street with an entrance approximately 180 feet east of Buckland Road. This report documents the findings of a traffic study related to the proposed land development described above, as required for Planning and Zoning Commission site plan approval. It is intended for submission to local authorities for land use approvals only and shall not be used for any other purpose. 2. Traffic Study Area The boundaries for this study were determined based on projected traffic impacts of the proposed development on the surrounding roadway network. The following intersections with intermittent roadway links were evaluated: Buckland Road with Hemlock Avenue Buckland Road with Cedar Avenue Buckland Road with Deming Street Buckland Road with the Terry Office Park Driveway Deming Street with Tamarack Avenue In addition to the existing intersections, the two intersections created by the proposed driveways with Buckland road and Deming Street were also evaluated. See Appendix A for site vicinity map. 3. Roadway Network Major roadways: Buckland Road is locally maintained and traverses north-south. The roadway provides two thru lanes in each direction divided by a double yellow centerline. Additional turning lanes are present at intersections. The posted speed limit is 40 miles per hour. Land uses along Buckland Road in the vicinity of the site are primarily commercial with some - residences.. Buckland Road-is-a major corridor servicing-commuters-that access Interstate- - 84 and also for motorists destined for retail establishments at Evergreen Walk and the Buckland Hills Regional Mall in Manchester. Deming Street is locally maintained and traverses east-west. The road primarily serves as access for residential uses. Two travel lanes are provided in each direction with a double yellow centerline. The posted speed limit is 25 miles per hour. Intersections: Buckland Road with Hemlock Avenue: This is a three-way signalized intersection. Buckland Road provides two lanes of traffic in each thru direction with a dedicated left turning lane northbound for turns to Hemlock Avenue. There is a dedicated left turning lane southbound for future development. Hemlock Avenue provides one travel lane westbound and two approach lanes eastbound to the intersection, one for exclusive left turns and the other for exclusive right turns. Hemlock Avenue is privately owned and is a major driveway to Evergreen Walk. Buckland Road with Cedar Avenue: This is a three-way signalized intersection. Buckland Road provides two lanes of traffic in each thru direction with a dedicated left turning lane northbound for turns to Cedar Avenue. There is a right turn lane southbound serving movements to Cedar Avenue. Similar to the Buckland/Hemlock intersection, there is a dedicated left turn lane southbound for a possible future development east of Buckland Road. Cedar Avenue provides one travel lane westbound and two approach lanes eastbound to the intersection, one for exclusive left turns and the other for exclusive right turns. Cedar Avenue functions as access to Evergreen Walk, and serves much of the traffic to the L.A. Fitness health club. Buckland Road with Deming Street. This is a four-way signalized intersection. Buckland Road provides two lanes of traffic in each thru direction with dedicated left turn lanes both north- and southbound for maneuvers to Deming Street. Deming Street provides one travel lane for intersection thru maneuvers. The eastbound approach to Buckland Road has separate right and left turning lanes. The westbound approach includes a dedicated left turn lane. Buckland Road with Terry Office Park Driveway: This is a three-way signalized intersection. Buckland Road provides two lanes in each thru direction with a dedicated left turning lane northbound for turns to Terry Office Park. The driveway provides two travel lanes westbound(inbound). The eastbound approach to Buckland Road includes two lanes,one for exclusive left turns and the other -for-exclusive-right turns-to Buckland-Road. Primary tenants-served bythe-Terry-Office- Park driveway include the First Niagara Bank and Stop and Shop. Deming Street with Tamarack Avenue: This is a three-way unsignalized intersection. A stop sign controls the Tamarack Avenue approach, while Deming Street operates free. Deming Street provides one lane of traffic eastbound west of Tamarack Avenue, and two travel lanes east of the intersection. Westbound Deming Street provides one travel lane through the intersection with a dedicated left turning lane for maneuvers to Tamarack Avenue. Tamarack Avenue provides two approach lanes to Deming Street each for turning movements. Buckland Road with Site Driveway(Proposed): The proposed Buckland Road driveway is approximately 500 feet south of the Deming Street intersection. The driveway's channelized geometry and signing will discourage left turning movements to Buckland Road. Left and right turns inbound, and right turn outbound turning movements will be permitted. One lane will be provided in each direction. Deming Street with Site Driveway(Proposed): The proposed Deming Street driveway is approximately 180 feet east of the Deming Street intersection. One approach lane will be provided in each direction. No turning movements are proposed to be prohibited. 4.Back around Traffic Background traffic is defined as the traffic conditions on an existing roadway network that would exist at the time of a proposed facility's opening even if such facility was never built. At this time, Buckland Commons, LLC anticipates that the 350 Buckland Road development will be complete and fully occupied in 2013. The anticipated traffic conditions surrounding the development for 2013 are primarily based upon projections outlined in a Traffic Impact Report prepared for the Town Square at Evergreen Walk project,by URS dated August 8, 2011. The 2013 Combined Traffic (with improvements) volumes and signal modeling data presented in the URS report were used as information while developing the 2013 background traffic modeling for this traffic impact report. Buckland Commons will be located adjacent to Buckland Road, with peak traffic periods consistent with the morning and afternoon work commutes, as well as the peak Saturday shopping hours. In order to capture a good indication of traffic conditions,the hours during these periods were evaluated as part of this study. The 2013 background traffic volumes are presented on the maps in Figures 1, 2, and 3 below. ELLINGTON ROAD RTE. 30 N LC3 to M 00 TERRY OFFICE PARK 75 144 a0 N OD 9X ^� 0 DgaiN� Y $��T ass y U N Cps � r � iL_ -4327 N N SITE DRINI=WAY 64©�.� zz 73y 4� �019 Y �Lnix SITE Q �-0 r 0 rno IL rSITE DRIVEWAY �a o w rn ip M d-0 CEDAR AVENUE 20� 25 N m rn Mrn HEMLOCK AVENUE DRIVEWAY 20 NOTE. 5 N M TRAFFIC VOLUME DATA TAKEN FROM 'TRAFFIC IMPACT REPORT' tO FOR THE TOWN SQUARE AT EVERGREEN WALK, FIGURE 1 PREPARED BY URS, DATED AUGUST 8, 2011 Tel. sso•291.175 Fax BUCKLAND COMMONS Faxx S$D•291.8757 civil & traffic engineers surveyors 350 BUCKLAND ROAD landscape architects planners•gis gps SOUTH 1MNDSOft CONNECTiCUT 425 Sullivan Avenue, P.A. Box 1167, South Windsor, Connecticut 06074 BACKGROUND CONDITIONS 2013 (P.M.) ELLINGTON ROAD RTE. 30 �rn TERRY OFFICE PARK 75 104 0 N 0 Z Fvwc S� 7Spg4�►- Y FFT D »O31 ^ N�N � 27 i L — F 45 SITE DRIVEWAY N It 23 J O r z 126 j F J`003 a DD T°^ SITE � Y U Q 0: 00 Q Q a) ~ N fi SITE DRIVEWAY LOO eM to CEDAR AVENUE 44 f ss� to- IDo —11 HEMLOCK AVENUE DRIVEWAY 130 NOTE" 175 N co TRAFFIC VOLUME DATA TAKEN FROM 'TRAFFIC IMPACT REPORT' FOR THE TOWN SQUARE AT EVERGREEN WALK.- - - -- - FIGURE- 2- PREPAREDBY URS, DATED AUGUST 8, 2011 Tel. WD•291.6755 BUCKLAND COMMONS Fox SBD•291.6757 civil & traffic engineers surveyors 350 BUCKLAND ROAD landscape architects planners•gis gps SOUTH WINDSOR CONNECTICUT 425 Sullivan Avenue, P.O. Box 1167. South Windsor, Connecticut 06074 BACKGROUND CONDITIONS 2013 (SATURDAY) ELLINGTON ROAD RTE. 30 N N CD �O TERRY OFFICE PARK 59 J 130 o 00 C-j 0 � I rn 0 DfNG S 124 J DEFT 127 2p9 0) m tnrn� � � L —23 — l+ 75 SITE DRIVEWAY 04 144 27— z 91� I 1 0� �p22 SITE Y U to to co Q 0: 00 to F 00 IL fI SITE DRIVEWAY M O O n 00 O CEDAR AVENUE 38 J 78-1 r)J:) nGo N O) HEMLOCK AVENUE DRIVEWAY 152� NOTE, 243 TRAFFIC VOLUME DATA TAKEN FROM 'TRAFFIC IMPACT REPORT' 00 FOR THE TOWN SQUARE AT EVERGREEN-WALK, - - - _FIGURE 3 - - - PREPARED BY URS, DATED AUGUST 8, 2011 Tax SW-WO.BfiD•291.6757 291.875 Fox BUCKLAND COMMONS 601,11111111495m 1 350 BUCKLAND ROAD civil & traffic engineers surveyors landscape architects planners•gis gps SOUTH WINDSOR CONNECTICUT 425 Sullivan Avenue, P.O. Box 1167, South Windsor, Connecticut 06074 5. Site Generated Traffic & Distribution: Volumes The Institute of Transportation Engineers (ITE)publishes trip generation data that has over the years,been voluntarily submitted by various state and local governmental agencies, consulting firms,university and colleges, developers, etc. The compilation of the data is published in their Trip Generation report. This document provides traffic engineers and planning officials a guide to help determine vehicular trip generation rates for numerous proposed building types and land uses. The seventh edition of Trip Generation was consulted in this traffic study. Trip Generation uses statistical regression equations to compute 2-way, 24-hour traffic volumes and peak hour volumes produced by a given building type or land use. These traffic volumes are then split by ratios that represent entering and existing traffic. The two buildings proposed at Buckland Commons will include a bank, retail space, and offices. Table 1 summarizes the proposed development by component with assigned uses as reported by Trip Generation. TABLE 1 Building Area Trip Generation Component . Ft. Land Use Bank 2,000 Drive-in Bank Office 9,512 General Office Building Retail 7,400 Shopping Center The traffic generated by building components was computed and totals added together. Refer to Appendix B for Trip Generation computations. Table 2 below summarizes the proposed site generated traffic. TABLE 2 A.M. Weekday P.M.Weekday Saturday Building Area Peak Hour(vehicles) Peak Hour(vehicles) Peak Hour(vehicles) Component . Ft. Enter Exit Total Enter Exit Total Enter Exit Total Bank 2,000 33 31 64 55 52 107 38 36 74 Office 9,512 26 3 29 2 12 14 3 2 5 Retail 7,400 12 10 22 16 17 33 19 18 37 Total 18,912 1 71 44 115 73 81 154 60 56 116 Distribution: The site generated traffic distribution patterns were primarily developed by following background traffic patterns depicted in Figures 1, 2, and 3, with the following exceptions: 1. All Buckland Road northbound traffic entering the site will turn right into the site driveway on Buckland Road. 2. Buckland Road southbound traffic entering the retail/office building will proceed thru the Deming Street intersection and turn left into the site driveway on Buckland Road. Traffic entering the bank will turn left at Deming Street, and turn right into the site driveway on Deming Street. 3. Deming Street eastbound traffic entering the retail/office building will turn right at Buckland Road, and left into the site driveway with Buckland Road. Traffic entering the bank will proceed through the Buckland Road intersection, and turn right into the site driveway with Deming Street. 4. All traffic exiting the bank will use the Deming Street driveway. 5. All traffic exiting the site destined for Buckland Road nouthbound will use the Deming Street driveway. 6. All traffic exiting the retailloffice building destined for Buckland Road northbound or Deming Street westbound will use the Buckland Road driveway. Figures 4, 5, and 6,present the directional distribution of site generated traffic for the A.M., P.M., and Saturday peak periods. The site generated traffic volumes were then applied to the roadway network following directional distribution patterns. Figures 7, 8, and 9, depict the site generated traffic volumes for the same periods. DISTRIBUTION OF SITE GENERATED TRAFFIC (A.M.) (%) ENTERING & % EXITING ELLINGTON ROAD RTE. 30 ae M TERRY OMCE PARK (S%)� o o mco I 0 D CS 00z) le 0N m 4 16% —1 r SITE DRIVEWAY z �5 7fF }�(6v a "°' SITE Y � FU Q � � tr SITE DRIVEWAY M Be N N to 7 CEDAR AVENUE 0 I r> be o N to -11 HEMLOCK AVENUE DRIVEWAY 0%)� M - - - - - - - - - - - - - - - - v - - - - - - - FIGURE 4 - - - Tel. SM-SM-291• 75 BUCKLAND COMMONS Fax 8B0.29i•8757 civil 6 traffic engineers • surveyors landscape architects • planners•gis•gps SOUPM WI NDMIR CANNRMLVT 425 Sullivan Avenue. P.O. Box 1167. South Windsor. Connecticut 06074 DISTRIBUTION OF SITE GENERATED TRAFFIC (P.M.) (�) ENTERING & % EXITING ELLINGTON ROAD RTE. 30 g TERRY OFFICE PARK (410 O M coo w N a Z 1? N�' S � T D 34� m N vv 152 45% F— SITE DRIVEWAY (31V-�•► w3 � I I �k4r} a "It SITE Y I-1 r Q a Fbt t� v� 16% rSITE DRIVEWAY ZP a v Bt N M d' CEDAR AVENUE (27.) N d' v SF K N M HEMLOCK AVENUE DRIVEWAY (5%) n M - - - - - - - - - - - - FIGURE 5 Tel. 660.291.1975 BUCKLAND COMMONS 1°oz BBD•299.8757 civic 6 traffic engineers . surveyors landscape architects • planners•gis•gps SOj)'M VIENMR CONNF.C'1'ICOT 425 Sullivan Avenue, P.O. Box 1167, South Windsor, Connecticut 06074 DISTRIBUTION OF SITE GENERATED TRAFFIC (SATURDAY) {%) ENTERING & % EXITING ELLINGTON ROAD RTE. 30 N d' v TERRY OFFICE PARK } (5%) O M l" Cr N O D Z �20 N m vv 47% SITE DRIVEWAY >ae G3ft)N bt �+ a ^� SITE Y � rU Q be a) CIDD r bt v:. 15% } r SITE DRIVEWAY OR N bt M CEDAR AVENUE (2%) o bt 0 cD M —1 ll HEMLOCK AVENUE DRIVEWAY On) - - - - - - - - - - - FIGURE 6 Tel. 281.660•291.87 8757 55 Fax 860. BUCKLAND COMMONS �civil @traffic engineers • surveyors 350 BUCK LA ND ROAD landscape architects • planners•gis•gps SOUM VIENMR CONNEMCM 425 Sullivan Avenue, P.O. Box 1167. South Windsor, Connecticut 06074 SITE GENERATED TRAFFIC (A.M.) (�} ENTERING & % EXITING ELLINGTON ROAD RTE. 30 M v TERRY OMCE PARK 00 O o: 0 D � z C S��T (,1 �$ 3 o m °0 —� F � IL �s _—24 SITE DRIVEWAY (19) z f43� -1 t r (4) � SITE Q Y U Cr Q M N Q F V N 5 II SITE DRIVEWAY �o N try .-N CEDAR AVENUE N v N �N1 1 HEMLOCK AVENUE DRIVEWAY N v FIGURE 7 660•291.875 Fox 860.29i•8757 BUCKLAND COMMONS' Fax civil 6 traffic engineers • surveyors landscape architects • planners•gis•ilps SOUM WENMR CONNEMCM 425 Sullivan Avenue, P.O. Box 1167, South Windsor, Connecticut 06074 SITE GENERATED TRAFFIC (P.M.) (%) ENTERING & % EXITING ELLINGTON ROAD RTE. 30 rn N v TERRY OMCE PARK t3) a l O N Ir In DjNG Snq�T (5) Y U 12 lvv 36 SITE DRIVEWAY (23) z :1 F CY Q SITE tr �-1 r U Q Q to g LO ~ to v �13 } I SITE DRIVEWAY N M d N 1'7 CEDAR AVENUE 0 d !M I HEMLOCK AVENUE DRIVEWAY (4) K N FIGURE S Tel. O.291.875 Fox W BUCKLAND COMMONS Fax BBO.297.6T57 civil 6 traffic engineers . surveyors 350 ]BUCK LAND ROAD landscape architects • planners•gia•gps SOLFM WENMR CONNSMLVT 425 Sullivan Avenue, P.O. Box 1167. South Windsor, Connecticut 06074 SITE GENERATED TRAFFIC (SATURDAY) (%) ENTERING & % EXITING ELLINGTON ROAD RTE. 30 N v TERRY OFFICE PARK (3)� ao to 0 w 0 afMlly@ Y S "\9 v -1r AIL �9 is ,.,• SITE DRIVEWAY {2�)ti w f r �t3)z a SITE Y U � � M Q Q � F N O 9 rSITE DRIVEWAY M O v u1 N CEDAR AVENUE N v O N N -11 HEMLOCK AVENUE DRIVEWAY (4)� N v FIGURE 9 Tel. BBfl•291.6755 Fox BUCKLAND COMMONS B60.291.6757 civil 6 traffic engineers . surveyors 350 BUCK LAND ROAD landscape architects • planners•gis•gps SO ��R � BjC 425 Sullivan Avenue, P.O. Box 1167, South Windsor, Connecticut 06074 UM 6. Combined Traffic The combined traffic volumes consist of adding the background and site generated traffic. Figures 10, 11, and 12,represent the weekday A.M. and P.M., and Saturday peak hour combined traffic volumes. COMBINED TRAFFIC 2013 (A.M.) ELUNGTON ROAD RTE. 30 M m to OD TERRY OMCE PARK 75 107 Q M D p Mr- it 0 DNzyVi; S 770 J DEFT S le m �60 N OMON 46 49 � r _-_IjiLL 61 SITE DRIVEWAY N N s 39—� ! r t9 _ z 138 I� 4 ill Q �"T SITE Y Q{L M N Q Q OD r ioN 5 1 � } r SITE DRIVEWAY to N to m to CEDAR AVENUE 2125 N� t0 m N M O� 21� B� N,n t0 - FIGURE 10 Tel. 660.291• 75 Fox 880.291.8757 BUCKLAND COMMONS civil @ traffic engineers • surveyors 350 BUCKLA» ROAD landscape architects • plannere•gis•gpe SO +H '� Tt.` 425 Sullivan Avenue. P.O. Box 1167. South Windsor. Connecticut 06074 COMBINED TRAFFIC 2013 (P.M.) ELLINGTON ROAD RTE. 30 OD m* torn TERRY OFFICE PARK 75 107� a 0 M to Z CS 19& j �- 181 on m 43 cMvpn 45 39 8, M SITE DRIVEWAY a23 193 ti z 12$— r 23� f�303 Noy SITE Y U Q CD a 'N° a v ~ co N 1-13 rSITE DRIVEWAY rnM n nOD CEDAR AVENUE 45� 69 OD w tn 1 HEMLOCK AVENUE DRIVEWAY 134 175 N 0 FIGURE 11 Tel. SM•291. 75 BUCKLAND COMMONS Fox 860.289.8757 onaft 350 BUCK LAND ROAD civil B traffic engineers . surveyors landscape architects • plannere•gia•gpa SOXY H VI NMR CONNEMCM 425 Sullivan Avenue, P.O. Box 1167. South Windsor. Connecticut 06074 COMBINED TRAFFIC 2013 (SATURDAY) ELUNGTON ROAD RTE. 30 04 TERRY OFFICE PARK 59 133 or Q Of N 0 Z FMlIyG 3 T le �218 o m u')o� 1 33 i LL -132 0 I-" �- 1 rn SITE DRIVEWAY N 14 24`_ z 92 y ;-1 it I 2 1�322 n ID 0'° SITE Y U Q Q ~ O O fF SITE DRIVEWAY n N O _N n CEDAR AVENUE 39 f 78 N O NOD w N m -11 HEMLOCK AVENUE DRIVEWAY 156 —1 f 243 N rn FIGURE 12 Tel. IM-IM-291. 75 BUCKLAND COMMONS Fox 860.291.8757 civil 6 traffic engineers . surveyors landscape architects • planners•gis•gps SOLFM WERMIR CONNEMCM 425 Sullivan Avenue, P.O. Box 1167, South Windsor, Connecticut 06074 7. Traffic Operations Analysis In order to determine traffic impacts of the proposed development at Buckland Commons, capacity analyses were conducted for the background and combined traffic conditions. The analyses uses techniques presented in the "2010 Highway Capacity Manual", (HCM)published by the Transportation Research Board. The analyses were conducted to determine the operational effectiveness of each studied intersection. The total capacity of a signalized intersection is computed on a movement by movement basis. This represents the maximum number of vehicles that can utilize an intersection during an hour. A comparison with the total number vehicles attempting to use the intersection yields the volume to capacity ratio, which is equivalent to the ratio of capacity utilized with capacity available during the peak hour. An intersection nears its capacity as the volume to capacity ratio approaches one. Level of Service(LOS) was determined for each intersection. LOS is rated on a scale from A to F,with LOS A representing a delay less than 10 seconds per vehicle, and LOS F, a delay more than 80 seconds. The LOS criteria for un-signalized intersections are different from that for signalized intersections. The reason for this difference is that drivers expect different levels of performance from different types of transportation facilities (ie. a traffic light versus a stop sign). The LOS criteria with respect to delay for both un-signalized and signalized intersections are shown in Table 3. TABLE 3 LEVEL OF SERVICE CRITERIA Intersection Type Signalized Un-signalized Average Delay Average Delay Level of Service Sec./vehicle Sec./vehicle A 0- 10 0- 10 B >10-20 >10 - 15 C >20-35 >15-25 D >35-55 >25-35 E >55-80 >35-50 F >80 >50 Analyses were conducted using SYNCHRO (Version 7) computer software, which uses the same analysis techniques outlined in the HCM. The software is used to analyze intersections on a system wide basis. The results from Synchro are included as Appendices C thru H. A partial summary of Synchro's output is tabulated as the `Level of Service Summary' included in Appendix I. The overall intersection LOS during the morning, afternoon, and Saturday peak periods for all the study intersections remained the same with the exception of the following: Buckland Street with Deming Street(Saturday): The LOS was reduced from an A to B with a corresponding increased delay of 2.6 seconds. The following areas of relevance to this study were reviewed: A. Left Southbound Thru Lane on Buckland Road North of Site Driveway: Average 95% queue length resulting from vehicles turning left, and corresponding delay will be negligible; less than one vehicle length& less than 1 second respectively. B. Left Turn from Site Driveway onto Deming Street: Average anticipated 95% queue length of vehicles stored on the site driveway waiting for a turn onto Deming Street is projected to be no more than one vehicle in length, with a corresponding average delay less than 12 seconds during all peak periods. C. Deming Street Westbound Left Turn Lane at Buckland Road Intersection: During the peak morning period,the turning movement level of service drops from C to D, with corresponding increased delay of 2.8 seconds. The anticipated 95% average queue length increases by 20 feet. However,the anticipated 95% queue length of 63 feet during the combined traffic condition is less than the provided storage length of the dedicated turn lane. During the Saturday peak period, the turning movement level of service remains unchanged at E, with a corresponding increased delay of 1.5 seconds. The anticipated increase of the average 95% queue length will be 27 feet(approximately one vehicle length). During both the background and combined traffic conditions, the anticipated queue length exceeds the provided storage length of the dedicated left turn lane by 12 and 29 feet respectively. Since the proposed site driveway is approximately 180 feet from the Deming/Buckland intersection, it is not anticipated that traffic turning left out of the site driveway will be blocked by vehicles intending to turn left onto Buckland Road. 8. Sight Line Analysis Driveways: The sight lines at the proposed site driveways were reviewed. At the Buckland Road driveway, looking left, sightline for motorists turning right onto Buckland Road is clear to the Cedar Avenue intersection or approximately 1,050 feet. Similarly, traffic travelling southbound on Buckland Road attempting to turn left into the site driveway will also see to the Cedar Avenue intersection. At the Deming Street driveway, looking left, sightline for motorists turning right onto Deming Street will see approximately 420 feet,or approximately 240 feet beyond the Buckland Road/Deming Street intersection. Similarly, traffic proceeding westbound on Deming Street attempting a left into the site driveway will be able to see approximately the same distance. Looking right, sightline for motorists turning left onto Deming Street will see approximately 520 feet. AASHTO's Policy of Geometric Design of Highways and Streets provides guidelines for acceptable sightline distances for vehicles turning from a stopped condition onto a major roadway, and for vehicles turning left from a major roadway onto a side street(or driveway). The analysis indicates that sight line distances will be adequate for single unit trucks making all the permitted movements. Table 4 below provides a summary of the sight line analyses. TABLE 4 Intersection Sightlines (Single Unit Truck Ori in/Manuever Required Sight Line Provided Sight Line Obstruction Feet Feet (Description) Driveway at Buckland Road Turning Right(looking left) 625* 1050+'_ Roadway Curve Driveway at Deming Street Turning Right (looking left) 313** 420+'_ Roadway Curve Turning Left(looking Right) 350** 520+'_ Roadway Curve Buckland Road Turning left into site driveway 529* 1050+'- Roadway Curve Deming Street Turning left into site driveway 239** 420+'_ Roadway Curve *50 mph design speed **25 mph design speed 9. Conclusion: The findings of this traffic impact study reveal no indication that the operational effectiveness and safety of the surrounding roadway network will be compromised as a result of the proposed development at 350 Buckland Road. APPENDIX A Site Vicinity Map 7 Y ' 4„ l i" 1• del � d _,. c , w L 7 7 •r.^a !4y.. II II I,�a n n MCOAVF AlL �k, ' 1.�.Ma ♦y .ter+�." 4�s ,�^ '�L a u r � 4w � ACK AVENf �� tll �-'AM 'N G r� NOT TO SCALE �� 1� Fo. 86 B80.291.8757 BUCKLAND COMMONS NOTE: J BACKGROUND IMAGE TAKEN FROM onals ��® ��J�C;�j[,�� jig®�� GOOGLE EARTH. civil 5 traffic englnsera •surveyors landscape area 1167,s •planners•glenne•cut SO� WIINDSOI� CONNlECTIIC UT SITE VICINITY M A P 425 Sullivan Avenue. P.O. Box 1167,South Wntleor, Connecticut 06074 APPENDIX B Trip Generation Computations Ia in, COO 6101Shopping Center C (820) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area On a: Weekday ' Number of Studies: 302 � ! Average 1000 Sq. Feet GLA: 328 Directional Distribution: 50% entering, 50% exiting - Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard Deviation 42.94 12,50 - 270.89 21.38 Data Plot and Equation 70,000 p �. Y, of �EI�tN ; -: +KIPS X :� i�.1L � � = 50,000 ---;--- ----.- - - -r ---- , ----,-- --- -fit--,-- � .. 10' Ue�i�l x�7Ihl �i : I ' 79 PS L � LU X X". v 40,000 X x X; L X' (D , X X --- 7 X; t� 30,000 - X X X ' : X XX : '¢ X , X x :X -Xx . XX X ; X :XXX . ...... .. x K X x X X : X �Xx X. .X y i x- X; -X x x x X� X ; : X : 0 --- 0 -100 200 300 400 500 600 700 800 S00 1000 1100 1200 1300 1400 1500 1600 X=1000 Sq.Feet Gross Leasable Area X Actual Data Points Fined Curve ------ Average lute Fitted Curve Equation: Ln(T)=0.65 Ln(X)+5.83 R2=0.78 Trtp Generation,7th Edition 1451 Institute of Transportation Engineers Buc Shopping Center ro hi /fir . \I � 820 _ Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area 4n a: Weekday a � P��'TAt __. Number of Studies: 302 1 See TRIP Gol)(f a •( 1� Average 1000 Sq. Feet GLA: 328 p(.,Cn f7. jq G( f1 TT f� KF Q Directional Distribution: 50% entering, 50% exiting Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard Deviation 42.94 12.50 - 270.89 21.38 Data Plot and Equation 70,000 Jo � �a rklp..' I iLY•� ICU s. # �� t. 60,000 - - - - .-yam -� :c - -- J :TIPS tC � •�: �' . :1. ' 1�� 50' - 1\ !�1[ �U t1i S X: Sl '• !t' L, x : L : x x, v 40,000 :- - - -- - ---- - X X x k; X ® x xx. :x x x x• CM i X X CU 30,000 ;, /'x Y X ;X X X Q X X Yt ; xX 20,000 >§EX J ,- -- - _.X XX;-- - i x :k x x x :x X X x X. x x X xX x �'x -- - 10,000 ;� x x; X x x x x x x 0 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 13M 1400 1500 1600 X=1000 Sq. Feet Gross Leasable Area X Actuai Bate Points Fitted Curve ------ Average Rate Fitted Curve Equation: Ln(`r)a 0.65 Ln(X)+5.83 R2 a 0.78 Trip Generation,7th Edition 1451 institute of Transportation Engineers Table 1 Hourly Variation in Shopping tenter Traffic Less Than 100,000 Square Feet Gross Leasable Area Time Average Weekdaya Average Saturda b Percent of 24 Percent of 24 Percent of 24 Percent of 24 -_ Hour Entering Hour Exiting Hour Entering Hour Exiting e,ssum e Traffic Traffic Traffic Traffic -----R-� 10-11 a.m. -- 7.6 6.5 6.8 5.8 A,Mi. 11 a.m.-12 p.m. 7.6 8.4 8.8 8.9 12-1 p.m. 7.6 8.2 9.4 8.8 1-2 .m, '6.9 7.5- 10.-0 10:1 a 2--3 p.m. 9.0 7.8 9.7 8.4 3-4 p.m. 9.6 9.5 10.3 9.6 �SSc<ir� 4-5 p.m. 9.7 10.4 10.7 10.7 - -� 5-6 p.m. -310.3 - 11.0 9.4 8.7 -: R YL 6-7 p.m. 7.4 8.3 7.3 8.3 7-8 p.m. 5.4 5.3 1 5.0 5.7 8-9 p.m. 4.2 4.3 3.2 3.9 9-10 M. 1.9 1.8 2.0 3.3 a Source numbers-95,124;based on four studies. b Source numbers-95,124;based on four studies. Table 2 Hourly Variation in Shopping Center Traffic More Than 300,000 Square Feet Gross Leasable Area Time Average Weekda a Average Saturday" Average Sundayc Percent of Percent of Percent of Percent of Percent of Percent of 24 Hour 24 Hour 24 Hour 24 Hour 24 Hour 24 Hour Entering Exiting Entering Exiting Entering Exiting Traffic Traffic Traffic Traffic Traffic Traffic 10-11 a.m. 7.5 3.7 8.3 4.3 3.5 1.7 11 a.m.-12 p.m. 8.6 5.9 10.9 6.9 9.4 3.5 12-1 p.m. 9.5 7.9 11.9 8.9 15.3 6.3 1-2 p.m. 8.7 8.2 12.5 10.4 17.3 11.0 2-3 p.m. 7.9 8.8 12.4 12.0 16.4 14.4 3-4 p.m. 7.7 8.9 11.2 12.9 13.8 16.2 4-5 p.m. 8.2 9.1 9.2 13.4 9.8 16.8 5-6 p.m. 8.3 9.5 5.2 12.7 5.5 15.7 6-7 p.m. 7.8 7.7 2.9 8.0 2.2 6.1 7-8 p.m. 8.4 7.0 1.9 2.1 1.3 1.9 8-9 P.M. 4.7 7.7 1.4 12 0.8 1.1 9-10 P.M. 1.8 9.1 2.9 0.8 0.6 0.9 a Source numbers-48,73,88,124;based on seven studies. b Source numbers-73,88;based on three studies. ° Source numbers-88;based on two studies. Trip Generation, 7th Edition 1449 Institute of Transportation Engineers f i Shopping Center Coll, /ro)",- (sea) F Average Vehicle Trip Ends ors: 1000 Sq. Feet Gross Leasable Area On a: Saturday, Pear Hour of Generator bra ► s. � Re—TAIL Number of Studies: 124 Average 1000 Sq. Feet GLA: 447 Directional Distribution: 52% entering, 48% exiting Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard Deviation 4.97 1.46 - 18.32 3.11 Data Plot and Equation 10,000 _ 9,000 - - l�'�'`r C: jam. ; u J . . .. 8,000 = = - x 000 j r . 7. -- - -- {- Jn 70 � I;�'�I f _ 1/; R PS 6,000 -- - - -- - - - -- :-- - ; X `< 4,000 - -- -- - -- r-- r - - - - X -- - -- - - - - - - - - - - - X - - :-- ¢ X:" . !i :X x x - y, X: x 3,000 - - - - -- - - -; - - --- :- - - - .- - _ -- X .' x X 2,000 X j x X• - - - - X 'X {X X ,�iC X.X X X , 1,000 'k - •- -- o 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 X=1000 Sq.Feet Gross Leasable Area X Actual Data Paints Fitted Curve ------ Average Rate Fitted Curve Equation. LnM=0.65 Ln(X)+3.77 R2=0.84 Trip Generation,7th Edition 1455 institute of Transportation Engineers General Office Building (710) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, A.M. Peak Hour Number of Studies: 217 Average 1000 Sy. Feet GFA: 223 Directional Distribution: 88% entering, 12% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 1.55 0.60 - 5.98 1.39 Data Plot and Equation 4'WO t<� TRi } 3,000 - ---- --- --- - - -- -- - CL CJ � � 'X • 1,000 -- - - - - - - Y, - -X• -- - - - - -- - -- -- - - - •- --- •- - ---- - -- - -- - -- X x ni x ' x x xxX x xxx x 0 0 1000 2000 3000 X=1000 Sq.Feet Gross Floor Area X Actual Aata Points Fitted Curve ------ Average Rate Fitted Curve Equation: LnM a 0,80 Lno o+1.55 R2=0.83 Trip Generation,7th Edition 1159 institute of Transportation Engineers U ,J(J Ifa General � l Office Building Co 11q)-no iQ_� (71 Q) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, ( , L _ 0 ` L_ P.M. Peak Hour Number of Studies: 235 Average 1000 Sq. Feet GFA: 216 Directional Distribution: 17% entering, 83% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average mate Range of Rates Standard Deviation __41.49 a 0.49 - 6.39 1.37 Data Plot and Equation 10Loo 5 X N TL'� I Cif ( _t" �i a • m 2,000 ---- Q x x X xx x 1,000 X,. XX x X � x x �eXX x X XX XX' x 7�C YX , 0 0 1000 2000 3000 X=1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve ------ Average Rafe Fitted Curve Equation: T=1.12(X)+78.81 R2=Q.82 Trip Generation,7th Edition 1160 Institute of Transportation Engineers General Office Building (71 Q) Average Vehicle Trip Ends vs. 1000 Sq. Feet Gross Floor Area On a: Saturday, peak Hour of Generator Number of Studies: 10 Average 1000 Sq. Feet GFA: - 97 Directional Distribution: 54% entering, 46% exiting Trip Generation per 1000 Sq. Feet Gross door Area Average Rate Range of Rates Standard Deviation 0.41 0.16 - 1.57 0.68 Data Plot and Equation 70 -�- ;--�- ; -- - ; Tfl:� j w : : .. ... x: - ; - : - : - : Sfl x x . it F- X : 20 • . '-- ; - i0 ' - - - ; - - - - - - •- - - - 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 X=1000 Sq.Feet Gross Floor Area X Actual Data Points Fitted Cure ------ Average Rate Pitted Curve Equation. LnM=0.81 Ln(X)-0.12 R2=0.59 Trip Generation,7th Edition 1162 institute of Transportation Engineers Drive-in Bank t I f 10 c (912 Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area j On a: Weekday, A.M.Peak Hour of Generator 0 0 - --- dumber of Studies: 21 Average 1000 Sq. Feet GFA: 4 f Directional Distribution: 51% entering, 49°/o exiting 1 i Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation t 31.99 7.14 140.00 21.57 { Data Plot and Equation ' P ( , f'/ ( K: t;U � �! �f. i -- - - - -- 1 400- \( (_ �1 111 ! ,I^'~1 �� \/_ t '; T �gJ iJll.�f x --- - - - - - - - -- - - - - - - - ---- - - - - 300 - - - -CL i X ----- ® 20fl -- : - - - -; X a x ~ X 100 - - - X -x - . _ . Y/ ' - XX 1 2 3 4 5 B 7 8 9 10 11 12 13 14 X=100o sq. Feet Gross Floor Area X Actual Data Points Fitted Curve ------ Average Rate Fitted curve Equation: T s 22.25(X)+37.18 R2=0.51 Trip Generation,7th Edition 1688 Institute of Transportation Engineers 5t it K Ali k` Drive-in Bank (912) - Average Vehicle Trip Ends vs; 1000 Sq. Feet Gross Floor Area On a Weekday, 0 r P.M. Peak Hour of Generator Number of Studies: 33 Average 1000 Sq. Feet GFA: 4 Directional Distribution: 51% entering, 49% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 53.46 7.54 - 242.50 46.64 Data Plot and Equation 800 f 0 iT V` P - --- �•� - -ILL: P4 P 10r�, :f 0 - : _j P7S qj,1 w L i 1 1v:---- - - - .I x - -- I-- - = -- - - ---- - = - • - - - --- - -- -- ------ --------- X; 400 X :-• - -- - :--- - - - : CD 300 - - - - - - - - - - - ------- 200 }�; -- - -- -/ -- - - I •-- - - -- - -X--- - -- :- -- - - .X "X: X: .X >y 100 -- - -�- - X-- -- - ; X I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 X=1000 Sq. Feet Gross Floor Area X Actual Data Points ------ Average Mate Fitted Curve Equation. Not given R2 a**** TXp Generation,7th Edition 1689 institute of Transportation Engineers 1� ic Drive-in Bank Go m P60r� Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Saturday, 4 r l Peak Hour of Generator Number of Studies: 26 Average 1000 Sq. Feet GFA: 3 Directional Distribution: 51% entering, 49% exiting Trip Generation per 1000 Sq. Feet {gross Floor Area Average Rate Range of Rates Standard Deviation 37.08 1.25 - 462.50 62.42 Data plot and Equation 500 r---- E ki -r I'A 16": - P�-' 300 -- - - ---- - - = - - .- --- -- xx `w 200 - - - - . . . . ... .. . . - ---- - . -- :x X* 100 -- - —- - - -li ---'-- ---- ---- - - -- - -- -- - - - - -- -- -- - - : --- -'xx x: : : x x 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 X=1000 Sq.Feet Gross Floor Area X Actual Data Points ----- Average Rate Fitted Curve Equation: Not givers R2='" Trip Generation,7th Edition 1691 Institute of Transportation Engineers APPENDIX C Synchro Background 2013 A.M. GC m e� csz'r 9 C d +i w yy i y S• � a1 C]r��l.Y yl l n tl ,,��++ yy� Pyy' >��7S J +939 +58A '* 2613 i w i.. �.._ .. �_- -EuclU,ri Road721 y.. ---:-._. „�--`: a .: � ....+, . '++y5gg Fu:kland oui 632 aucklana Pond 2 .. _ �65t i .. _ B26+ BUCHand Road 654 p gg'' �b .._. - .__.;-,_ 6„ Y+� Burk9Yo �S+�,'� Huu6,l;,.nd Road y� .,_ q g6 �P4e Drive ro G� Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 Lane Gcoug E13L EBR NBL N13T S13T SBR Lane Contrgura6ons # T1. Volume(vph) 20 6 12 632 929 35 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 215 0 Storage Lanes 1 1 1 0 Taper Length(ft) 50 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0,994 Fit Protected 0.950 0.950 Satd.Flow(prof) 1770 1583 1770 3539 3518 0 Flt Permitted 0.950 0.229 Said.Flow(perm) 1770 1583 427 3539 3518 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 7 13 Link Speed(mph) 20 40 40 Link Distance(ft) 558 500 1090 Travel Time(s) 19.0 8.5 18.6 Peak Hour Factor 0.88 0,86 0.77 0.95 0.88 016 Adj.Flow(vph) 23 7 16 665 1056 46 Shared Lane Traffic(©/a) Lane Group Flow(vph) 23 7 16 665 1102 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 g Number of Detectors 1 3 3 2 2 Detector Template Leading Detector(ft) 45 322 328 260 260 Trailing Detector(ft) 39 -10 -6 170 170 Detector 1 Position(ft) 39 -10 -6 170 170 Detector 1 Size(ft) 6 32 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0,0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 32 34 6 6 Detector 2 Type CI+Ex Ci+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Posi6on(ft) 290 294 Detector 3 Size(ft) 32 34 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 1 Lanes, Vaiumes, Timings 3: Hem[OCk Avenue& riuckiand Road �A 10126/2d11 Lane Groin EBL EBR NBL NST SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Prot pm+pt Protected Phases 4 4 1 6 2 Permitted Phases 6 6 2 Detector Phase 4 4 1 6 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 Minimum Split(s) 8.0 8.0 8.0 19.0 19.0 Total Split(s) 10.0 10.0 10.0 65.0 55.0 0.0 Total Split(%) 13.3% 13.3% 13.3% 86.7% 73.3% 0.0% Maximum Green(s) 6.0 6.0 6.0 61.0 51.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 Ail-Red Time(s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None C-Max C-Max Act Effct Green(s) 5.5 5.5 67.0 69.4 67.6 Actuated g/C Ratio 0.07 0.07 0.89 0.93 0.90 v/c Ratio 0.18 0.06 0.03 0.20 0.35 Control Delay 35.6 20.5 1.2 1.0 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.6 20.5 1.2 1.0 2.1 LOS D C A A A Approach Delay 32.1 1.0 2.1 Approach LOS C A A Queue Length 50th(ft) 10 0 0 0 3 Queue Length 95th(ft) 31 11 3 33 93 Internal Link Dist(ft) 478 420 1010 Turn Bay Length(ft) 100 215 Base Capacity(vph) 142 133 489 3275 3172 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.16 0.05 0.03 0.20 0.35 Intersection Summary Area Type. Other Cycle Length:75 Actuated Cycle Length:75 Offset:0(0%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.35 Intersection Signal Delay:2.2 Intersection LOS:A Intersection Capacity Utilization 36.8% ICU Level of Service A Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 3: Hemlork Avent1e & 8uckland Road 41, nd Phases: 3:Hemlock Avenue&Buckland Road io/26/2Q�9 o2 _ aq o6 Baseline Synchro 7-Light: Report Page 3 Lanes, Volumes, Timings 5; Cedar Avenue & Buckland Road 10/26/2011 Lane Group ESL EBR NBL NST SST SBR Lane Configurations I Ir I f4 tt P, Volume(vph) 20 25 26 626 939 45 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 200 0 275 150 Storage Lanes 1 1 1 1 Taper Length(ft) 50 25 50 100 Lane Utii.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.246 Said.Flow(perm) 1770 1583 458 3539 3539 1583 Right Turn on Red Yes Yes Satd.Flow(RTOR) 36 56 Link Speed(mph) 20 40 40 Link Distance(ft) 563 1090 1050 Travel Time(s) 19.2 18.6 17.9 Peak Hour Factor 0.66 0.69 0.77 0.97 0.94 0.80 Adj.Flow(vph) 30 36 34 645 999 56 Shared Lane Traffic(%') Lane Group Flow(vph) 30 36 34 645 999 56 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 0 Detector Template Left Leading Detector(ft) 15 306 323 260 260 0 Trailing Detector(ft) 9 -10 -6 170 170 0 Detector 1 Position(ft) 9 -10 -6 170 170 0 Detector 1 Size(ft) 6 16 29 6 6 5 Detector 1 Type CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex C1+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 16 29 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 16 29 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 4 Lanes, Volumes, Timings 5: Cedar Avenue & Buokland Road 10/26/2011 Lane Group EBL &R NBL NBT S8T 5SR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 1 6 2 Permitted Phases 4 6 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum initial(s) 3.0 3.0 4.0 15.0 14.0 14.0 Minimum Split(s) 8.5 8.5 8.0 40.0 19.5 19.5 Total Split(s) 13.0 13.0 10.0 62.0 52.0 52.0 Total Split(%) 17.3% 17.3% 13.3% 82.7% 69.3% 69.3% Maximum Green(s) 9.0 9.0 6.0 58.0 48.0 48.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time(s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 7.2 7.2 63.8 65.4 59.4 59.4 Actuated g/C Ratio 0.10 0.10 0,85 0.87 0.79 0.79 v/c Ratio 0.18 0.19 0.07 0.21 0.36 0.04 Control Delay 33.0 13.8 1.5 1.3 2.7 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.0 13.8 1.5 1.3 2.7 0.5 LOS C B A A A A Approach Delay 22.5 1.3 2.6 Approach LOS C A A Queue Length 50th(ft) 13 0 2 31 131 2 Queue Length 95th(ft) 26 15 4 26 12 0 Internal Link Dist(ft) 483 1010 970 Turn Bay Length(ft) 200 275 150 Base Capacity(vph) 212 222 495 3086 2804 1266 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.16 0.07 0.21 0.36 0.04 Intersection Summary Area Type. Other Cycle Length:75 Actuated Cycle Length:75 Offset: 15(20%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.36 Intersection Signal Delay:2.8 Intersection LOS:A Baseline Synchro 7-Light: Report Page 5 Lanes, Volumes, Timings 5= Cedar Avenue & Buckland Road Intersection capacity uvilzation 36.0% 1012612011 Analysis Period(min)15 ICU Level of Service A 4SIffs and Phases: 5;CedarAvenue&Buckland Road 1 02 4 06 Baseline Synchro 7-Light: Report Page 6 HCM Unsignalized Intersection Capacity Analysis 7: Site give #1 & Buckland Road 10121/2011 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r tll� 0 Volume(veh/h) 0 0 654 0 0 984 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.95 0.92 0.92 0.86 Hourly flow rate(vph) 0 0 688 0 0 1144 Pedestrians Lane Width(ft) Walking Speed(fYs) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1050 500 pX,platoon unblocked 0.86 vC,conflicting volume 1261 344 688 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 989 344 688 tC,single(s) 6.8 6.9 4.1 tC,2stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(veh/h) 211 652 902 Direction,Lane 1f WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 459 229 381 763 Volume Leff 0 0 0 0 0 Volume Right 0 0 fl 4 0 cSH 1700 1700 1700 902 1700 Volume to Capacity 0.00 0.27 0.13 0.00 0.45 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 9.-Deming Street& Buokland Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NSL NBT NBR SBL SST SSR Lane Configurations I t if Vi 1+ I T1} I T1i Volume(vph) 4 36 134 37 42 40 115 524 15 13 813 26 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 150 0 100 0 145 0 160 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length(ft) 50 25 60 25 50 25 215 25 Lane tltil.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Fri 0.850 0.919 0.995 0.994 Fft Protected 0.950 0.950 0.950 0.950 Satd.Flow(prot) 1770 1863 1583 1770 1712 0 1770 3522 0 1770 3518 0 FIt Permitted 0.622 0.727 0.229 0.437 Satd.Flow(perm) 1159 1863 1583 1354 1712 0 427 3522 0 814 3518 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 163 66 8 9 Link Speed(mph) 30 30 40 40 Link Distance(ft) 500 204 500 1075 Travel Time(s) 11.4 4.6 8.5 18.3 Peak Hour Factor 0.78 0.79 0.82 0.90 0.75 0.61 0.88 0.95 0.78 0.92 0.86 0.64 Adj.Flow(vph) 5 46 163 41 56 66 131 552 19 14 945 41 Shared Lane Traffic(%) Lane Group Flow(vph) 5 46 163 41 122 0 131 571 0 14 986 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Left Leading Detector(ft) 30 32 15 23 25 28 260 33 257 Trailing Detector(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Position(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Size(ft) 6 6 21 6 21 34 6 35 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Cf+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 254 251 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm Perm Perm pro+pt pm+pt Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Detector Phase 4 4 4 4 4 5 2 1 6 Baseline Synchro 7-Light: Report Page 8 Lanes, Volumes, Timings 9. Derainq Street& BLfckiand Road 1012612011 Lane Group` I BL EBT EBR WBL WBT W13R NSL NST NBR SBL SST SSR Switch Phase Minimum initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 15.0 4.0 15.0 Minimum Split(s) 12.5 12.5 12.5 12.5 12.5 8.0 19.5 8.0 19.5 Total Split(s) 18.0 18.0 18.0 18.0 18.0 0.0 14.0 49.0 0.0 8.0 43.0 0.0 Total Split(%) 24.0% 24.0% 24.0% 24.0% 24.0% 0.0% 18.7% 65.3% 0.0% 10.7% 57.3% 0.0% Maximum Green(s) 14.0 14.0 14.0 14.0 14.0 10.0 45.0 4.0 39.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None done None None None C-Max None C-Max Act Effct Green(s) 9.3 9.3 9.3 9.3 9.3 57.6 55.9 53.0 48.7 Actuated g/C Ratio 0.12 0.12 0.12 0.12 0.12 0.77 0.75 0.71 0.65 v1c Ratio 0.03 0.20 0.48 0.25 0.45 0.29 0.22 0.02 0.43 Control Delay 28.0 30.8 10.4 32.6 21.0 5.7 6.0 2.8 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.0 30.8 10.4 32.6 21.0 5.7 6.0 2.8 8A LOS C C B C C A A A A Approach Delay 15.2 23.9 5.9 8.0 Approach LOS B C A A Queue Length 50th(ft) 2 20 0 18 25 22 55 1 103 Queue Length 95th(ft) 9 40 37 43 50 49 122 5 172 Internal link Dist(ft) 420 124 420 995 Turn Bay Length(ft) 150 100 145 160 Base Capacity(vph) 216 348 428 253 373 508 2627 645 2286 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.02 0.13 0.38 0.16 0.33 0.26 0.22 0.02 0.43 Intersection Summary Area Type: Other Cycle Length:75 Actuated Cycle Length:75 Offset:63(84%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.48 Intersection Signal Delay:9.3 Intersection LOS:A Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 9 Lanes, Volumes, Timings 9: Demin Street& Buckland Road 90/2B12©11 S fts and Phases: 9:Deming Street&Buckdand Road 110 01 T rat �04 05 A Baseline Synchro 7-Light: Report Page 10 HCM Unsignalized Intersection Capacity Analysis 12 Deming Street& Site Drive#2 10/2112011 Movement EBT EBR WSL WBT NSL NSR Lane Configurations 1* ot Y Volume(veh/h) 64 0 0 119 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 81 0 0 159 0 0 Pedestrians Lane Width(ft) Walking Speed(ftfs) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 204 pX,platoon unblocked 1.00 1.00 1.00 vC,conflicting volume 81 240 81 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 79 238 79 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s), 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1517 749 980 Direction,Lane# EB 1 WB 1 NB 1 Volume Total 81 159 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1517 1700 Volume to Capacity 0.05 0.00 0.00 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.0 OA 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 9.6% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 14: Terry Office Park & Buckland Read 1012612011 Lane-Groin , EBL EBR NBL NBT SBT SBR Lane Conffgurafions I ?, 1f 4 Volume(vph) 75 1 N. 129 568 852 56 Ideal Flow(vphp1) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 115 0 125 0 Storage Lanes 1 1 1 0 Taper Length(ft) 80 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.991 Fit Protected 0.950 0.950 Satd.Flow(prat) 1770 1583 1770 3539 3507 0 Fit Permitted 0.950 0.224 Satd.Flow(perm) 1770 1583 417 3539 3507 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 113 12 Link Speed(mph) 20 40 40 Link Distance(ft) 500 1075 1150 Travel Time(s) 17.0 18.3 19.6 Peak Hour Factor 0.92 0.92 0.92 0.95 0.86 0.92 Adj.Flow(vph) 82 113 140 598 991 61 Shared Lane Traffic(%) Lane Group Flow(vph) 82 113 140 598 1052 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 g Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Leading Detector(ft) 28 28 28 268 268 Trailing Detector(ft) -6 -6 -6 175 175 Detector 1 Position(ft) -6 -6 -6 175 175 Detector 1 Size(ft) 34 34 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 262 262 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 2 2 Permitted Phases 4 2 Detector Phase 4 4 1 2 2 Baseline Synchro 7-Light: Report Page 12 Lanes, Volumes, Timings 14: Teri Qffice Park & BLtckland road 1012612011 Lane Group FRI t:13R NBL NBT SBT SBR Switch Phase Minimum Initial(s) 1.0 1.0 4.0 15.0 15.0 Minimum Split(s) 21.0 21.0 7.0 19.0 19.0 Total Split(s) 23.0 23.0 11.0 26.0 26.0 0.0 Total Split(%) 38.3% 38.3% 18.3% 43.3% 43.3% 0.0% Maximum Green(s) 18.0 18.0 8.0 22.0 22.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) Z.0 2.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time Is) 5.0 5.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.5 2.5 Recall Mode None None None C-Max C-Max Walk Time(s) 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 Pedestrian Calls(#/hr) 0 p Act Effct Green(s) 7.4 7.4 44.1 38.8 38.8 Actuated g/C Ratio 0.12 0.12 0.74 0.65 0.65 v/c Ratio 0.37 0.38 0.32 0.26 0.46 Control Delay 28.3 9.6 4.6 7.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 9.6 4.6 7.1 8.6 LOS C A A A A Approach Delay 17.4 6.6 8.6 Approach LOS B A A Queue Length 50th(ft) 28 0 10 51 104 Queue Length 95th(ft) 60 36 26 95 173 Internal Link Dist(ft) 420 995 1070 Turn Bay Length(ft) 115 125 Base Capacity(vph) 531 554 496 2286 2270 Starvation Cap Reductn 0 0 0 0 0 Splllback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.20 0.28 0.26 0.46 Intersection Summary Area Type. Other Cycle Length:60 Actuated Cycle Length:60 Offset:40(67%),Referenced to phase 2:NBSB and 6:,Start of Green Natural Cycle:55 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.46 Intersection Signal Delay:8.7 Intersection LOS:A Intersection Capacity Utilization 47.5% ICU Level of Service A Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 13 Lanes, Volumes, Timings 14: Terry Office Park & Bucktand Road SPhts and Phases: 14:Te ""'Ice Pack&Suckland Road 10/26/2011 07 t 02 M Baseline Synchro 7-Light: Report Page 14 HCM Unsignalized Intersection Capacity Analysis 16: Deming Street& Tamarack Avenue 1012112011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations l+ I f I r Volume(vehrn) 163 6 57 122 2 2 Sign Control Free Free Stop Grade 0°% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 206 7 62 163 2 2 Pedestrians Lane Width(ft) Walking Speed(ftts) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 500 pX,platoon unblocked vC,conflicting volume 213 496 210 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 213 496 210 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 95 100 100 cM capacity(vehth) 1357 509 831 Direction,Lane# EB 1 WB 1 W8 2 NB 1 NB 2 Volume Total 213 62 163 2 2 Volume Left 0 62 0 2 0 Volume Right 7 0 0 0 2 cSH 1700 1357 1700 609 831 Volume to Capacity 0.13 0.05 0.10 0.00 0.00 Queue Length 95th(ft) 0 4 0 0 0 Control Delay(s) 0.0 7.8 0.0 12.1 9.3 Lane LOS A B A Approach Delay(s) 0.0 2.1 10.7 Approach LOS B Intersection Summary Average Delay 12 Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 3 APPENDIX D Synchro Background 2013 P.M. m h c CL na 0 w T ;a y I c�' 4�161 sRBfll 174 123 50 1��0&5 7TTii �n�a row 5X�j d P".,H""w Road 6ucklar rl fined A8' 73ichld d Rowj t1g0 bu7,k �t�e Dun6land fio,.n 124�. u4e 11 ,C 70.Y�, 3S' AQ° X rw Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 -"* 4� t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I it I ++ fl1' Volume(vph) 130 175 129 1065 1086 161 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 215 0 Storage Lanes 1 1 1 0 Taper Length(ft) 50 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.978 Fit Protected 0.950 0.950 Said.Flow(prot) 1770 1583 1770 3539 3461 0 Fit Permitted 0.950 0.111 Said.Flow(perm) 1770 1583 207 3539 3461 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 203 53 Link Speed(mph) 20 40 40 Link Distance(ft) 558 500 1090 Travel Time(s) 19.0 8.5 18.6 Peak Hour Factor 0.88 0.86 0.77 0.95 0.88 0.76 Adj.Flow(vph) 148 203 168 1121 1234 212 Shared Lane Traffic(%) Lane Group Flow(vph) 148 203 168 1121 1446 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 Detector Template Leading Detector(ft) 45 322 328 260 260 Trailing Detector(ft) 39 -10 -6 170 170 Detector 1 Position(ft) 39 -10 -6 170 170 Detector 1 Size(ft) 6 32 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 32 34 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Posifion(ft) 290 294 Detector 3 Size(ft) 32 34 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/2612011 t Lane Group EBL EBR NBL NBT SST SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 6 2 Permitted Phases 4 6 6 2 Detector Phase 4 4 1 6 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 Minimum Split(s) 8.0 8.0 8.0 19.0 19.0 Total Split(s) 12.0 12.0 11.0 48.0 37.0 0.0 Total Split(%) 20.0% 20.0% 18.3% 80.0% 61.7% 0.0% Maximum Green(s) 9.0 9.0 9.0 45.0 34.0 Yellow Time(s) 2.0 2.0 2.0 2.0 2.0 All-Red Time(s) 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 3.0 3.0 2.0 3.0 3.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max Act Effct Green(s) 8.5 8.5 46.5 45.5 37.8 Actuated g/C Ratio 0.14 0.14 0.78 0.76 0.63 v/c Ratio 0.59 0.51 0.48 0.42 0.66 Control Delay 34.3 9.2 9.3 3.2 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.3 9.2 9.3 3.2 4.6 LOS C A A A A Approach Delay 19.8 4.0 4.6 Approach LOS B A A Queue Length 50th(ft) 51 0 10 53 17 Queue Length 95th(ft) #99 44 31 76 81 Internal Link Dist(ft) 478 420 1010 Turn Bay Length(ft) 100 215 Base Capacity(vph) 266 410 395 2682 2200 Starvation Cap Reductn 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.56 0.50 0,43 0,42 0.66 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.66 Intersection Signal Delay:6.1 Intersection LOS:A Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period(min)15 95th percentile volume exceeds capacity queue may be longer. Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 Queue shown is maximum after two cycles. Splits and Phases: 3:Hemlock Avenue&Buckland Road 01 t 02 04 06 98 s — Baseline Synchro 7-Light: Report Page 3 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 1012612011 --* -*� ? Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I r I ++ tt ? Volume(vph) 44 69 68 1148 1153 74 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 200 0 275 150 Storage Lanes 1 1 1 1 Taper Length(ft) 50 25 50 100 Lane Utii.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 FIt Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3539 1583 FIf Permitted 0.950 0.144 Satd.Flow(perm) 1770 1583 268 3539 3539 1583 Right Turn on Red Yes Yes Satd.Flow(RTOR) 100 83 Link Speed(mph) 20 40 40 Link Distance(ft) 563 1090 1050 Travel Time(s) 19.2 18.6 17.9 Peak Hour Factor 0.66 0.69 0.77 0.97 0.94 0.80 Ad).Flow(vph) 67 100 88 1184 1227 92 Shared Lane Traffic(%) Lane Group Flow(vph) 67 100 88 1184 1227 92 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turing Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 0 Detector Tempiate Left Leading Detector(ft) 15 306 323 260 260 0 Trailing Detector(ft) 9 -10 -6 170 170 0 Detector 1 Position(ft) 9 -10 -6 170 170 0 Detector 1 Size(ft) 6 16 29 6 6 5 Detector 1 Type Ci+Ex CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 16 29 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 16 29 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 4 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/2612011 -* --* t 1 4 Lame Group EBL EBR NBL: NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 1 6 2 Permitted Phases 4 6 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 14.0 14.0 Minimum Split(s) 9.0 9.0 8.0 40.0 19.0 19.0 Total Split(s) 20.0 20.0 19.0 40.0 21.0 21.0 Total Split(%) 33.3% 33.3% 31.7% 66.7% 35.0% 35.0% Maximum Green(s) 16.0 16.0 15.0 36.0 17.0 17.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 At{-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time(s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 9.2 9.2 44.8 45.6 36.9 36.9 Actuated g/C Ratio 0.15 0.15 0.75 0.76 0.62 0.62 v/c Ratio 0.25 0.30 0.24 0.44 0.56 0.09 Control Delay 23.1 7.8 5.9 3.8 16.6 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.1 7.8 5.9 3.8 16.6 6.6 LOS C A A A B A Approach Delay 13.9 4.0 15.9 Approach LOS B A B Queue Length 50th(ft) 22 0 6 54 249 2 Queue Length 95th(ft) 33 16 m21 121 328 m22 Internal Link Dist(ft) 483 1010 970 Turn Bay Length(ft) 200 275 150 Base Capacity(vph) 472 495 576 2687 2174 1005 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced We Ratio 0.14 0.20 0.15 0.44 0.56 0.09 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:2(3%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.56 Intersection Signal Delay:10.3 Intersection LOS:B Baseline Synchro 7-Light: Report Page 5 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period(min)15 in Volume for 95th percentile queue is metered by upstream signal. lits and Phases: 5:Cedar Avenue&Buck#and Road MIN to Baseline Synchro 7-Light: Report Page 6 HCM Unsignaiized Intersection Capacity Analysis 7: Site Drive #1 & Buckland Road 1012112011 Movement WBL WBR NBT NBR SBL SBT Lane Configurations it 1'1. +T+ Volume(veh/h) 0 0 1195 0 0 1228 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.97 0.94 0.92 0.92 Hourly flow rate(vph) 0 0 1232 0 0 1335 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type hone None Median storage veh) Upstream signal(ft) 1050 500 pX,platoon unblocked 0.82 0.91 0.91 vC,conflicting volume 1899 616 1232 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1162 376 1054 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(veh/h) 155 565 596 Direction,Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 821 411 445 890 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 596 1700 Volume to Capacity 0.00 0.48 0.24 0.00 0.52 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 9: Deming Street & Buckiand Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I t it I t► yi t1. I 41� Volume(vph) 23 60 126 45 27 31 123 994 78 55 1057 23 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 150 0 100 0 145 0 160 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length(ft) 50 25 60 25 50 25 215 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Fit 0.850 0.912 0.987 0.996 Flt Protected 0.950 0.950 0.950 0.950 Said.Flow(prot) 1770 1863 1583 1770 1699 0 1770 3493 0 1770 3525 0 Fit Permitted 0.701 0.708 0.144 0.217 Said.Flow(perm) 1306 1863 1583 1319 1699 0 268 3493 0 404 3525 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTQR) 154 51 28 7 Link Speed(mph) 30 30 40 40 Link Distance(ft) 500 204 500 1075 Travel Time(s) 11.4 4.6 8.5 18.3 Peak Hour Factor 0.78 0.79 0.82 0.90 0.75 0.61 0.88 0.95 0.78 0.92 0.86 0.64 Adj.Flow(vph) 29 76 154 50 36 51 140 1046 100 60 1229 36 Shared Lane Traffic(%) Lane Group Flow(vph) 29 76 154 50 87 0 140 1146 0 60 1265 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Left Leading Detector(ft) 30 32 15 23 25 28 260 33 257 Trailing Detector(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Position(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Size(ft) 6 6 21 6 21 34 6 35 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector i Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 010 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 254 251 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 4 5 2 1 6 Permitted bases 4 4 4 2 6 Detector Phase 4 4 4 4 4 5 2 1 6 Baseline Synchro 7-Light: Report Page 8 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10126/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 15.0 4.0 15.0 Minimum Split(s) 12.5 12.5 12.5 12.5 12.5 8.0 19.5 8.0 19.5 Total Split(s) 14.0 14.0 14.0 14.0 14.0 0.0 12.0 38.0 0.0 8.0 34.0 0.0 Total Split(%) 23.3% 23.3% 23.3% 23.3% 23.3% 0.0% 20.0% 63.3% 0.0% 13.3% 56.7% 0.0% Maximum Green(s) 10.0 10.0 10.0 10.0 10.0 8.0 34.0 4.0 30.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Act Effct Green(s) 8.5 8.5 8.5 8.5 8.5 44.9 41.2 41.1 37.7 Actuated g/C Ratio 0.14 0.14 0.14 0.14 0.14 0.75 0.69 0.68 0.63 v1c Ratio 0.16 0.29 0.43 0.27 0.30 0.38 0.48 0.15 0.57 Control Delay 24.3 25.8 8.9 26.6 15.1 9.3 7.3 4.4 8.8 Queue Delay 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.3 25.8 8.9 26.6 15.1 9.3 7.3 4.4 8.8 LOS C C A C B A A A A Approach Delay 15.6 19.3 7.6 8.6 Approach LOS B B A A Queue Length 50th(ft) 10 25 0 17 12 18 104 4 97 Queue Length 95th(ft) 25 49 33 43 34 58 132 m19 174 Internal Link Dist(ft) 420 124 420 995 Turn Bay Length(ft) 150 100 145 160 Base Capacity(vph) 218 311 392 220 326 402 2408 397 2218 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.13 0.24 0.39 0.23 0.27 0.35 0.48 0.15 0.57 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.57 Intersection Signal Delay:9.2 Intersection LOS:A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Baseline Synchro 7-Light: Report Page 9 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 S fits and Phases: *9:Deming Street&Buckiand Road 01 ! 02 —� q 05 # 06 Baseline Synchro 7-Light: Report Page 10 HCM Unsignalized Intersection Capacity Analysis 12: Deming Street & Site Drive#2 10/21/2011 ---► 11t '� /01 Movement EBT EBR WBL WBT NBL NBR Lane Configurations `la 4 Y Volume(veh/h) 193 0 0 103 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0,92 0.92 Hourly flow rate(vph) 244 0 0 137 0 0 Pedestrians Lane Width(ft) Walking Speed(fYs) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 204 pX,platoon unblocked 0.98 0.98 0.98 vC,conflicting volume 244 382 244 vC1,stage 1 conf vol vC2,stage 2 cont vol vCu,unblocked vol 221 361 221 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1324 627 804 Direction,Lane# EB 1 WB 1 NB 1 Volume Total 244 137 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1324 1700 Volume to Capacity 0.14 0.00 0.00 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 13.5% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 14: Terry Office Park & Buckland Road 10/26/2011 --* 4\ 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations ?" I tf t� Volume(vph) 75 104 1299 1243 919 56 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 115 0 125 0 Storage Lanes 1 1 1 0 Taper Length(ft) 80 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.992 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3511 0 Fit Permitted 0.950 0.205 Satd.Flow(perm) 1770 1583 382 3539 3511 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 113 14 Link Speed(mph) 20 40 40 Link Distance(ft) 500 1075 1150 Travel Time(s) 17.0 18.3 19.6 Peak Hour Factor 0.92 0.92 0.92 0.95 0.86 0.92 Adj.Flow(vph) 82 113 140 1308 1069 61 Shared Lane Traffic(%) Lane Group Flow(vph) 82 113 140 1308 1130 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Leading Detector(ft) 28 28 28 268 268 Trailing Detector(ft) -6 -6 -6 175 175 Detector 1 Position(ft) -6 -6 -6 175 175 Detector 1 Size(ft) 34 34 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 262 262 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 2 2 Permitted Phases 4 2 1 Detector Phase 4 4 1 2 2 Baseline Synchro 7-Light: Report Page 12 Lanes, Volumes, Timings 14:Terry Office Park & Buckland Road 10/26/2011 -A _1* A� t 4 41 Lane Group EBL EBR NBC NBT SBT SBR Switch Phase Minimum Initial(s) 5.0 5.0 4.0 15.0 15.0 Minimum Split(s) 9.0 9.0 7.0 19.0 19.0 Total Split(s) 15.0 15.0 10.0 35.0 35.0 0.0 Total Split(%) 25.0% 25.0% 16.7% 58.3% 58.3% 0.0% Maximum Green(s) 11.0 11.0 7.0 31.0 31.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.5 2.5 Recall Mode None None None C-Min C-Min Walk Time(s) 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 Pedestrian Calls(#/hr) 0 0 Act Effct Green(s) 7.4 7.4 45.0 47.2 39.9 Actuated g/C Ratio 0.12 0.12 0.75 0.79 0.66 v/c Ratio 0.37 0.38 0.33 0.47 0.48 Control Delay 28.3 9.6 5.8 3.5 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 9.6 5.8 3.5 8.0 LOS C A A A A Approach Delay 17.5 3.7 8.0 Approach LOS B A A Queue Length 50th(f#) 28 0 6 53 108 Queue Length 95th(ft) 60 36 43 131 174 Internal Link Dist(ft) 420 995 1070 Turn Bay Length(ft) 115 125 Base Capacity(vph) 325 383 453 2782 2337 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.30 0.31 0.47 0.48 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:NBSB and 6:,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum vic Ratio:0.48 Intersection Signal Delay:6.4 Intersection LOS:A Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 13 Lanes, Volumes, Timings 14: Terry Office Park & Suckland Road 101z6�2011 Splits and Phases: 14:*Terry Office Park&Buckland Road 01I 02 04 Baseline Synchro 7-Light Report Page 14 HCM Unsignalized Intersection Capacity Analysis 16: Deming Street &Tamarack Avenue 10/21/2011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ 11 + V r Volume(veh/h) 194 50 40 170 23 42 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 246 54 43 227 25 46 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 500 pX,platoon unblocked vC,conflicting volume 300 586 273 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 300 586 273 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 97 95 94 cM capacity(veh/h) 1261 456 766 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 300 43 227 25 46 Volume Left 0 43 0 25 0 Volume Right 54 0 0 0 46 cSH 1700 1261 1700 456 766 Volume to Capacity 0.18 0.03 0.13 0.05 0.06 Queue Length 95th(ft) 0 3 0 4 5 Control Delay(s) 0.0 8.0 0.0 13.3 10.0 Lane LOS A B A Approach Delay(s) 0.0 1.3 11.2 Approach LOS B Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 29.9% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 3 APPENDIX E Synchro Background 2013 Saturday m 0 w O e. a 0 i W rh c w tg uj Ps , P :._may.C'; •D Tamarck Aventjf ,, } a ' 4 4 " F Z .- ..... �1.10B7 ........ -.....•.. r0185. ... � �49A / .............. f.'? �1082 Auc Euckland Road l�" •-•.•'+-�"P+'- "..._..........--,•:., sy! . " '-`.'..'......C •..>-`':=, oe�a"'_' ......•.. - ... .... an oaU 8A2- 6uckland Road 943• Buckland Road 1�5'•" Buck p' fk r 88;, ._....:.•. - 7a.S '.' 8' Buchland Road 912^ a C 'to Urroe#� m It 1 t=' Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10126/2011 --4 N 'N t l Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I r I tt t1+ Volume(vph) 152 243 166 892 948 217 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 215 0 Storage Lanes 1 1 1 0 Taper Length(ft) 50 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.969 Flt Protected 0.950 0.950 Said.Flow(prot) 1770 1583 1770 3539 3429 0 FIt Permitted 0.950 0.117 Satd.Flow(perm) 1770 1583 218 3539 3429 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 279 77 Link Speed(mph) 20 40 40 Link Distance(ft) 558 500 1090 Travel Time(s) 19.0 8.5 18.6 Peak Hour Factor 0.88 0.86 0.77 0.95 0.88 0.76 Adj.Flow(vph) 173 283 216 939 1077 286 Shared Lane Traffic(%) Lane Group Flow(vph) 173 283 216 939 1363 0 Enter Blocked intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 Detector Template Leading Detector(ft) 45 322 328 260 260 Trailing Detector(ft) 39 -10 -6 170 170 Detector 1 Position(ft) 39 -10 -6 170 170 Detector 1 Size(ft) 6 32 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector i Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 32 34 6 6 Detector 2 Type Cl+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 32 34 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Background Saturday Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 4N t 1 Lane Group EBL EBR NBL NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 6 2 Permitted Phases 4 6 6 2 Detector Phase 4 4 1 6 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 Minimum Split(s) 8.5 8.5 8.0 19.5 19.5 Total Split(s) 15.0 15.0 12.0 45.0 33.0 0.0 Total Split(%) 25.0% 25.0% 20.0% 75.0% 55.0% 0.0% Maximum Green(s) 11.0 11.0 8.0 41.0 29.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 AlWed Time(s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max Act Effct Green(s) 10.2 10.2 41.8 41.8 30.3 Actuated g/C Ratio 0.17 0.17 0.70 0.70 0.50 We Ratio 0.57 0.56 0.62 0.38 0.77 Control Delay 30.7 8.5 16.1 4.5 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 8.5 16,1 4.5 12.1 LOS C A B A B Approach Delay 16.9 6.6 12.1 Approach LOS B A B Queue Length 50th(ft) 57 1 22 61 58 Queue Length 95th(ft) 108 49 60 85 188 Internal Link Dist(ft) 478 420 1010 Turn Bay Length(ft) 100 215 Base Capacity(vph) 325 518 359 2464 1768 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reducin 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.53 0.55 0.60 0.38 0.77 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:7(12%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:55 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.77 Intersection Signal Delay:10.7 Intersection LOS:B Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period(min) 15 Background Saturday Synchro 7 Light: Report Page 2 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10126/2011 Splits and Phases: 3:Hemlock Avenue&Buckland Road 01 i 02 M 06 Background Saturday Synchro 7-Light: Report Page 3 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 t 1 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I r R ++ tf r Volume(vph) 38 78 43 998 1087 78 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 200 0 275 150 Storage Lanes 1 1 1 1 Taper Length(ft) 50 25 50 100 Lane Ufil.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.171 Satd.Flow(perm) 1770 1583 319 3539 3539 1583 Right Turn on Red Yes Yes Satd.Flow(RTOR) 113 94 Link Speed(mph) 20 40 40 Link Distance(ft) 563 1090 1050 Travel Time(s) 19.2 18.6 17.9 Peak Hour Factor 0.66 0.69 0.77 0.97 0.94 0.80 Adj.Flow(vph) 58 113 56 1029 1156 98 Shared Lane Traffic(%) Lane Group Flow(vph) 58 113 56 1029 1156 98 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Leff Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 0 Detector Template Left Leading Detector(ft) 15 306 323 260 260 0 Trailing Detector(ft) 9 -10 -6 170 170 0 Detector 1 Position(ft) 9 -10 -6 170 170 0 Detector 1 Size(ft) 6 16 29 6 6 5 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 16 29 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 16 29 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Background Saturday Synchro 7-Light: Report Page 4 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 --* 4\ t I d Lane Group EBL EBR NBL NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 1 6 2 Permitted Phases 4 6 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial(s) 3.0 3.0 4.0 15.0 14.0 14.0 Minimum Split(s) 8.0 8.0 8.0 40.0 19.0 19.0 Total Split(s) 20.0 20.0 19.0 40.0 21.0 21.0 Total Split(%) 33.3% 33.3% 31.7% 66.7% 35.0% 35.0% Maximum Green(s) 16.0 16.0 15.0 36.0 17.0 17.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time(s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 8.9 8.9 45.0 45.8 39.5 39.5 Actuated g/C Ratio 0.15 0.15 0.75 0.76 0.66 0.66 vlc Ratio 0.22 0.34 0.14 0.38 0.50 0.09 Control Delay 23.0 7.9 3.5 3.1 8.6 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 7.9 3.5 3.1 8.6 2.8 LOS C A A A A A Approach Delay 13.1 3.1 8.2 Approach LOS B A A Queue Length 50th(ft) 19 0 3 41 193 7 Queue Length 95th(ft) 30 17 ml l 86 248 22 Internal Link Dist(ft) 483 1010 970 Turn Bay Length(ft) 200 275 150 Base Capacity(vph) 472 505 602 2704 2328 1073 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.22 0.09 0.38 0.50 0.09 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset: 16(27%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum We Ratio:0.50 Intersection Signal Delay:6.3 Intersection LOS:A Background Saturday Synchro 7-Light: Report Page 5 Lanes, Volumes, Timings 5: Cedar Avenue& Buckland Road 1012612011 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Cedar Avenue&Bucikland Road 01 } o2 M i 06 Background Saturday Synchro 7-Light: Report Page 6 HCM Unsignaliized Intersection Capacity Analysis 7: Site Drive #1 & Buckland Road 1 0/21120 1 1 ,$- k t P Movement WBL WBR NBT NSR SBL SBT Lane Configurations r fiT* 4+ Volume(vehlh) 0 0 1035 0 0 1165 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.95 0.92 0.92 0.86 Hourly flow rate(vph) 0 0 1089 0 0 1355 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1050 500 pX,platoon unblocked 0.88 0.96 0.96 vC,conflicting volume 1767 545 1089 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1390 436 1005 tC,single(s) 6.8 6.9 4A tC,2 stage(s) IF(s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(vehlh) 118 544 656 Direction,Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 726 363 462 903 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 656 1700 Volume to Capacity 0.00 0.43 0.21 0.00 0.53 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A intersection Summary Average Delay 0.0 Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period(min) 15 Background Saturday Synchro 7-Light, Report Page 1 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 + if I T+ 'f T73 I tl3 Volume(vph) 8 27 91 75 23 24 94 865 76 41 999 15 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 150 0 100 0 145 0 160 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length(ft) 50 25 60 25 50 25 215 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Fit 0.850 0.916 0.986 0.997 Fit Protected 0.950 0.950 0.950 0.950 Satd.Flow(prot) 1770 1863 1583 1770 1706 0 1770 3490 0 1770 3529 0 Fit Permitted 0.692 0.735 0.199 0.264 Satd.Flow(perm) 1289 1863 1583 1369 1706 0 371 3490 0 492 3529 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 111 39 20 3 Link Speed(mph) 30 30 40 40 Link Distance(ft) 500 204 500 1075 Travel Time(s) 11.4 4.6 8.5 18.3 Peak Hour Factor 0.78 0.79 0.82 0.90 0.75 0.61 0.88 0.95 0.78 0.92 0.86 0.64 Adj.Flow(vph) 10 34 111 83 31 39 107 911 97 45 1162 23 Shared Lane Traffic(°lo) Lane Group Flow(vph) 10 34 111 83 70 0 107 1008 0 45 1185 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Leff Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Left Leading Detector(ft) 30 32 15 23 25 28 260 33 257 Trailing Detector(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Position(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Size(ft) 6 6 21 6 21 34 6 35 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Detector 2 Position(ft) 254 251 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Detector Phase 4 4 4 4 4 5 2 1 6 Background Saturday Synchro 7-Light. Report Page 8 Lanes, Volumes, Timings 9:Deming Street & Buckland Road 10/26/2011 } N r ~ 4�- 4\ t �► -� Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL SBT SBR Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 15.0 4.0 15.0 Minimum Split(s) 12.5 12.5 12.5 12.5 12.5 8.0 19.5 8.0 19.5 Total Split(s) 26.0 26.0 26.0 26.0 26.0 0.0 17.0 84.0 0.0 10.0 77.0 0.0 Total Split(%) 21.7% 21.7% 21.7% 21.7% 21.7% 0.0% 14.2% 70.0% 0.0% 8.3% 64.2% 0.0% Maximum Green(s) 22.0 22.0 22.0 22.0 22.0 13.0 80.0 6.0 73.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Act Effct Green(s) 12.6 12.6 12.6 12.6 12.6 97.0 91.2 94.4 88.4 Actuated g/C Ratio 0.10 0.10 0.10 0.10 0.10 0.81 0.76 0.79 0.74 We Ratio 0.07 0.17 0.42 0.58 0.33 0.28 0.38 0.10 0.46 Control Delay 47.0 49.1 13.4 66.1 28.7 3.2 3.7 1.2 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 49.1 13.4 66.1 28.7 3.2 3.7 1.2 5.3 LOS D D B E C A A A A Approach Delay 23.4 49.0 3.7 5.1 Approach LOS C D A A Queue Length 50th(ft) 7 24 0 62 22 7 95 1 168 Queue Length 95th(ft) 21 48 40 112 49 11 144 m2 246 Internal Link Dist(ft) 420 124 420 995 Turn Bay Length(ft) 150 100 145 160 Base Capacity(vph) 236 342 381 251 345 459 2657 454 2599 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.10 0.29 0.33 0.20 0.23 0.38 0.10 0.46 Intersection Summary Area Type: Other Cycle Length:120 Actuated Cycle Length:120 Offset:99(83%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:45 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.58 Intersection Signal Delay:8.1 Intersection LOS:A Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Background Saturday Synchro 7-Light: Report Page 9 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10126)2011 Splits and Phases: 9:Deming Street&Bucktand Road RM Background Saturday Synchro 7-Light: Report Page 10 HCM Unsignalized Intersection Capacity Analysis 12: Deming Street & Site Drive #2 10/21/2011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ +T Y Volume(veh/h) 144 0 0 122 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 182 0 0 163 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 204 pX,platoon unblocked 0.99 0.99 0.99 vC,conflicting volume 182 345 182 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 175 338 175 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1394 654 864 Direction,Lane# EB 1 WB 1 NB 1 Volume Total 182 163 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1394 1700 Volume to Capacity 0.11 0.00 0.00 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 10.9% ICU Level of Service A Analysis Period(min) 15 Background Saturday Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 14: Terry Office Park & Buckland Road 10126/2011 1 t Larne Group EBL EBR NBL NBT SBT SBR Lane Configurations I if °i tt t1 Volume(vph) 59 130 88 912 1082 42 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 115 0 125 0 Storage Lanes 1 1 1 0 Taper Length(ft) 80 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.995 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3522 0 Fit Permitted 0.950 0.163 Satd.Flow(perm) 1770 1583 304 3539 3522 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 141 10 Link Speed(mph) 20 40 40 Link Distance(ft) 500 1075 1150 Travel Time(s) 17.0 18.3 19.6 Peak Hour Factor 0.92 0.92 0.92 0.95 0.86 0.92 Adj.Flow(vph) 64 141 96 960 1258 46 Shared Lane Traffic(%) Lane Group flow(vph) 64 141 96 960 1304 0 Enter Blocked intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Leading Detector(ft) 28 28 28 268 268 Trailing Detector(ft) -6 -6 -6 175 175 Detector 1 Position(ft) -6 -6 -6 175 175 Detector 1 Size(ft) 34 34 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Defector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 262 262 Detector 2 Size(ft) 6 6 Detector 2 Type Ci+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 2 2 Permitted Phases 4 2 1 Detector Phase 4 4 1 2 2 Background Saturday Synchro 7-Light: Report Page 12 Lanes, Volumes, Timings 14:Terry Office Park & Buckiand Road 10/26/2011 4\ t 1 41 Lane Group EBL EBR NBL NST SBT SBR Switch Phase Minimum Initial(s) 5.0 5.0 4.0 15.0 15.0 Minimum Split(s) 9.0 9.0 7.0 19.0 19.0 Total Split(s) 15.0 15.0 8.0 37.0 37.0 0.0 Total Split(%) 25.0°% 25.0% 13.3% 61.7% 61.7% 0.0% Maximum Green(s) 11.0 11.0 5.0 33.0 33.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.5 2.5 Recall Mode None None None C-Min C-Min Walk Time(s) 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 Pedestrian Calls(#/hr) 0 0 Act Effct Green(s) 6.9 6.9 45.5 47.7 41.3 Actuated g/C Ratio 0.12 0.12 0.76 0.80 0.69 W/c Ratio 0.31 0.46 0.27 0.34 0.54 Control Delay 27.8 10.4 4.2 3.0 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 27.8 10.4 4.2 3.0 7.6 LOS C B A A A Approach Delay 15.8 3.1 7.6 Approach LOS B A A Queue Length 50th(ft) 22 0 9 96 125 Queue Length 95th(ft) 50 41 17 95 187 Internal Link Dist(ft) 420 995 1070 Turn Bay Length(ft) 115 125 Base Capacity(vph) 325 405 353 2812 2426 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.35 0.27 0.34 0.54 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:NBSB and 6:,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum We Ratio:0.54 Intersection Signal Delay:6.4 Intersection LOS:A Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period(min)15 Background Saturday Synchro 7-Light: Report Page 13 Lanes, Volumes, Timings 14: Terry Office Park & Buckland Road 10/26/2011 Splits and Phases: 14:Terryoffice Park&Buckland Road e1 I It Dip 04 Background Saturday Synchro 7-Light: Report Page 14 HCM Unsignalized Intersection Capacity Analysis 16: Deming Street& Tatnarck Avenue 10/21/2011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1a I + Vi if Volume(veh/h) 124 127 20 129 9 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.66 0.67 0.88 0.41 0.55 Hourly flow rate(vph) 135 192 30 147 22 42 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 500 pX,platoon unblocked vC,conflicting volume 327 437 231 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 327 437 231 If,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF Is) 2.2 3.5 3.3 p0 queue free% 98 96 95 cM capacity(veh/h) 1232 563 808 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 327 30 147 22 42 Volume Left 0 30 0 22 0 Volume Right 192 0 0 0 42 cSH 1700 1232 1700 563 808 Volume to Capacity 0.19 0.02 0.09 0.04 0.05 Queue Length 95th(ft) 0 2 0 3 4 Control Delay(s) 0.0 8.0 0.0 11.7 9.7 Lane LOS A B A Approach Delay(s) 0.0 1.4 10.4 Approach LOS B Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period(min) 15 Background Saturday Synchro 7-Light: Report Page 3 APPENDIX F Synchro Combined A.M. n 0 a` ro CL a { t� 2 N C ... iv o ••.. ..... "10°e "ae as ws •- .. >.. ._......,� -ssa .�a ��' s' a -�aesa eucklana Road Buckland.Road�� ..., Buckland Road .d...r.a=mall ' ..... .3uo r•r -�t1'r .., g51. 6uckland Road as„'.t Buc4i fad Buckland Goad 57� -- !n AN',cd �-te Drive i r Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10126/2011 -' 4� t ' Lane Group EBL EBR NBL NST SBT SBR Lane Configurations I it I ++ +13 Volume(vph) 21 6 12 656 951 36 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 215 0 Storage Lanes 1 1 1 0 Taper Length(ft) 50 25 50 25 Lane Utii.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.994 Flt Protected 0.950 0.950 Satd.Flow(prat) 1770 1583 1770 3539 3518 0 FIt Permitted 0.950 0.222 Satd.Flow(perm) 1770 1583 414 3539 3518 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 7 13 Link Speed(mph) 20 40 40 Link Distance(ft) 558 500 1090 Travel Time(s) 19.0 8.5 18.6 Peak Hour Factor 0.88 0.86 0.77 0.95 0.88 0.76 Adj.Flow(vph) 24 7 16 691 1081 47 Shared Lane Traffic(%) Lane Group Flow(vph) 24 7 16 691 1128 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 Detector Template Leading Detector(ft) 45 322 328 260 260 Trailing Detector(ft) 39 -10 -6 170 170 Detector 1 Position(ft) 39 -10 -6 170 170 Detector 1 Size(fit) 6 32 34 6 6 Detector 1 Type CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 32 34 6 6 Detector 2 Type CI+Ex Ci+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend Is) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 32 34 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 t -- * t Lane Group EBL EBR NBL NBT SBT SBR Detector 3 Extend(s) 0.0 0,0 Turn Type Perm pm+pt Protected Phases 4 1 6 2 Permitted Phases 4 6 6 2 Detector Phase 4 4 1 6 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 Minimum Split(s) 8.5 8.5 8.0 19.5 19.5 Total Split(s) 10.0 10.0 10.0 65.0 55.0 0.0 Total Split(%) 13.3% 13.3% 13.3% 86.7% 73.3% 0.0% Maximum Green(s) 6.0 6.0 6.0 61.0 51.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max Act Effct Green(s) 6.0 6.0 67.0 69.4 67.4 Actuated g/C Ratio 0.08 0.08 0.89 0.93 0.90 v/c Ratio 0.17 0.05 0.03 0.21 0.36 Control Delay 35.2 20.3 1.2 1.0 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 20.3 1.2 1.0 5.9 LOS D C. A A A Approach Delay 31.9 1.0 5.9 Approach LOS C A A Queue Length 50th(ft) 11 0 0 0 1 Queue Length 95th(ft) 32 11 3 35 252 Internal Link Dist(ft) 478 420 1010 Turn Bay Length(ft) 100 215 Base Capacity(vph) 142 133 478 3275 3163 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.17 0.05 0.03 0.21 0.36 Intersection Summary Area Type: Other Cycle Length:75 Actuated Cycle Length:75 Offset:0(0%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.36 Intersection Signal Delay:4.5 intersection LOS:A Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period(min)16 Baseline S`jnchro 7-Light: Report Page 2 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 Splits and Phases:] 3:Hemlock Avenue&Buckland Road 07 # o2 4 Baseline Synchro 7-Light; Report Page 3 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road_ 10/26/2011 N 4N t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I if I ++ t1 r Volume(vph) 21 25 26 651 962 46 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 200 0 275 150 Storage Lanes 1 1 1 1 Taper Length(ft) 50 25 50 100 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3539 1583 Fit Permitted 0.950 0.238 Satd.Flow(perm) 1770 1583 443 3539 3539 1583 Right Turn on Red Yes Yes Satd.Flow(RTOR) 36 58 Link Speed(mph) 20 40 40 Link Distance(ft) 563 1090 1050 Travel Time(s) 19.2 18.6 17.9 Peak Hour Factor 0.66 0.69 0.77 0.97 0.94 0.80 Adj.Flow(vph) 32 36 34 671 1023 58 Shared Lane Traffic(%) Lane Group Flow(vph) 32 36 34 671 1023 58 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(fl) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 0 Detector Template Left Leading Detector(ft) 15 306 323 260 260 0 Trailing Detector(ft) 9 -10 -6 170 170 0 Detector 1 Position(ft) 9 -10 -6 170 170 0 Detector 1 Size(ft) 6 16 29 6 6 5 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posifion(ft) 140 144 254 254 Detector 2 Size(ft) 16 29 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 16 29 Detector 3 Type Ci+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light Repon Page 4 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 '# t 1 41 Lane Group EBL EBR NBL NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 1 6 2 Permitted Phases 4 6 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 15.0 Minimum Split(s) 8.0 8.0 8.0 40.0 19.0 19.0 Total Split(s) 13.0 13.0 10.0 62.0 52.0 52.0 Total Split(%) 17.3% 17.3% 13.3% 82.7% 69.3% 69.3% Maximum Green(s) 9.0 9.0 6.0 58.0 48.0 48.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time(s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#fhr) 0 0 0 0 0 Act Effct Green(s) 7.3 7.3 63.8 65.4 59.4 59.4 Actuated g/C Ratio 0.10 0.10 0.85 0.87 0.79 0.79 v/c Ratio 0.19 0.19 0.07 0.22 0.36 0.05 Control Delay 33.2 13.8 1.8 1.8 6.2 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.2 13.8 1.8 1.8 6.2 2.5 LOS C B A A A A Approach Delay 22.9 1.8 6.0 Approach LOS C A A Queue Length 50th(ft) 14 0 3 34 172 4 Queue Length 95th(ft) 27 15 3 67 227 10 Internal Link Dist(ft) 483 1010 970 Turn Bay Length(ft) 200 275 150 Base Capacity(vph) 212 222 483 3085 2803 1266 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.16 0.07 0.22 0.36 0.05 Intersection Summary Area Type: Other Cycle Length:75 Actuated Cycle Length:75 Offset.25(33%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio.0.36 Intersection Si nal Delay:5.0 Intersection LOS:A Baseline Synchro 7-Light. Report Page 5 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period(min)15 Splits and Phases: 5:Cedar Avenue&Buckland Road 01 02 0q 1 06 Baseline Synchro 7-Light: Report page 6 HGM Unsignalized Intersection Capacity Analysis 7: Site Drive#1 & Buckland Road 10)2112011 ,r t l ► Movement WBL WBR NBT NBR SBL SBT Lane Configurations If 't`A dT Volume(veh/h) 0 5 654 26 22 1008 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 5 711 28 24 1096 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1050 500 pX,platoon unblocked 0.87 vC,conflicting volume 1321 370 739 vC1,stage 1 conf vol vC2,stage 2 cont vol vCu,unblocked vol 1061 370 739 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF Is) 3.5 3.3 2.2 p0 queue free% 100 99 97 cM capacity(veh/h) 184 628 863 Direction;Lane# WB 1 NI3 I N6 2 SB 1 SB 2 Volume Total 5 474 265 389 730 Volume Left 0 0 0 24 0 Volume Right 5 0 28 0 0 cSH 628 1700 1700 863 1700 Volume to Capacity 0.01 0.28 0.16 0.03 0.43 Queue Length 95th(ft) 1 0 0 2 0 Control Delay(s) 10.8 0.0 0.0 0.9 0.0 Lane LOS B A Approach Delay(s) 10.8 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 1 Lanes,Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi t it 1 1* 1 T1; 1 +1� Volume(vph) 4 39 138 61 49 46 116 528 15 29 831 26 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 150 0 100 0 145 0 160 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length(ft) 50 25 60 25 50 25 215 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.920 0.995 0.994 Ftt Protected 0.950 0.950 0.950 0.950 Said.Flow(prot) 1770 1863 1583 1770 1714 0 1770 3522 0 1770 3518 0 Flt Permitted 0.567 0.725 0.220 0.436 Satd.Flow(perm) 1056 1863 1583 1350 1714 0 410 3522 0 812 3518 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 168 68 8 8 Link Speed(mph) 30 30 40 40 Link Distance(ft) 500 204 500 1075 Travel Time(s) 11.4 4.6 8.5 18.3 Peak Hour Factor 0.78 0.79 0.82 0.90 0.75 0.61 0.88 0.95 0.78 0.92 0.86 0.64 Adj.Flow(vph) 5 49 168 68 65 75 132 556 19 32 966 41 Shared Lane Traffic(%) Lane Group Flow(vph) 5 49 168 68 140 0 132 575 0 32 1007 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Left Leading Detector(ft) 30 32 15 23 25 28 260 33 257 Trailing Detector(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Position(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Size(ft) 6 6 21 6 21 34 6 35 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 254 251 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 $ Detector Phase 4 4 4 4 4 5 2 1 6 Baseline Synchr0 7-Light: Report Page 8 Lanes, Volumes, Timings 9: Deming Street& Buckland Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 15.0 4.0 15.0 Minimum Split(s) 12.5 12.5 12.5 12.5 12.5 8.0 19.5 8.0 19.5 Total Split(s) 18.0 18.0 18.0 18.0 18.0 0.0 14.0 49.0 0.0 8.0 43.0 0.0 Total Split(%) 24.0% 24.0% 24.0% 24.0% 24.0% 0.0% 18.7% 65.3% 0.0% 10.7% 57.3% 0.0% Maximum Green(s) 14.0 14.0 14.0 14.0 14.0 10.0 45.0 4.0 39.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Act Effct Green(s) 9.9 9.9 9.9 9.9 9.9 56.7 53.5 52.3 48.0 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.13 0.76 0.71 0.70 0.64 v/c Ratio 0.04 0.20 0.47 0.38 0.49 0.30 0.23 0.05 0.45 Control Delay 27.2 30.0 9.8 35.4 22.3 4.2 5.5 3.2 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.2 30.0 9.8 35.4 22.3 4.2 5.5 3.2 8.6 LOS C C A D C A A A A Approach Delay 14.7 26.6 5.2 8.5 Approach LOS B C A A Queue Length 50th(ft) 2 21 0 30 31 4 7 2 111 Queue Length 95th(ft) 9 41 37 63 57 29 113 10 184 Internal Link Dist(ft) 420 124 420 995 Turn Bay Length(ft) 150 100 145 160 Base Capacity(vph) 197 348 432 252 375 494 2515 635 2253 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.14 0.39 0.27 0.37 0.27 0.23 0.05 0.45 Intersection Summary Area Type: Other Cycle Length:75 Actuated Cycle Length:75 Offset:63(84%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:45 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.49 Intersection Signal Delay:9.8 Intersection LOS:A Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 9 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 Splits and Phases: 9:Deming Street&Suckland Road 'i01 102 M 05 r�6 Baseline Synchro 7-tight; Report Page 10 HCM Unsignalized Intersection Capacity Analysis 12: Deming Street&Site Drive#2 10/21/2011 --► -,* 4,- *-- 1 !" Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Y Volume(vehlh) 64 19 4 119 37 2 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 81 21 4 159 40 2 Pedestrians Lane Width(ft) Walking Speed(ftts) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 204 pX,platoon unblocked 1.00 1.00 1.00 vC,conflicting volume 102 259 91 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 97 254 86 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free' 100 94 100 cM capacity(veh/h) 1491 730 969 Direction,Lane#` EB 1 WB 1 NB 1 Volume Total 102 163 42 Volume Left 0 4 40 Volume Right 21 0 2 cSH 1700 1491 739 Volume to Capacity 0.06 0.00 0.06 Queue Length 95th(ft) 0 0 5 Control Delay(s) 0.0 0.2 10.2 Lane LOS A B Approach Delay(s) 0.0 0.2 10.2 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Deport Page 2 Lanes, Volumes, Timings 14: Plaza Driveway& Buckland Road 10/26/2011 -' N -4\ t 1 41 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I if I Tt R1a Volume(vph) 75 107 133 576 883 56 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 115 0 125 0 Storage Lanes 1 1 1 0 Taper Length(ft) 80 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.860 0.992 Fit Protected 0.950 0.950 Said.Flow(prot) 1770 1583 1770 3539 3511 0 Fit Permitted 0.950 0.211 Satd.Flow(perm) 1770 1583 393 3539 3511 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 116 11 Link Speed(mph) 20 40 40 Link Distance(ft) 500 1075 1150 Travel Time(s) 17.0 18.3 19.6 Peak Hour Factor 0.92 0.92 0.92 0.95 0.86 0.92 Adj.Flow(vph) 82 116 145 606 1027 61 Shared Lane Traffic(%) Lane Group Flow(vph) 82 116 145 606 1088 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 p 0 Crosswalk width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Leading Detector(ft) 28 28 28 268 268 Trailing Detector(ft) -6 -6 -6 175 175 Detector 1 Position(ft) -6 -6 -6 175 175 Detector 1 Size(ft) 34 34 34 6 6 Detector 1 Type CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 262 262 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 2 2 Permitted Phases 4 2 Detector Phase 4 4 1 2 2 Baseline Synchro 7-Light: Report Page 12 Lanes, Volumes, Timings 14. Plaza Driveway& Buckland Road 10/26/2011 --* 7 .4\ t Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial(s) 1.0 1.0 4.0 15.0 15.0 Minimum Split(s) 21.0 21.0 7.0 19.0 19.0 Total Split(s) 23.0 23.0 11.0 26.0 26.0 0.0 Total Split(%) 38.3% 38.3% 18.3% 43.3% 43.3% 0.0% Maximum Green(s) 18.0 18.0 8.0 22.0 22.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 2.0 2.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.0 5.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.5 2.5 Recall Mode None None None C-Max C-Max Walk Time(s) 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 Pedestrian Calls(#thr) 0 0 Act Effct Green(s) 7.4 7.4 44.1 38.7 38.7 Actuated g/C Ratio 0.12 0.12 0.74 0.64 0.64 vic Ratio 0.37 0.39 0.34 0.27 0.48 Control Delay 28.3 9.6 4.8 7.1 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 9.6 4.8 7.1 8.8 LOS C A A A A Approach Delay 17.3 6.7 8.8 Approach LOS B A A Queue Length 50th(ft) 28 0 10 51 109 Queue Length 95th(ft) 60 37 27 96 181 Internal Link Dist(ft) 420 995 1070 Turn Bay Length(ft) 115 125 Base Capacity(vph) 531 556 480 2284 2270 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.15 0.21 0.30 0.27 0.48 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:40(67%),Referenced to phase 2:NBSB and 6:,Start of Green Natural Cycle:55 Control Type:Actuated-Coordinated Maximum vlc Ratio:0.48 Intersection Signal Delay:8.8 Intersection LOS:A Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 13 Lanes, Volumes, Timings 14: Plaza Driveway & Buckland Road 10/26/2011 S lits and Phases: 14:Plaza Driveway&Buckiand Road Baseline Synchro 7-Light: Report Page 14 HCM Unsignalized Intersection Capacity Analysis 16. Deming Street&Tamarack Avenue 10/2112011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 1 + I if Volume(vehih) 170 6 60 127 2 2 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.66 0.67 0.88 0.41 0.55 Hourly flow rate(vph) 185 9 90 144 5 4 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 500 pX,platoon unblocked vC,conflicting volume 194 513 189 vC1,stage i conf vol vC2,stage 2 conf vol vCu,unblocked vol 194 513 189 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 94 99 100 cM capacity(veh/h) 1379 488 853 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 194 90 144 5 4 Volume Left 0 90 0 5 0 Volume Right 9 0 0 0 4 cSH 1700 1379 1700 488 853 Volume to Capacity 0.11 0.06 0.08 0.01 0.00 Queue Length 95th(ft) 0 5 0 1 0 Control Delay(s) 0.0 7.8 0.0 12.5 9.2 Lane LOS A B A Approach Delay(s) 0.0 3.0 11.1 Approach LOS B Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 26.0% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 3 APPENDIX G Synchro Combined P.M. af, onu0 6111 `t puoa pvcj png }��' f� �l°ng Alt PDob puelgong OLIt Puou puvj>Dng �ta0t ..:.... -A9bB• . t ,... r _ rG2l Peoy puelyong ..._ ..... . SAIr y puttiyot g �� be 9lr —,aesq ....-:._....._..z. peo OL04. l8 I � 9L14 t� a v a� c E 0 U Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10126/2011 t 4 •� Lane Group EBL EBR NBL NBT SST SBR Lane Configurations I I' 11 Tt t13 Volume(vph) 134 175 129 1092 1116 165 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 215 0 Storage Lanes 1 1 1 0 Taper Length(ft) 50 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.978 Flt Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3461 0 Flt Permitted 0.950 0.103 Satd.Flow(perm) 1770 1583 192 3539 3461 0 Right Turn on Red yes yes Satd.Flow(RTOR) 203 51 Link Speed(mph) 20 40 40 Link Distance(ft) 558 500 1090 Travel Time(s) 19.0 8.5 18.6 Peak Hour Factor 0.88 0.86 0.77 0.95 0.88 0.76 Adj.Flow(vph) 152 203 168 1149 1268 217 Shared Lane Traffic(%) Lane Group Flow(vph) 152 203 168 1149 1485 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 g Number of Detectors 1 3 3 2 2 Detector Template Leading Detector(ft) 45 322 328 260 260 Trailing Detector(ft) 39 -10 -6 170 170 Detector 1 Position(ft) 39 -10 -6 170 170 Detector 1 Size(ft) 6 32 34 6 6 Detector i Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 32 34 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 32 34 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 --v -*� t 4 Lane Group EBL ESR NBL NST SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 6 2 Permitted Phases 4 6 6 2 Detector Phase 4 4 1 6 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 Minimum Split(s) 8.5 8.5 8.0 19.5 19.5 Total Split(s) 12.0 12.0 11.0 48.0 37.0 0.0 Total Split(%) 20.0% 20.0% 18.3% 80.0% 61.7% 0.0% Maximum Green(s) 8.0 8.0 7.0 44.0 33.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max Act Effct Green(s) 7.8 7.8 44.2 44.2 35.5 Actuated glC Ratio 0.13 0.13 0.74 0.74 0.59 We Ratio 0.66 0.53 0.53 0.44 0.72 Control Delay 40.8 10.0 12.4 3.7 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.8 10.0 12.4 3.7 5.5 LOS D B B A A Approach Delay 23.2 4.8 5.5 Approach LOS C A A Queue Length 50th(ft) 53 0 13 62 18 Queue Length 95th(ft) #120 45 40 87 77 Internal Link Dist(ft) 478 420 1010 Turn Bay Length(ft) 100 215 Base Capacity(vph) 236 387 326 2607 2067 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced vlc Ratio 0.64 0.52 0.52 0.44 0.72 Intersection Summary Area Type. Other Cycle Length.60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:55 Control Type:Actuated-Coordinated Maximum vlc Ratio:0.72 Intersection Signal Delay:7.2 Intersection LOS:A Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period(min)15 # 95th percentile volume exceeds capacity queue may be longer. Baseline Synchro 7-Light. Report Page 2 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/2612011 Queue shown is maximum after two cycles. Splits and Phases: 3:Hemlock Avenue&Buckland Road sal s12 s4 06 Baseline synchro 7-Light: Report Page 3 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 --* � t 1 41 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I r I +T + + r Volume(vph) 45 69 68 1179 1187 76 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 200 0 275 150 Storage Lanes 1 1 1 1 Taper Length(ft) 50 25 50 100 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Fit Protected 0.950 0.950 Satd.Flow(port) 1770 1583 1770 3539 3539 1583 Fft Permitted 0.950 0.135 Said.Flow(perm) 1770 1583 251 3539 3539 1583 Right Turn on Red Yes Yes Said.Flow(RTOR) 100 84 Link Speed(mph) 20 40 40 Link Distance(ft) 563 1090 1050 Travel Time(s) 19.2 18.6 17.9 Peak Hour Factor 0.66 0.69 0.77 0.97 0.94 0.80 Adj.Flow(vph) 68 100 88 1215 1263 95 Shared Lane Traffic(%) Lane Group Flow(vph) 68 100 88 1215 1263 95 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Leff Left Left Right Median Width(ft) 12 12 12 Link Offset(fl) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 0 Detector Template Left Leading Detector(ft) 15 306 323 260 260 0 Trailing Detector(ft) 9 -10 -6 170 170 0 Detector 1 Position(ft) 9 -10 -6 170 170 0 Detector 1 Size(fl) 6 16 29 6 6 5 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 16 29 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Cl+Ex Detector 2 Channel Detector 2 Extend(s) 0,0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 16 29 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 4 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 _'# -,* 1 t 1 Lane Group EBL EBR NBL NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 1 6 2 Permitted Phases 4 6 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 15.0 Minimum Split(s) 8.0 8.0 8.0 40.0 19.0 19.0 Total Split(s) 20.0 20.0 19.0 40.0 21.0 21.0 Total Split(%) 33.3% 33.3% 31.7% 66.7% 35.0% 35.0% Maximum Green(s) 16.0 16.0 15.0 36.0 17.0 17.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time(s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 9.2 9.2 44.8 45.6 36.9 36.9 Actuated g/C Ratio 0.15 0.15 0.75 0.76 0.62 0.62 vlc Ratio 0.25 0.30 0.25 0.45 0.58 0.09 Control Delay 23.1 7.8 6.7 4.3 15.5 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.1 7.8 6.7 4.3 15.5 5.9 LOS C A A A B A Approach Delay 14.0 4.4 14.8 Approach LOS B A B Queue Length 50th(ft) 23 0 6 56 250 3 Queue Length 95th(ft) 34 16 m26 147 #344 m16 Internal Link Dist(ft) 483 1010 970 Turn Bay Length(ft) 200 275 150 Base Capacity(vph) 472 495 567 2687 2174 1005 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.20 0.16 0.45 0.58 0.09 Intersection Summary Area Type Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum vlc Ratio:0.58 Intersection Signal Delay. 10.0 Intersection LOS:A Baseline Synchro 7-Light, Report Page 5 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:Cedar Avenue$Buckland Road 01 i g 04 06 Baseline Synchro 7-Light. Report Page 6 HCM Unsignalized Intersection Capacity Analysis 7: Site Drive#1 & Buckiand Road 10/21/2011 ' t Movement WBL _WBR NBT NBR SBL SBT Lane Configurations r fl�, 4+ Volume(vehth) 0 13 1195 32 15 1264 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.95 0.92 0.92 0.86 Hourly flow rate(vph) 0 14 1258 35 16 1470 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1050 500 pX,platoon unblocked 0.81 0.89 0.89 vC,conflicting volume 2043 646 1293 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1207 360 1085 IC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 98 97 cM capacity(veh/h) 138 568 569 Direction,Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 14 839 454 506 980 Volume Left 0 0 0 16 0 Volume Right 14 0 35 0 0 cSH 568 1700 1700 569 1700 Volume to Capacity 0.02 0.49 0.27 0.03 0.58 Queue Length 95th(ft) 2 0 0 2 0 Control Delay(s) 11.5 0.0 0.0 0.8 0.0 Lane LOS B A Approach Delay(s) 11.5 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light; Report Page 1 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'S ♦ if I V, t13 I f 1; Volume(vph) 23 64 128 81 39 45 125 1005 78 74 1070 23 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 150 0 100 0 145 0 160 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length(ft) 50 25 60 25 50 25 215 25 Lane Util.Factor 1.00 1-00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.912 0.987 0.996 Fit Protected 0.950 0.950 0.950 0.950 Satd•Flow(prot) 1770 1863 1583 1770 1699 0 1770 3493 0 1770 3525 0 Fft Permitted 0.676 0.704 0.135 0.216 Said.Flow(perm) 1259 1863 1583 1311 1699 0 251 3493 0 402 3525 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RT©R) 156 74 27 7 Link Speed(mph) 30 30 40 40 Link Distance(ft) 500 204 500 1075 Travel Time(s) 11.4 4.6 8.5 18.3 Peak Hour Factor 0.78 0.79 0.82 0.90 0.75 0.61 0.88 0.95 0.78 0.92 0.86 0.64 Adj.Flow(vph) 29 81 156 90 52 74 142 1058 100 80 1244 36 Shared Lane Traffic(%) Lane Group Flow(vph) 29 81 156 90 126 0 142 1158 0 80 1280 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Left Leading Detector(ft) 30 32 15 23 25 28 260 33 257 Trailing Detector(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Position(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Size(ft) 6 6 21 6 21 34 6 35 6 Detector 1 Type CI+Ex Ci+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posibon(ft) 254 251 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 Detector Phase $ 4 4 4 4 5 2 1 6 Baseline Synchro 7-Light. Report Page 8 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 # Lane Group EBL EBT EBR WBL WBT WBR NSL NBT NBR SBL SBT SBR Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 15.0 4.0 15.0 Minimum Split(s) 12.5 12.5 12.5 12.5 12.5 8.0 19.5 8.0 19.5 Total Split(s) 14.0 14.0 14.0 14.0 14.0 0.0 12.0 38.0 0.0 8.0 34.0 0.0 Total Split(%) 23.3% 23.3% 23.3% 23.3% 23.3% 0.0% 20.0% 63.3% 0.0% 13.3% 56.7% 0.0% Maximum Green(s) 10.0 10.0 10.0 10.0 10.0 8.0 34.0 4.0 30.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Act Effct Green(s) 9.0 9.0 9.0 9.0 9.0 45.0 41.2 40.1 37.1 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.15 0.75 0.69 0.67 0.62 vtc Ratio 0.15 0.29 0.42 0.45 0.39 0.39 0.48 0.21 0.59 Control Delay 23.7 25.2 8.5 31.0 15.1 10.5 7.2 4.7 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.7 25.2 8.5 31.0 15.1 10.5 7.2 4.7 8.6 LOS C C A C B B A A A Approach Delay 15.3 21.7 7.5 8.4 Approach LOS B C A A Queue Length 50th(ft) 9 26 0 30 17 20 101 7 102 Queue Length 95th(ft) 25 52 33 68 42 59 113 20 163 Internal Link Dist(ft) 420 124 420 995 Turn Bay Length(ft) 150 100 145 160 Base Capacity(vph) 210 311 394 219 345 392 2407 379 2184 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.26 0.40 0.41 0.37 0.36 0.48 0.21 0.59 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.59 Intersection Signal Delay:9.5 intersection LOS:A Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 9 Lanes, Volumes, Timings 9: Deming Street& Buckland Road 10/2612011 Splits and Phases: 9:Deming Street&Buckland Road * 01 I o2 o4 05 06 K A Baseline Synchro 7-Light: Report Page 10 HCM Unsignalized Intersection Capacity Analysis 12: Deming Street& Site Drive#2 10/21/2011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1f 4 Y Volume(veh/h) 193 23 3 103 62 6 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 244 25 3 137 67 7 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 204 pX,platoon unblocked 0.98 0.98 0.98 vC,conflicting volume 269 401 257 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 242 376 229 If,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 89 99 cM capacity(vehth) 1296 610 793 Direction,Lane# EB 1 WB 1 NB Volume Total 269 141 74 Volume Left 0 3 67 Volume Right 25 0 7 cSH 1700 1296 623 Volume to Capacity 0.16 0.00 0.12 Queue Length 95th(ft) 0 0 10 Control Delay(s) 0.0 0.2 11.6 Lane LOS A B Approach Delay(s) 0.0 0.2 11.6 Approach LOS B Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 22.0% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 14: Plaza Driveway & Buckland Road 10/2612011 N -*� t 1 41 Lane Group ESL EBR NBL NBT SBT SBR Lane Configurations K if I ++ 41* Volume(vph) 75 107 131 1266 948 56 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 115 0 125 0 Storage Lanes 1 1 1 0 Taper Length(ft) 80 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.990 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3504 0 Fft Permitted 0.950 0.266 Satd.Flow(perm) 1770 1583 495 3539 3504 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 116 17 Link Speed(mph) 20 40 40 Link Distance(ft) 500 1075 1150 Travel Time(s) 17.0 18.3 19.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 95% 86% 100% Adj.Flow(vph) 82 116 142 1307 886 61 Shared Lane Traffic(%) Lane Group Flow(vph) 82 116 142 1307 947 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 Detector Template Left Right Left Leading Detector(ft) 28 28 28 268 268 Trailing Detector(ft) -6 -6 -6 175 175 Detector 1 Position(ft) -6 -6 -6 175 175 Detector 1 Size(ft) 34 34 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector Position(ft) 262 262 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 2 2 Permitted Phases 4 2 1 Baseline Synchro 7-Light: Report Page 12 Lanes, Volumes, Timings 14: Plaza Driveway & Buckland Road 10126/2011 --* t I Lane Group EBL EBR NBL NBT SBT SBR Detector Phase 4 4 1 2 2 Switch Phase Minimum Initial(s) 5.0 5.0 4.0 15.0 15.0 Minimum Split(s) 9.0 9.0 7.0 19.0 19.0 Total Split(s) 15.0 15.0 10.0 35.0 35.0 0.0 Total Split(%) 25.0% 25.0% 16.7% 58.3% 58.3% 0.0% Maximum Green(s) 11.0 11.0 7.0 31.0 31.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.5 2.5 Recall Mode None None None C-Min C-Min Walk Time(s) 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 Pedestrian Calls(#/hr) 0 0 Act Effct Green(s) 7.4 7.4 45.0 47.2 39.9 Actuated g/C Ratio 0.12 0.12 0.75 0.79 0.66 v/c Ratio 0.37 0.39 0.29 0.47 0.41 Control Delay 28.3 9.6 3.7 3.6 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 9.6 3.7 3.6 7.2 LOS C A A A A Approach Delay 17.4 3.6 7.2 Approach LOS B A A Queue Length 50th(ft) 28 0 6 53 83 Queue Length 95th(ft) 60 37 31 128 147 Internal Link Dist(ft) 420 995 1070 Turn Bay Length(ft) 115 125 Base Capacity(vph) 325 385 525 2782 2333 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced vlc Ratio 0.25 0.30 0.27 0.47 0.41 Intersection Summary Area Type: Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%),Referenced to phase 2:NBSB and 6:,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.47 Intersection Signal Delay:6.0 Intersection LOS:A Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period(min)15 Baseline SynChro 7-Light: Report Page 13 Lanes, Volumes, Timings 14: Plaza Driveway & Buckland Road 10/26/2011 Splits and Phases: 14:Plaza Driveway&Buckland Road 01 lit e2 M Baseline Synchro 7-Light: Report Page 14 HCM Unsignatized intersection Capacity Analysis 16: Deming Street&Tamarack Avenue 10/21/2011 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1* I + I If Volume(vehlh) 199 50 43 181 23 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.66 0.67 0.88 0.41 0.55 Hourly flow rate(vph) 216 76 64 206 56 78 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 500 pX,platoon unblocked vC,conflicting volume 292 588 254 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 292 588 254 IC,single(s) 4.1 6A 6.2 tC,2 stage(s) I(s) 2.2 3.5 3.3 p0 queue free% 95 87 90 cM capacity(vehlh) 1270 447 784 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 292 64 206 56 78 Volume Left 0 64 0 56 0 Volume Right 76 0 0 0 78 cSH 1700 1270 1700 447 784 Volume to Capacity 0.17 0.05 0.12 0.13 0.10 Queue Length 95th(ft) 0 4 0 11 8 Control Delay(s) 0.0 8.0 0.0 14.2 10.1 Lane LOS A B B Approach Delay(s) 0.0 1.9 11.8 Approach LOS B Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 3 APPENDIX H Synchro iomininea Saturday 0 3 u, N c CL w 9 9 xy +r 1l 81 cqS��rr�BH1008 1■z.�„p;;. Jib�A �7 BuoAland Road NI ...... r.. .-,,. 0 Bucklund Road E17+ Buckland Rood 10a ...._... ... Buckland Road 1035+ p -. . 28v Buckle`'yf�J46 Buckland Road 921- .......... ... �Ite Orin¢ore m r'w j � Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10126/2011 -'�# t I Lane Group EBL EBR NBL NBT SST SSR Lane Configurations I i+ I t+ +1+ Volume(vph) 156 243 166 912 968 222 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 215 0 Storage Lanes 1 1 1 0 Taper Length(ft) 50 25 50 25 Lane Util.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.969 Fit Protected 0.950 0.950 Said.Flow(prot) 1770 1583 1770 3539 3429 0 Rt Permitted 0.950 0.117 Satd.Flow(perm) 1770 1583 218 3539 3429 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 276 77 Link Speed(mph) 20 40 40 Link Distance(ft) 558 600 1090 Travel Time(s) 19.0 8.5 18.6 Peak Hour Factor 0.88 0.86 0.77 0.95 0.88 0.76 Adj.Flow(vph) 177 283 216 960 1100 292 Shared Lane Traffic(%) Lane Group Flow(vph) 177 283 216 960 1392 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 g Number of Detectors 1 3 3 2 2 Detector Template Leading Detector(ft) 45 322 328 260 260 Trailing Detector(ft) 39 -10 -6 170 170 Detector i Position(ft) 39 -10 -6 170 170 Detector 1 Size(ft) 6 32 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 32 34 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 32 34 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 1 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 .A -'* t 4 Lane Group EBL EBR NBL NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Protected Phases 4 1 6 2 Permitted Phases 4 6 6 2 Detector Phase 4 4 1 6 2 Switch Phase Minimum Initial(s) 4.0 4.0 4.0 15.0 15.0 Minimum Split(s) 8.5 8.5 8.0 19.5 19.5 Total Split(s) 15.0 15.0 12.0 45.0 33.0 0.0 Total Split(%) 25.0% 25.0% 20.0% 75.0% 55.0% 0.0% Maximum Green(s) 11.0 11.0 8.0 41.0 29.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max Act Effct Green(s) 10.2 10.2 41.8 41.8 30.2 Actuated g/C Ratio 0.17 0.17 0.70 0.70 0.50 v/c Ratio 0.59 0.57 0.62 0.39 0.79 Control Delay 31.1 8.7 16.1 4.5 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 8.7 16.1 4.5 16.3 LOS C A B A B Approach Delay 17.3 6.6 16.3 Approach LOS B A B Queue Length 50th(ft) 59 2 22 62 199 Queue Length 95th(ft) 110 50 60 88 271 Internal Link Dist(ft) 478 420 1010 Turn Bay Length(ft) 100 215 Base Capacity(vph) 325 516 359 2463 1766 Starvation Cap Reductn 0 0 0 0 0 Spiilback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.54 0.55 0.60 0.39 0.79 Intersection Summary Area Type. Other Cycle Length:60 Actuated Cycle Length:60 Offset:7(12%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:60 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.79 Intersection Signal Delay:12.7 Intersection LOS:B Intersection Capacity Utilization 61.7% ICU Level of Service 8 Analysis Period(min)15 Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 3: Hemlock Avenue & Buckland Road 10/26/2011 Splits and Phases: 3:Hemlock Avenue&Suckland Road tos 01 4 o2 04 1 o& Sasetine 5ynchro 7-Light: Report Page 3 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 -' --* -N t 1 •� Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I it I Tt tt if Volume(vph) 39 78 43 1022 1112 79 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 200 0 275 150 Storage Lanes 1 1 1 1 Taper Length(ft) 50 25 50 100 Lane Uhl.Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.850 0.850 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3539 1583 F(t Permitted 0.950 0.165 Satd.Flow(perm) 1770 1583 307 3539 3539 1583 Right Turn on Red Yes Yes Satd.Flow(RTOR) 113 93 Link Speed(mph) 20 40 40 Link Distance(ft) 563 1090 1050 Travel Time(s) 19.2 18.6 17.9 Peak Hour Factor 0.66 0.69 0.77 0.97 0.94 0.80 Adj.Flow(vph) 59 113 56 1054 1183 99 Shared Lane Traffic(%) Lane Group Flow(vph) 59 113 56 1054 1183 99 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 Number of Detectors 1 3 3 2 2 0 Detector Template Lett Leading Detector(ft) 15 306 323 260 260 0 Trailing Detector(ft) 9 -10 -6 170 170 0 Detector 1 Position(ft) 9 -10 -6 170 170 0 Detector 1 Size(ft) 6 16 29 6 6 5 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 {queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 140 144 254 254 Detector 2 Size(ft) 16 29 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 0.0 0.0 Detector 3 Position(ft) 290 294 Detector 3 Size(ft) 16 29 Detector 3 Type CI+Ex CI+Ex Detector 3 Channel Baseline Synchro 7-Light: Report Page 4 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 _'A -,* -4\ t Lane Group EBL €BR dBL NBT SBT SBR Detector 3 Extend(s) 0.0 0.0 Turn Type Perm pm+pt Perm Protected Phases 4 1 6 2 Permitted Phases 4 6 2 Detector Phase 4 4 1 6 2 2 Switch Phase Minimum Initial(s) 3.0 3.0 4.0 15.0 15.0 15.0 Minimum Split(s) 8.5 8.5 8.0 40.0 21.5 21.5 Total Split(s) 20.0 20.0 19.0 40.0 21.5 21.5 Total Split(%) 33.1% 33.1% 31.4% 66.1% 35.5% 35.5% Maximum Green(s) 16.0 16.0 15.0 36.0 17.5 17.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Max C-Max C-Max Walk Time(s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Ef#ct Green(s) 9.0 9.0 45.5 46.3 39.9 39.9 Actuated g/C Ratio 0.15 0.15 0.75 0.77 0.66 0.66 v/c Ratio 0.22 0.34 0.15 0.39 0.51 0.09 Control Delay 23.2 8.0 4.1 4.1 9.5 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.2 8.0 4.1 4.1 9.5 3.0 LOS C A A A A A Approach Delay 13.2 4.1 9.0 Approach LOS B A A Queue Length 50th(ft) 20 0 4 54 129 1 Queue Length 95th(ft) 31 17 14 122 246 17 Internal Link Dist(ft) 483 1010 970 Turn Bay Length(ft) 200 275 150 Base Capacity(vph) 468 502 594 2706 2333 1075 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.23 0.09 0.39 0.51 0.09 Intersection Summary Area Type. Other Cycle Length:60.5 Actuated Cycle Length:60.5 Offset:16(26%),Referenced to phase 2:SBT and 6:NBTL,Start of Green Natural Cycle:50 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.51 Intersection Signal Dela :7.2 Intersection LOS.A Baseline Synchro 7-Light; Report Page 5 Lanes, Volumes, Timings 5: Cedar Avenue & Buckland Road 10/26/2011 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period(min)15 S lit:and Phases: 5:Cedar Avenue&Buckland Road �1 o2 + M f ps Baseline Synchro 7-Light, Report Page 6 HCM Unsignalized Intersection Capacity Analysis 7: Site Drive #1 & Buckland Road 10/21/2011 ,f- k t f ► Movement WBL WBR NBT NBR SBL SBT Lane Configurations r tt+ 4+ Volume(veh1h) 0 9 1035 25 10 1191 Sign Control Stop Free Free Grade 0% 00/0 0% Peak Hour Factor 0.92 0.92 0.95 0.92 0.92 0.86 Hourly flow rate(vph) 0 10 1089 27 11 1385 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(fi) 1050 500 pX,platoon unblocked 0.88 0.95 0.95 vC,conflicting volume 1817 558 1117 vC1,stage i conf vol vC2,stage 2 conf vol vCu,unblocked vol 1392 430 1017 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 98 98 cM capacity(vehfh) 115 545 644 Direction Lane# WB 1 NB 1` N13 2 SB 1 SB 2 Volume Total 10 726 390 472 923 Volume Left 0 0 0 11 0 Volume Right 10 0 27 0 0 cSH 545 1700 1700 644 1700 Volume to Capacity 0.02 0.43 0.23 0.02 0.54 Queue Length 95th(fl) 1 0 0 1 0 Control Delay(s) 11.7 0.0 0.0 0.5 0.0 Lane LOS B A Approach Delay(s) 11.7 0.0 0.2 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity utilization 43.3% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light. Report Page 1 Lanes, Volumes,Timings 9: Deming Street& Buckland Road 10/26/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I + If I 1� T1�- 'k, t1� Volume(vph) 8 30 92 101 32 33 95 873 76 60 1008 15 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 150 0 100 0 145 0 160 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length(ft) 50 25 60 25 50 25 215 25 Lane Ufil.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.916 0.986 0.997 Fit Protected 0.950 0.950 0.950 0.950 Satd.Flow(prot) 1770 1863 1583 1770 1706 0 1770 3490 0 1770 3529 0 FIt Permitted 0.602 0.732 0.192 0.258 Satd.Flow(perm) 1121 1863 1583 1364 1706 0 358 3490 0 481 3529 0 Right Turn on Red Yes Yes Yes Yes Said.Flow(RTOR) 112 46 20 3 Link Speed(mph) 30 30 40 40 Link Distance(ft) 500 204 500 1075 Travel Time(s) 11.4 4.6 8.5 18.3 Peak Hour Factor 0.78 0.79 0.82 0.90 0.75 0.61 0.88 0.95 0.78 0.92 0.86 0.64 Adj.Flow(vph) 10 38 112 112 43 54 108 919 97 65 1172 23 Shared Lane Traffic(%) Lane Group Flow(vph) 10 38 112 112 97 0 108 1016 0 65 1195 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 2 1 2 Detector Template Left Thru Right Left Thru Left Left Leading Detector(ft) 30 32 15 23 25 28 260 33 257 Trailing Detector(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Position(ft) 24 26 -6 17 4 -6 170 -2 164 Detector 1 Size(ft) 6 6 21 6 21 34 6 35 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 254 251 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 4 5 2 1 6 Permitted Phases 4 4 4 2 6 Detector Phase 4 4 4 4 4 5 2 1 6 Baseline Synchro 7-Light: Report Page 8 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/2612011 Lane Group EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial(s) 8.0 8.0 8.0 8.0 8.0 4.0 15.0 4.0 15.0 Minimum Split(s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 8.0 19.0 Total Split(s) 26.0 26.0 26.0 26.0 26.0 0.0 17.0 84.0 0.0 10.0 77.0 0.0 Total Split(%) 21.7% 21.7% 21.7% 21.7% 21.7% 0.0% 14.2% 70.0% 0.0% 8.3% 64.2% 0.0% Maximum Green(s) 22.0 22.0 22.0 22.0 22.0 13.0 80.0 6.0 73.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None C-Max Act Effct Green(s) 14.9 14.9 14.9 14.9 14.9 94.8 88.8 92.1 85.9 Actuated g/C Ratio 0.12 0.12 0.12 0.12 0.12 0.79 0.74 0.77 0.72 v/c Ratio 0.07 0.16 0.38 0.66 0.38 0.29 0.39 0.15 0.47 Control Delay 44.5 46.2 11.7 67.6 30.0 5.0 7.0 1.7 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.5 46.2 11.7 67.6 30.0 5.0 7.0 1.7 6.4 LOS D D B E C A A A A Approach Delay 22.0 50.2 6.8 6.1 Approach LOS C D A A Queue Length 50th(ft) 7 27 0 84 36 14 139 1 187 Queue Length 95th(ft) 20 50 39 139 64 32 215 m4 275 Internal Link Dist(ft) 420 124 420 995 Turn Bay Length(ft) 150 100 145 160 Base Capacity(vph) 206 342 382 250 350 443 2587 438 2527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.11 0.29 0.45 0.28 0.24 0.39 0.15 0.47 Intersection Summary Area Type: Other Cycle Length:120 Actuated Cycle Length:120 Offset:99(83%),Referenced to phase 2:NBTL and 6:SBTL,Start of Green Natural Cycle:40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.66 Intersection Signal Delay:10.7 Intersection LOS:B Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min)15 m Volume for 95th percentile queue is metered by upstream signal. Baseline Synchro 7-Light: Report Page 9 Lanes, Volumes, Timings 9: Deming Street & Buckland Road 10/26/2011 Splits and Phases: 9:Deming Street&Buckland Road 1 o2 �— E0505 06 6 Baseline Synchro 7-Light- Report Page 10 HCM Unsignalized Intersection Capacity Analysis 12: Deming Street& Site Drive#2 10/21/2011 Movement ` EBT EBR WBL WBT NBL NBR Lane Configurations 1a 4 Y Volume(vehlh) 144 22 3 122 44 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.79 0.92 0.92 0.75 0.92 0.92 Hourly flow rate(vph) 182 24 3 163 48 3 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Medan type None None Median storage veh) Upstream signal(ft) 204 pX,platoon unblocked 0.99 0.99 0.99 vC,conflicting volume 206 363 194 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 195 354 183 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 92 100 cM capacity(vehlh) 1366 637 852 Direction,Lane# EB 1 WB 1 NB 1 Volume Total 206 166 51 Volume Left 0 3 48 Volume Right 24 0 3 cSH 1700 1366 647 Volume to Capacity 0.12 0.00 0.08 Queue Length 95th(ft) 0 0 6 Control Delay(s) 0.0 0.2 11.0 Lane LOS A B Approach Delay(s) 0.0 0.2 11.0 Approach LOS B Intersection Summary Average Delay 1.4 Intersection Capacity utilization 18.9% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 2 Lanes, Volumes, Timings 14: Terry Office Park&Buckland Road 10/26/2011 -'�# 1 t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations I it I ft ?1} Volume(vph) 59 133 90 927 1107 42 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 Storage Length(ft) 115 0 125 0 Storage Lanes 1 1 1 0 Taper Length(ft) 80 25 50 25 Lane U61.Factor 1.00 1.00 1.00 0.95 0.95 0.95 Frt 0.850 0.995 Fit Protected 0.950 0.950 Satd.Flow(prot) 1770 1583 1770 3539 3522 0 Fit Permitted 0.950 0.156 Satd.Flow(perm) 1770 1583 291 3539 3522 0 Right Turn on Red Yes Yes Satd.Flow(RTOR) 145 9 Link Speed(mph) 20 40 40 Link Distance(ft) 500 1075 1150 Travel Time(s) 17.0 18.3 19.6 Peak Hour Factor 0.92 0.92 0.92 0.95 0.86 0.92 Adj.Flow(vph) 64 145 98 976 1287 46 Shared Lane Traffic(%) Lane Group Flow(vph) 64 145 98 976 1333 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 g Number of detectors 1 1 1 2 2 Detector Template Left Right Left Leading Detector(ft) 28 28 28 268 268 Trailing Detector(ft) -6 -6 -6 175 175 Detector 1 Position(ft) -6 -6 -6 175 175 Detector 1 Size(ft) 34 34 34 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue(s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay(s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 262 262 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend(s) 0.0 0.0 Turn Type Perin pm+pt Protected Phases 4 1 2 2 Permitted Phases 4 2 1 Detector Phase 4 4 1 2 2 Baseline Synchro 7-Light; Report Page 12 Lanes, Volumes, Timings 14: Terry Office Park& Buckland Road 10126011 'A -'J' .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial(s) 5.0 5.0 4.0 15.0 15.0 Minimum Split(s) 9.0 9.0 7.0 19.0 19.0 Total Split(s) 15.0 15.0 8.0 37.0 37.0 0.0 Total Split(%) 25.0% 25.0% 13.3% 61.7% 61.7% 0.0% Maximum Green(s) 11.0 11.0 5.0 33.0 33.0 Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 All-Red Time(s) 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.0 4.0 3.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension(s) 2.0 2.0 2.0 2.5 2.5 Recall Mode None None None C-Min C-Min Walk Time(s) 5.0 5.0 Flash Dont Walk(s) 11.0 11.0 Pedestrian Calls(#fhr) 0 0 Act Eftct Green(s) 6.9 6.9 45.5 47.7 41.3 Actuated g/C Ratio 0.12 0.12 0.76 0.80 0.69 v/c Ratio 0.31 0.46 0.29 0.35 0.55 Control Delay 27.7 10.3 4.8 2.0 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 10.3 4.8 2.0 7.7 LOS C B A A A Approach Delay 15.7 2.3 7.7 Approach LOS B A A Queue Length 50th(ft) 22 0 5 41 130 Queue Length 95th(ft) 50 41 17 66 194 Internal Link Dist(ft) 420 995 1070 Turn Bay Length(ft) 115 125 Base Capacity(vph) 325 409 344 2811 2425 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.35 0.28 0.35 0.55 Intersection Summary Area Type. Other Cycle Length:60 Actuated Cycle Length:60 Offset:0(0%), Referenced to phase 2:NBSB and 6:,Start of Green Natural Cycle.40 Control Type:Actuated-Coordinated Maximum v/c Ratio:0.55 Intersection Signal Delay:6.1 Intersection LOS:A Intersection Capacity utilization 51.1% ICU Level of Service A Analysis Period(min)15 Basaline Synchro 7-Light: Report Page 13 Lanes, Volumes, Timings 14: Terry Office Park & Buckland Road 10/26/2011 Splits and Phases: 14:Terry Oilice Park&Buckland Road 01 1 it 02 0 Baseline Synchro 7-Light: Report Page 14 HCM Unsignalized Intersection Capacity Analysis 16: Deming Street&Tamarack Avenue 10/21/2011 __* i t .— /` Movement EBT EBR WBL WBT NBL NBR Lane Configurations T. Vi t V1 If Volume(veh/h) 127 127 21 138 9 24 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.66 0.67 0.88 0.41 0.55 Hourly flow rate(vph) 138 192 31 157 22 44 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 500 pX,platoon unblocked vC,conflicting volume 330 454 234 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 330 454 234 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 97 96 95 cM capacity(veh/h) 1229 550 805 Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 330 31 157 22 44 Volume Left 0 31 0 22 0 Volume Right 192 0 0 0 44 cSH 1700 1229 1700 550 805 Volume to Capacity 0.19 0.03 0.09 0.04 0.05 Queue Length 95th(ft) 0 2 0 3 4 Control Delay(s) 0.0 8.0 0.0 11.8 9.7 Lane LOS A B A Approach Delay(s) 0.0 1.3 10A Approach LOS B Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period(min) 15 Baseline Synchro 7-Light: Report Page 3 APPENDIX I Level of Service Summary Appendix 1 LEVEL OF SERVICE SUMMARY Background 2013 Combined 2013 increase Intersection Control Peak Lane Delay Delay Delay T (rime) Manuever LOS s LOS s s Buckland A Signalized A.M. EBL D 35.6 D 35.2 0.0 Hemlock EBR C 20.5 C 20.3 0.0 NBL A 1.2 A 1.2 0.0 NBT A 1.0 A 1.0 0.0 SBT A 2.1 A 5.9 3.8 Overall A 2.2 A 4.5 2.3 P.M. EBL C 34.3 D 40.8 6.5 EBR A 9.2 B 10.0 0.8 NBL A 9.3 B 12.4 3.1 NBT A 3.2 A 3.7 0.5 SBT A 4.6 A 5.5 0.9 Overall A 6.1 A 7.2 1.1 Sat. EBL C 30.7 C 31.1 0.4 EBR A 8.5 A 8.7 0.2 NBL B 16.1 B 16.1 0.0 NBT A 4.5 A 4.5 0.0 SBT B 12.1 B 16.3 4.2 Overall B 10.7 B 12.7 2.0 Buckland& Signalized A.M. EBL C 33.0 C 33.2 0.2 Cedar EBR B 13.8 B 13.8 0.0 NBL A 1.5 A 1.8 0.3 NBT A 1.3 A 1.8 0.5 SBT A 2.7 A 6.2 3.5 SBR A 0.5 A 2.5 2.0 Overall A 2.8 A 5.0 2.2 P.M. ESL C 23.1 C 23.1 0.0 EBR A 7.8 A 7.8 0.0 NBL A 5.9 A 6.7 0.8 NBT A 3.8 A 4.3 0.5 SBT B 16.6 B 15.5 0.0 SBR A 6.6 A 5.9 0.0 Overall B 10.3 A 10.0 0.0 Sat. EBL C 23.0 C 23.2 0.2 EBR A 7.9 A 8.0 0.1 NBL A 3.5 A 4.1 0.6 NBT A 3.1 A 4.1 1.0 SBT A 8.6 A 9.5 0.9 SBR A 2.8 A 3.0 0.2 Overall A 6.3 A 7.2 0.9 Background 2013 Combined 2013 Increase Intersection Control Peak Lane Delay Delay Delay T (rime) Manuever LOS s LOS s s Buckland& Unsignalized A.M. NB-Thru Rt. - 0.0 0.0 0.0 Site Drive NB-Thru Lt. - 0.0 - 0.0 0.0 SB-Thru Rt. - 0.0 - 0.0 0.0 SB-Thru Lt. - 0.0 A 0.9 0.9 WB-Right - - B 10.8 10.8 Overall - 0.0 A 0.2 0.2 P.M. NB-Thru Rt. - 0.0 - 0.0 0.0 NB-Thru Lt. - 0.0 - 0.0 0.0 SB-Thru Rt. - 0.0 - 0.0 0.0 SB-Thru Lt. - 0.0 A 0.8 0.8 WB-Right - - B 11.5 11.5 Overall - 0.0 A 0.2 0.2 Sat. NB-Thru Rt. - 0.0 0.0 0.0 NB-Thru Lt. - 0.0 - 0.0 0.0 SB-Thru Rt. - 0.0 - 0.0 0.0 SB-Thru Lt. - 0.0 A 0.5 0.5 WB-Right - - B 11.7 11.7 Overall - 0.0 A 0.1 0.1 Buckland& Signalized A.M. EBL C 28.0 C 27.2 0.0 Deming EBT C 30.8 C 30.0 0.0 EBR B 10.4 A 9.8 0.0 WBL C 32.6 D 35.4 2.8 WBT C 21.0 C 22.3 1.3 NBL A 5.7 A 4.2 0.0 NBT A 6.0 A 5.5 0.0 SBL A 2.8 A 3.2 0.4 SBT A 8.1 A 8.6 0.5 Overall A 9.3 A 9.8 0.5 P.M. EBL C 24.3 C 23.7 0.0 EBT C 25.8 C 25.2 0.0 EBR A 8.9 A 8.5 0.0 WBL C 26.6 C 31.0 4.4 WBT B 15.1 B 15.1 0.0 NBL A 9.3 B 10.5 1.2 NBT A 7.3 A 7.2 0.0 SBL A 4.4 A 4.7 0.3 SBT A 8.8 A 8.6 0.0 Overall A 9.2 A 9.5 0.3 Sat. EBL D 47.0 D 44.5 0.0 EBT D 49.1 D 46.2 0.0 EBR B 13.4 B 11.7 0.0 WBL E 66.1 E 67.6 1.5 WBT C 28.7 C 30.0 1.3 NBL A 3.2 A 5.0 1.8 NBT A 3.7 A 7.0 3.3 SBL A 1.2 A 1.7 0.5 SBT A 5.3 A 6.4 1.1 Overall A 8.1 B 10.7 2.6 Background 2013 Combined 2013 Increase Intersection Control Peak Lane Delay Delay Delay Type Mme Manuever LOS s LOS s s Buckland& Signalized A.M. EBL C 28.3 C 28.3 0.0 Terry Office EBR A 9.6 A 9.6 0.0 Park NBL A 4.6 A 4.8 0.2 NBT A 7.1 A 7.1 0.0 SBT A 8.6 A 8.8 0.2 Overall A 8.7 A 8.8 0.1 P.M. EBL C 28.3 C 28.3 0.0 EBR A 9.6 A 9.6 0.0 NBL A 5.8 A 3.7 0.0 NBT A 3.5 A 3.6 0.1 SBT A 8.0 A 7.2 0.0 Overall A 6.4 A 6.0 0.0 0.0 Sat. EBL C 27.8 C 27.7 0.0 EBR B 10.4 B 10.3 0.0 NBL A 4.2 A 4.8 0.6 NBT A 3.0 A 2.0 0.0 SBT A 7.6 A 7.7 0.1 Overall A 6.4 A 6.1 0.0 Deming& Unsignalized A.M. EBT - 0.0 - 0.0 0.0 Tamarack WBL A 7.8 A 7.8 0.0 WBT - 0.0 - 0.0 0.0 NBL B 12.1 B 125 0.4 NBR A 9.3 A 9.2 0.0 Overall A 1.2 A 1.8 0.6 P.M. EBT - 0.0 - 0.0 0.0 WBL A 8.0 A 8.0 0.0 WBT - 0.0 - 0.0 0.0 NBL B 13.3 B 14.2 0.9 NBR A 10.0 B 10.1 0.1 Overall A 1.8 A 3.0 1.2 Sat. EBT - 0.0 - 0.0 0.0 WBL A 8.0 A 8.0 0.0 WBT 0.0 - 0.0 0.0 NBL B 13.3 B 11.8 0.0 NBR A 10.0 A 9.7 0.0 Overall A 1.6 A 1.6 0.0 Deming& Unsignalized A.M. EB - 0.0 - 0.0 0.0 Site Drive WB - 0.0 A 0.2 0.2 NB - - B 10.2 10.2 Overall - 0.0 A 1.5 1.5 P.M. EB - 0.0 - 0.0 0.0 WB - 0.0 A 0.0 0.0 NB - - B 10.0 10.0 Overall - 0.0 A 1.8 1.8 Sat. EB - 0.0 - 0.0 0.0 WB - 0.0 A 0.2 0.2 NB - - B 11.0 11.0 Overall - 0.0 A 1.4 1.4 T I C1 Ci C) Ci 11 � 4 i ,�t � � ��t i �S✓ � l��S1.S1 it Utlli��` ill �L lll 1-11. iij�;I lL1�tL11tS- 'S� L_ �a;`r'TL�S1L1 TEN) T IGN 11t ' i a j L� I E�j 6" it Li I[ - J 10 TENANT SIG - TENANT- SIGH - TT I + WWW I � I ■ s" u I I I PROPOSED MATERIAL-EXTERI R ELEVATI NPALETTE 0 0 S�NN a 4 r F /1" / V V/ a 1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074 f'�Osoa-CC o�'�� - TELEPHONE(860)6442511 CERTIFIED MAIL 7008 1300 00014578 4341 January 12,2012 Judy Schuler P.E. Design Professionals Inc. 425 Sullivan Avenue South Windsor CT 06074 Dear Ms. Schuler: Re: Appl. 11-38P,Buckland Commons LLC We are.pleased to;advise you that the Planning & Zoning Commission voted on January 10, 2012 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for two commercial buildings,a 2,000 sf bank and 17,232 sf.office/retail building,on property located at 350 Buckland Road, Buckland Road Gateway Development.zone. This approval is subject to the following modifications: l. Prior to commencement of any site work,a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation 3 Commission,including bonds in the amount of$30,000 for installation of stormwater system,$10,000 to E ensure proper placement and maintenance of erosion and sediment controls and$20,000 for wetland mitigation and required to be posted prior the filing of mylars. 4< A landscape bond in the amount of$7,000 is required and must be submitted prior to the certificate of , occupancy. 5. All bonds must be in one of the forms described in the enclosed Bond Policies. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 9. The building street number must be included on the final plan. 10.Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11.All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 12.If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). 13.In accordance with Section 6.4.9,Modification of Minimum Required Parking Spaces,a waiver of 7 parking spaces has been granted. 14.In accordance with Section 5.5.4.I,Modification to Requirements,a waiver to section 5.5.4.G Access on Alternative Frontages,has been granted to allow a second access,along the Buckland Road frontage,to allow for right in/right out movements subject to the following: • An easement allowing cross access to and from the adjacent property on Buckland Road to the south must be shown granting irrevocable permission to enter upon and perform all activities needed to construct the driveway,on both properties on which the driveway will be constructed. • At such time as a site plan is approved for the property to the immediate south, an interconnection shall be constructed in the area shown on the subject site plan OR as agreed by the two property owners and further approved by the Planning and Zoning Commission. -Failure to construct the site interconnection shall be construed as a zoning violation and shall be pursued via the remedies available to the Town of zoning violations. • Also,in accordance with the provisions of Section 5.5.4E, the applicant shall record on the land records an agreement that remaining access rights along Buckland Road will be dedicated to the Town and that the temporary curb cut will be closed after the joint-use driveway is constructed and access is provided to the light to the south. IS.Engineering comments dated 12/6/11 must be incorporated into the plans. 16.In lieu of installing a crosswalk and associated improvements for pedestrian crossing of Buckland Road,the developer is required to submit$7,500 to contribute towards the Town's installation of these improvements. 17.Concrete ramps shall be provided to cross both Deming.Street and Buckland Road. 18.Sewers are required to be extended south to the property line. a' 19:A sign shall be installed on the westerly side of Buckland Road across from the entrance drive prohibiting left hand turns into the site. Black and white transparent mylars of Sheet CPO-1 with the above modifications,together with three blueprint copies of the entire set of plans (including architectural elevations and landscaping plans)must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation 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 2 Town Clerk. After filing these plans,a copy of the receipt must be submitted to the Planning Department. ;f ,n Sincerely, Patrick Kennedy,Chai�an� Planning and Zoning Commission PK/ma i f cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal i i i i :r i i r ;z 5 I5 r "Yga pia TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUODIVISION . GENERAL: CHANGE O DER CONTACT PERSON ' ' (� fl e) Phone No. f 6 cl Address , 50 r; �k �.a..� Fr ^+J (� ►A,�,��'� I1 `r"r iL(.'v(r /76 5tv. Site Name /"—r e f 14-6 t P&Z No. Owner i ,,,r a (a„e Phone No. Contractor H ;l .a ✓c_� Signature of Owner Date: S 11 �..- Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) s N S mac - CA r {H ,�4 5 ,y S i_ ►-,P.s �y¢;;. .�A r o! Reason for Change: (Why is change required) r CA- APPROVALS: (As Required) Dir. Of Planning - Date: f Town Engineer .. Date: Dir. of Public W ks Date: other: A Date: G ' 2' STAFF CO Tg�: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department ANU UMUU ICU YYI It-1 t-CMCIV 1. 2. LADDER RUNGS SHALL BE PRO- °� ¢ m VIDED IN CATCH BASIN WHERE HEIGHT OF STRUCTURE EXCEEDS 1,1 8 FEET. J 3. IN SANDY SOILS APPLY DAMP- w PROOFING ON ALL FOUR WALLS. p 4. RED BRICK NOT TO BE USED. p m Fill m 5. WHERE PRECAST CONCRETE UNIT w IS USED FOR SUMP THE TOP OF 0 THE UNIT SHALL BE AT LEAST N ;n 6" BELOW THE BOTTOM OF THE V) r PIPE OUTLET FROM THE CATCH z w a BASIN. O w 6. WHERE MASONARY CONCRETE UNITS 0 p ARE USED CORBELLING WILL BE (n u PERMITTED. MAX. CORBEL TO BE 3". 3 a NO PROJECTION SHALL EXTEND IN- 0 3 p` SIDE OF LIMITS. L.L1 7, ADJUST FRAME ELEVATION w z_ 4'-4" WITH BRICKS 6" TO 12" a' a 8. PROVIDE MINIMUM 2'-0" OF uj PLAN VIEW COVER OVER PIPE AT BELLS 9. PROVIDE 6" OF 3/4" TRAPROCK UNDER EACH STRUCTURE AT BASE, p a APPLICATION OF GRADE ¢ IN p N 1'-7 3/8"" 1'- 8" 1'-1 5/8" 4'-8 3/4" —�{ I 0 _PVM_ CROSS-5LOPE Z - - - - - BRICK LEVELERS w m _ 1 2 -13 8 3-58' 1 2 -834 • 1 = CN I p U)T cV Z_ N O 00 w cLd • a Y N U FF--w U 3 Z CLASS 'C' CONC. `r J OR PRECAST CONC. Q BLOCK in t 3'-0" I 4'-0" W CLASS 'C' CONC. I — Q TOWN OF S0IYFH WINDSOR SEC TION B-B SECTION A-A AU fHORIZED SIGNAII-RE ;._ SHEET uAfE._._... TYPE C CATCH BASIN CD-01 NOT TO SCALE SHEET 6 OF 10 TOWN OF SOUTH WINDSOR v ti `J STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON /;Q f'�C(f y Phone No. Address I -7 t/ `� [ t, /e A 3 S,>� Site Name P&Z No. Owner Phone No. C; t(J- �{��" 76/ Contractor Signature of Owner in -- - ' ^^r�' Date: # ��t Z Signature of Design Engr. ,/� Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) C11niv(.E De,tr�jf7,`v ti j 1J4w, (_.� 7` ( ' (� �p, /„�i�i .�, � t7 A %'/ ta15 .v . 7,.,le* $ r r !c r ��rr„r7vre S ` K n^►.�.N S fiPP�ovFD. TV) ne- i31. 0 (v •r4 4 A,, r6,5;t470,^it 7-2,P 7-iylc t •1 n,0 g,.',r;< PA4111el c-,j e Cc.,tl�t IT. Ole AjvD Af?^, Q4y /.56,�- Ar J7� Reason for Change: (Why is change required) 61 Pork i-i_ jh RcPlceo ov ®." APPROVALS: (As Reggired) Dir. Of Planning Date: Town Engineer �/, .AJ�,,,t, Date: Dir. of Public Works Date: Other:— Date:--- STAFF CO T . 1 i, .�" ;`l,a-e v9�.'1 � �^.; ��S-f �.'�,;G i n• . r� .L� ��sy r c t fin@✓� White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department ir=i�v.vi 11 � Pao p®s DETEr'6 -C CB -- TF=133,47 INV. 15"NDPE (\_130.38 D,B.0. \` \ TP=133.50 \ INV. 15"NDPE (\=130,5/ \� BUT Toll N1ER=13/.03 \\ \ �• UNDERDPA llV INV. _130.0+ CN rq INV. (36" R.C.P.)=129.34 77 \ 07 f \ � m o " S LO co SCSILE, -=- \\ �; s,, _33 13 \, 1 - TOWN OF 'SOU'r f-WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION CHANGE ORDER CONTACT PERSON '-j-!�ro,C[" Phone No. Address <,4 _ OyA 6\ U-Ai AG/ (1 0be)')�j IF Site Name� d(k{6 P&Z No. Owner }1 O(-H,6 i,: i �/ , , ' }t ,; ( G.. Phone No. ?1ro -�Yy-�^' / Contractors Signature of Owner / - - % ^1 Date: 1 c) 1.5 Signature of Design Engr. Date: CHANGE: (Describ location and nature of change. Include Four (4) copies of plan/profile of Change. ) Sdfl 4-he- 6 U G re Reason for Change: (Why is change required) c✓ - APPROVALS: (As Required) r i`+ '- 'J o a ve,I I S 1 Dir. Of Planning ,-# - ' Date: , Town Engineer Date: ' t- Dir. of Public Works J Date: Other: Date: STAFF COMMENTS: White Town Engineer Yellow - Applicant ' Pink - Director of Planning Goldenrod - Engineering Department BOND TRANSMITTAL DATE: 11/8/2012 APPLICANT NAME Buckland Commons LLC ADDRESS 1744 Ellington Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT 350 Buckland Road SUBDIVISION P&Z. OR IWA/CC APPLICATION NUMBER 11-38P AMOUNT OF BOND $ 2,500. CHECK NUMBER 1051 DEPARTMENT Planning SUBMITTED BY Lauren Zarambo 11/8/2012 NAME DATE RECEIVED BY FINANCE NAME DATE SUB ACCOUNT NUMBER 500 WAPlanning Admin\PZC\Bonds\2012 Bonds\11-38P BucklandCommonsLandscapeBondTrans.doc P.O.BOX 1167 425 SULLIVAN AVENUE SOUTH WINDSOR,CT 06074 th PHONE:860.291.875 5 nniversary 1986-2011 : 6 .2 , www.design professionalsi n c.com.com CIVIL & TRAFFIC ENGINEERS/ PLANNERS/SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, #Rhode Island • November 8, 2012 : • Mr. Jeffrey Doolittle,P.E. Town Engineer RECEIVED Town of South Windsor 1540 Sullivan Avenue NOV 0 8 2012 South Windsor, CT 06074 : SOUTH WINDSOR Re: Buckland Commons Phase I ENGINEERING DEPT. Site Lighting Dear Mr. Doolittle: • I have reviewed the site lighting installed to date for Phase I of the Buckland Commons development located at 350 Buckland Road and have found it to be in general conformance with : the approved site plans and the Town of South Windsor Zoning Regulations, with the following exceptions: • 1) The house-side shield specified for the light pole type C east of the building has not yet been installed. 2) The light poles type D on the west side of the building are not yet installed. : The materials for the above items are currently on site. In speaking with the property owner, both of the above items are expected to be completed by the end of the day. The poles for the type D lights will be shorter than specified (8' instead of 14'), but I have modeled the change using Visual Professional lighting software and it does not show a significant effect on the lighting in this area of the site. Sincerely, DESIGN PROFESSIONALS, INC. • Benjamin P. Wheeler, RLA CT Landscape Architect#1068 Director of Operations/Landscape Architecture • G:\jobs\3085\Docs\Correspondence\3085 Doolittle lighting cert 2012-11-08.doc TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION CHANGE ORDER CONTACT PERSON ! ,�,< 'Eft /Phone No. �^f� Address .,0 0 r" 7- Site Name f..c i �''D r'?"'„h 15 P&Z No. Owner lam, <K l -� f y ti .A,z ( Phone No. Contractor Signature of Owner Date: Z /" . Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) T,C 11 J ;.�f' f h Me 0,/t f !7-,t y r n i "ie /l r.0, <. f g /-I '"IP S fRu�NG �?�..r/r'tr►.,A Rb r /IA-D, '1'-1 ! i'. , � ! r=r > jre 7Q ^' k, l.��f(.n �, ! f l£"__..' j I c ! Y i� ' .7 7 O Reason for Change: (Why is change required) 0 4J /P.ADZ `� J ,D ?RQS or APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer Date: ! SIG Dir.. of Public Worlds Date: Other: Date: STAFF COMMENTS: } White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 5I%r� T F,125.79 ll1N•1/7.9(FW) CONC. MON. (Fl) i i \ S t f Q� i ov h'O TF=/29.02 \/NV.=//9.62 OF IV i ov 41, CURB yJ ins 2C7 tjPC( oveo P- ,-q tip Irv, CONCRETE 1-101\10L TO TI-IE FROF05ED RE TI VEI-11CULAR DRIVE CA 2. FINAL DESIGN OF RE C01\15 TRUC T/oA/ 4 - III k; IIII IIII II ��Iil 73 01D ,T2B0'-- G E I \ / AS�ITENT ok� l I OF77 ST C- F-) n 11 1 A C- F-7 E I �pW N SfA - ?d&U&Olt 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 � TELEPHONE (860) 644-2511 f��30k�CaC� January 24, 2013 Bruce Kelley Buckland Commons, LLC c/o RSK—Kelico Inc 1744 Ellington Road South Windsor, CT 06074 Re: Appl. 11-38P,Buckland Commons E&S,Wetlands and Stormwater Structures Bonds Dear Mr.Kelley, This is to advise you that the Planning and Zoning Commission voted on January 22, 2013 to reduce the above mentioned bonds as follows: Appl.11-38P,Buckland Commons—$10,000 E&S Bond reduced by$5,000 leaving a balance of$5,000. Appl.11-38P, Buckland Commons - $20,000 Wetlands Bond reduced by $5,000 leaving a balance of $15,000. Appl. 11-38P, Buckland Commons - $30,000 Stormwater Structures Bond reduced by $20,000 leaving a balance of$10,000. A check will be mailed to you from the Town of South Windsor. If you have any further questions please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Very truly yours, `�'31, Patrick Kennedy, Chairman PLANNING &ZONING COMMISSION PK/llz cc: Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner BOND RELEASE TRANSMITTAL DATE: January 24,2013 APPLICANT NAME: Bruce Kelley ADDRESS RSIK Ke!lee ZaG Su c k 1 c�n d C o m m o n 5, L L C 1744 Ellington Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT Buckland Commons, LLC P&Z OR IWA/CC APPLICATION NUMBER 11-38P SUB ACCOUNT NUMBER ,7 9 ORIGINAL BOND AMOUNT: E&S $10,000 Bond Reduced $5,000 to leave balance of $5,000. Wetlands $20,000 Bond Reduced $5,000 to leave balance of $15,000 Stormwater $30,000 Bond Reduced $20,000 to leave balance of $10,000. Please Release $ 30,000 Please release the bonds indicated above as all of the required work at this time has been completed. Lauren Zaram& 0112412013 NAME DATE 55 9 _ / la.s113 BY 'emse- 90�Wrlll-- CHECK # ISSUED DATE WAPlanning Admin\PZ0Bonds\1 1-38P BucklandCommons BOND RELEASE.doc ajes /J�T[{/� O A • � - w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR,CT 06074 �cJ�OsoR co�� TELEPHONE (860) 644-2511 February 28,2013 RSK Kellco Inc c/o Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Ms.Kelley: Re: Application 11-38P, Buckland Commons Stormwater Bond This is to advise you that the Planning and Zoning Commission voted on February 26, 2013 to release the balance of the above mentioned bond in the amount of$10,000. A check will be mailed to you from the Town of South Windsor. If you have any further questions contact the Planning Department at 860-644-2511,ext. 253. Thank you. Very truly yours, G U v Patrick Kennedy, Chairman PLANNING&ZONING COMMISSION PK/llz cc: Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner BOND RELEASE TRANSMITTAL DATE: 2/25/2013 APPLICANT NAME Buckland Commons, LLC ADDRESS RSK Kellco Inc 1744 Ellington Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT Buckland Commons, LLC P&Z OR IWA/CC APPLICATION NUMBER 11-38P SUB ACCOUNT NUMBER 500179 ORIGINAL BOND AMOUNT: E&S $5,000 Bond Reduced $5,000 to leave balance of -0 Wetlands $15,000 Bond Reduced $15,000 to leave a balance of -0-. Stormwater $10,000 Bond Reduced $10,000 to leave a balance of -0- . Please Release $ 30, 000 Please release the bond indicated above as all of the required work has been completed. Lauren L ram6o 2/2S/2013 NAME DATE a /02 7/ 13 BY �(y CHECK # ISSUED DATE WAPlanning Admin\PZC\Bonds\2013 Bonds\11-38P BONDRELEASETRANS.doc SOVIN 3 o . Tiov� O-P Sau� V&Uaot w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 J�Osox•co TELEPHONE.(860) 644-2511 January 8, 2015 RSK Kellco Inc. Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Ms Kelley: Re: Expiring Letters of Credit for Appl. #11-38P, Buckland Commons The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Buckland Commons Farmington $5,000 2/01/15 E&S Buckland Commons Farmington. $15,000 2/01/15 Wetlands Mitigation Buckland Commons Farmington $23,000 2/01/15 Site Improvements In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly your , Michele ipe Director of Planning MRL/llz rj FARMINGTON BANK February 4,2015 Town of South Windsor Attn: Planning and Zoning Commission 1540 Sullivan Ave South Windsor, CT 06074 Re: Buckland Commons, LLC Letters of Credit Dear Sir: Enclosed are the letter of credit renewal letters for letters of credit#02-RDS-13 and 03-RDS-13 for 350 Buckland Road, South Windsor. As letter of credit#01-RDS-13 in the amount of$5,000.00 is not being renewed,please return the original letter of credit and all amendments to my attention at the address below. Please feel free to contact me at 860-284-4516 with any questions. Sincerely, Nora Bassell Commercial Loan Assistant One Farm Glen Boulevard I Farmington, CT 06032-1919 1 Toll-free 877-376-2265 1 farmingtonbankct.com Town of • • • 2 PlanningDepartment Memorandum To: Nora Bassell, Commercial Loan Assistant for Farmington Bank From: Michele R. Lipe,AICP, Director of Planning Date: February 23, 2015 RE: Buckland Commons, LLC Letter of Credit Please find the enclosed Letter of Credit # 01-RDS-13 for Buckland Commons LLC per your request. Thank you. MRUlz Enclosure 1 �to•NN Sf44 `$ ca F 7-0 0-119sa� ?d wrd 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 f�Osox•co TELEPHONE(860) 644-2511 December 15, 2015 RSK Kellco, Inc. Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Ms Kelley: Re: Expiring Letters of Credit for Appl. #11-3 8P,Buckland Commons The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Buckland Commons Farmington $15,000 Wetlands Mitigation 2/1/16 Buckland Commons Farmington $23,000 Site Improvements 2/1/16 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yo " Michele R. Lipe Director of Planning MRL/llz 4�WN Sf4 co / o� 0 �� • a V 9 • w° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�°SOR•c TELEPHONE(860) 644-2511 January 22,2016 RSK Kellco, Inc. Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Re: Appl. 11-38P,Buckland Commons Landscaping and Wetlands Mitigation Bond Release Dear Ms. Kelley: This is to advise you that the Planning and Zoning Commission voted on January 19, 2016 to release the following bonds as follows: Appl. 11-38P, Buckland Commons$2,500 Landscaping Bond reduced by$2,500 to leave a balance of-0- Appl. 11-38P, Buckland Commons $15,000 Wetlands Mitigation Bond reduced by $15,000 to leave a balance of-0- A check for the landscaping bond will be mailed to you from the Town of.South Windsor. If you have any further questions,please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Sincerely, Ct Bart Pacekonis, Chairman PLANNING&ZONING COMMISSION BP/llz cc: Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner Page 1 of 1 Folger, Jeffrey From: Rsksw@aol.com Sent: Thursday, December 17, 2015 2:59 PM To: Folger, Jeffrey Subject: Bukcland Commons, LLC Wetlands Bond Dear Jeff- The Town of South Windsor is currently holding a Wetlands Mitigation Bond in the amount of $15,000 in the form of a Letter Of Credit from Farmington Bank. I hereby request that this Bond be released in full. Please notify me to confirm that this Bond has been released. Please contact me if you need any further information or have any questions. Thank you, Kathy Kelley Buckland Commons, LLC 12/17/2015 f SOWN 1 1 �� 01$C Sou.t�i V&U&ot w° 1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074 r�°Sax TELEPHONE (860)644-2511 December 15,2015 RSK Kellco,Inc. Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Ms Kelley: Re: Expiring Letters of Credit for Appl.#11-38P,Buckland Commons The Planning and Zoning Commission is holding the following Letters of Credit: PROJECTS BANK AMOUNT EXPIRATION Buckland Commons Farmington $15,000 Wetlands Mitigation 2/1/16 Buckland Commons Farmington $23,000 Site Improvements 2/1/16 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yo r.• Michele R.Lipe Director of Planning MRL/llz BOND RELEASE TPANSMITTAL DATE: January 22, 2016 APPLICANT NAME Buckland Commons LLC ADDRESS 1744 Ellington Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT 350 Buckland Road P&Z OR IWA/CC APPLICATION NUMBER 11-38P MUNIS APPLICATION NUMBER 201100898 SUB ACCOUNT NUMBER 500184 ORIGINAL BOND AMOUNT $ 2,500 Landscaping Bond Please Release $ 2,500 Please release the bond indicated above as all of the required work has been completed. - _Lauren L Zaram6o January 22, 2016 NAME DATE 608 BX /JC� � CHECK # ISSUED DATE WAPlanning Admin\PZC\Bonds\2016 Bonds\11-38P BucklandCommons BondRelease Trans.doc SpW N Sf4 a 1540 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074 r�Osos•co TELEPHONE (860) 644-2511 December 5, 2016 RSK Kellco, Inc. Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Ms Kelley: Re: Expiring Letter of Credit for Appl. #11-38P,Buckland Commons The Planning and Zoning Commission is holding the following Letter of Credit: PROJECT BANK AMOUNT EXPIRATION Buckland Commons Farmington $23,000 Site Improvements 2/1/17 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly Pippe Michele Director of Planning MRL/llz �OVIN 8 4 < c co s � 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 soe•c° TELEPHONE (860) 644-2511 Buckland Commons, LLC January 24, 2017 Attn: Bruce S. Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Mr. Kelley: Re: Appl. 11-38P,Buckland Commons, 350 Buckland Road We are pleased to advise you that the Planning & Zoning Commission voted on January 10, 2017 to grant a five year extension to the site plan of development approval originally granted on January 10,2012. This approval is subject to all previous approval modifications in the letter dated January 12, 2012 (enclosed) and the following modifications: 1. Prior to commencement of any site work of Phase 2, a meeting must be held with Town Staff. 2. This application is subject to the conditions of approval of the Inland Wetlands Agency/ Conservation Commission, including $5,000 to ensure proper placement and maintenance of erosion and sediment controls prior to issuance of a building permit. 3. A landscape bond in the amount of$5,000 is required and must be submitted prior to the Certificate of Occupancy. All bonds must be in one of the forms described in the enclosed Bond Policy. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 5. All improvements associated with Phase 1 must be completed within one year of this renewal (by January 10, 2018). 6. This site plan five year extension will expire January 10, 2022. Black and white transparent mylar of the original. cover sheet with approval letters must be submitted. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylar. After the mylar has been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. Sincerely, Gary Bazzano, Chairman Planning&Zoning Commission GB/llz 1041 N S. a 719u n ale s-ate ?d 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 sox.co TELEPHONE (860) 644-2511 March 27, 2012 Judy Schuler P.E. Design Professionals Inc. 425 Sullivan Avenue South Windsor CT 06074 Dear Ms. Schuler: Re: Appl. 11-3 8P, Buckland Commons LLC Phasing Plan We are pleased to advise you that the Planning & Zoning Commission voted on February 28, 2012 to approve the proposed phasing plan for the above referenced project. This approval is for two phases. The construction of Phase I will include all improvements "north" of the phase line on attached plan, including: A. 8" Sanitary sewer through PSMN#2 B. Water main through"T" and hydrant C. Storm detent basin and storm piping through PCB 4 D. Pavement for 20 spaces and driveway circulation to Deming Street E. Temporary dumpster location w/screening F. Removal of existing garage and trough G. Temporary disturbance of Phase II for excavation of excess fill material to proposed subgrade and re-topsoiled and seeded H. Site lighting shown in Phase I including light pole "A" I. Site landscaping and walls shown in Phase I J. All wetlands mitigation plantings including Phase II areas K. Buckland Road sidewalks to phase line L. Contribution of$7500 toward Buckland Road crosswalk per approval condition M. All easements related to the development in Phase I. All other improvements will be required to be completed in Phase II. Black and white transparent mylars of Sheet CPO-1 with the above letter as well as the original approval, together with three blueprint copies of the entire set of plans (including architectural elevations and landscaping plans) must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation 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, 4� Patrick Kennedy, Chairman Planning and Zoning Commission PK/as cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal �DYlN Sfq co T_0� :D V/ slou� ?d&uaot J C.7 U 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 soa•co` TELEPHONE (860) 644-2511 December 4, 2017 RSK Kellco, Inc. Kathy Kelley 1744 Ellington Road South Windsor, CT 06074 Dear Ms. Kelley: Re: Expiring Letter of Credit for Appl. #11-38P, Buckland Commons The Planning and Zoning Commission is holding the following Letter of Credit: PROJECT BANK AMOUNT EXPIRATION Buckland Commons Farmington $23,000 Site Improvements 2/1/18 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? Very truly yours, ram. Michele R.Lipe Director of Planning MRL/llz Lipe, Michele From: Doolittle,Jeffrey Sent: Thursday, December 14, 2017 11:07 AM To: Lipe, Michele; Molloy, Catherine Subject: 350 Buckland Road, Buckland Commons Bond Release Michele, I have received the final as-built for Phase 1 of the Buckland Commons development at 350 Buckland Road. All the site work in phase 1 has been completed and the site bond can be released. Thanks Jeffrey Doolittle, P.E. Town Engineer 1540 Sullivan Avenue South Windsor Ct 06095 860-644-2511 ext 245 Jeffrey.doolittle@southwindsor.org 1 0 FARMINGTON BANK° December 22, 2016 Beneficiary:Town of South Windsor . Letter of Credit#03-RDS-13 Town.of South Windsor Attn: Planning and Zoning Commission 1540 Sullivan Ave South Windsor, CT 06074 Re: Buckland Commons, LLC Paving Bond 350 Buckland Road South Windsor CT Dear Sir or Madam: We hereby amend the above referenced Irrevocable Standby Letter of Credit as follows: By extending the maturity date from February 11, 2017 to February 11,2018. All other terms and conditions will remain the same. Should you have any questions, please feel free to contact me at 860-284-6606. Very truly yours, Richard Suski Vice President r One Farm Glen Boulevard I Farmington, CT 06032-1919 1 Toll-free 871-376-2265 1 farmingtonbankct.com BOND RELEASE TRANSMITTAL DATE: January 30, 2018 APPLICANT NAME Buckland Commons, LLC ADDRESS RSK Kellco, Inc. 1744 Ellington Road South Windsor, CT 06074 PROJECT LOCATION/ADDRESS LOT Buckland Commons, LLC Sidewalk / Crosswalk P&Z OR IWA/CC APPLICATION NUMBER MUNIS APPLICATION NUMBER 201100898 SUB ACCOUNT NUMBER 500180 ( Q313 ) ORIGINAL BOND AMOUNT $ 7 ,500 CHECK NUMBER Please Release $ 71500 Please release the bond indicated above as all of the required work has been completed. Lauren L Zarambo 1130118 NAME DATE 1131ZIg Ely CHECK # ISSUED - DATE 71 3 Y, 6 W:\Planning Admin\PZC\Bonds\2018 Bonds\l 1-38P Buckland Commons Sidewalk Crosswalk BondReleaseTrans.doc S�y�N Sf4 CID aiesou� V&U&Ot • w� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 soa•c° TELEPHONE (860) 644-2511 February 14, 2018 Farmington Bank Richard Suski One Farm Glen Boulevard Farmington, CT 06032-1919 Dear Mr. Suski: Re: Letter of Credit for Appl. 11-38P,Buckland Commons, LLC Paving Bond Please find enclosed amendment to the Letter of Credit#03-RDS-13 we are returning to you. The Planning and Zoning Commission is no longer holding a letter of credit for the above referenced paving bond for Buckland Commons, 350 Buckland Road, South Windsor, CT. If you have any questions,please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Very truly y s, Michele R.Lipe Director of Planning MRL/llz FARMINGTON BANK® February 9, 2018 Beneficiary:Town of South Windsor Letter of Credit#03-RDS-13 Town of South Windsor Attn: Planning and Zoning Commission 1540 Sullivan Ave South Windsor, CT 06074 Re: Buckland Commons, LLC Paving Bond 350 Buckland Road South Windsor CT Dear Sir or Madam: We hereby amend the above referenced Irrevocable Standby Letter of Credit as follows: By extending the maturity date from February 11, 2018 to February 11,2019. All other terms and conditions will remain the same. Should you have any questions, please feel free to contact me at 860-284-6606. Very truly yours, Richard Suski Vice President x One Farm Glen Boulevard I Farmington, CT 06032-1919 1 Toll-free 877-376-2265 1 farmingtonbankct.com BOND TRANSMITTAL DATE: July 31,2018 APPLICANT NAME Dan Bellman DJB Building & Construction LLC ADDRESS 86 Carriage Drive Glastonbury, CT 06033 PROJECT LOCATION/ADDRESS LOT 350 Buckland Road/Buckland Commons SUBDIVISION P&Z OR IWA/CC APPLICATION NUMBER 11-38P AMOUNT & TYPE OF BOND $ 5,000 E&S Bond CHECK NUMBER 1323114852 DEPARTMENT PLANNING SUBMITTED BY Lauren Zarambo July 31, 2018 NAME DATE PROCESSED BY FINANCE Cy' 1jI, I NAME DATE SUB ACCOUNT NUMBER P ? 7 MUNIS APPLICATION 201100898 WAPlanning Admin\PZC\Bonds\2018 Bonds\l1-38P Buckland Commons E&S BondTrans.doc PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 07/31/18 CUSTOMER#: 000000000 TIME: 13:32 CLERK: laurenlz RECPT#: 20902449 PREV BAL: TP/YR: MS/2019 AMT PAID: 5000.00 BILL: ADJSTMNT: EFF DT: 07/31/18 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 5000.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 5000.00 AMT APPLIED: 5000.00 CHANGE: .00 PAID BY: PAYMENT METH: CHECK PAYMENT REF: 1323114852 q SOWN Sf4 70V� 07e SaU� ?d&U&Ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 July 31,2018 Dan Bellman DJB Building & Construction LLC 86 Carriage Drive Glastonbury, CT 06033 Dear Mr. Bellman Re: Preconstruction Meeting for Appl. 11-38P, Buckland Commons, 350 Buckland Road IN ATTENDANCE Name Company E-MAIL Phone number Michele R. Lipe SW Planning michele.li e southwindsor.ora 644-2511 x252 Jeffrey Folger SW Planning 'effre .fol er southwindsor.or 644-2511 x229 Jeffrey Doolittle SW Engineering 'effre .doolittle southwindsor.or 644-2511 x245 Walter Summers SW Fire Marshal walter.summers southwindsor.or 644-2511 x217 Mary Huda SW Assessor ma .huda southwindsor.or 644-2511 x213 Heather Oatis SW Health Dept. heather.oatis southwindsor.or 860-337-6173 Tony Manfre SW Water anthony.manfre ,southwindsor.org 644-2511 x247 Pollution Control Jeff LeMay SW Water jeff.lemay@southwindsor.org 860-289-0185 Pollution Control Tim Friend SW Water timothy.friendna southwindsor.org 860-289-0185 Pollution Control Dan Bellman DJB Construction djbconstructiqq@cox.net 860-883-0232 Robert Gagnon DJB Construction d'b.robert a onna ail.com 860-817-2767 Daniel Bellman DJB Construction daniel.bellman@uconn.edu 860-209-5037 Richard Archambault Bond Excavating rarch921ajzmail.com 860-235-0702 Bill Bond Bond Excavating bondexcavation ail.com 860-625-0680 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Senior Environmental Planner for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction at 860-644-2511 Ext. 229. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction a crushed stone tracking pad may need to be installed and maintained to minimize tracking of dirt/gravel on to Buckland Road. Calcium chloride or water is to be used for dust control as required. Public Works 1. Three complete sets of approved/revised plans have been provided to Town. They have been stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work in Buckland Road with inspections and testing per Developers Checklist for the following: a. After site is staked out b. All drainage work c. Placement of bituminous concrete,two (2) inch layers maximum 3. Drain layers permits must be taken out from the South Windsor Engineering Department to install the sewer manhole and new lateral to the new buildings. There is an $80 permit fee per unit. 4. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company 5. Certification of all products used -- storm pipe, structures, pavement, oil/grit separator and sewer grinder pump system shall be presented to the Town Engineer prior to installation. 6. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 7. An as built plan will be required for the improvements to 340 Buckland Road. A separate as built plan will be required. 8. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 9. All pipe and structures to be backfilled with free draining material compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 10. Any problems and/or questions regarding construction of this project will be directed to Dan Bellman in the field at cell phone 860-883-0232. 11. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 12. Job meetings will be held as needed, and can be called by the developer or Town. 13. Seventy-two (72) hours' notice needed for a certificate of occupancy inspection. An Engineering C.O. inspection fee of$60 and a Zoning Compliance C.O. inspection fee of$30 are due at that time. 14. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 15.Normal hours of operation 7:00 a.m.—5:00 p.m., no work on Sunday. 16. The sewer main along Buckland Road will need to be tested by the contractor via a low pressure air test,mandrel test and video camera inspection. 17. Two drain layers permits are needed for the sewer main and bi-lateral at$80 each. 18. A$50 street cut permit is required for the new driveway. 19.No paving after October 15 or before April 15 without written approval from Director of Public Works. 20. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 21. Sanitary Sewer charge due is $12, 880.75 (3.35 ac X $3,845/acre). 22. Sanitary lateral locations should be tied down to existing structures and shown on the progress as built. 23. During construction of individual sanitary sewer laterals, the contractor shall prepare an as-built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. 24. Any unfinished site work will be bonded prior to Engineering and Planning Department sign-offs for a Certificate of Occupancy. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Department. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. Sanitary Sewer, Sidewalk and Access easement must be submitted for review prior to issuance of the building permit. 3. Sign permits are required for all temporary and permanent signs. Utilities 1. Contact utilities for coordination of utilities connection. Fire Marshal(Commercial Facilities) 1) Documents—Complete set of stamped plans with the following: a. Plan review paid b. Code information sheet c. Exiting plans with travel distances d. Wall types e. Door schedule £ Mechanical, Electrical,reflected ceiling g. Fire alarm h. Basic sprinkler layout ** PLAN REVIEW COULD TAKE 30 DAYS FOR APPROVALS ** 2) Inspections: a. Above ceiling b. Penetrations and separations c. Sprinkler system A. Hydraulic calculations and cut sheets B. Underground flush and hydrostatic test C. System hydrostatic test D. Main drain test/inspectors test E. Outside bell F. NFPA 13 paperwork d. Fire Alarm e. Emergency lighting test f. Final Inspection ** PLEASE NOTE THE FOLLOWING** 1. Consulting inspection will be welcomed 2. Multiple inspections can be done on the same day 3. Stocking/addition of fixtures to occupancy.will only be allowed if the life safety systems are on line. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. 3. Barns, garages, and outbuildings,which are located on the same premises as a numbered structure, are excluded. 4. Erect temporary sign on the site during construction identifying the project. 5. If an alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Very truly yours, s s ;•, Michele R. Lipe, AICP Director of Planning MRL/llz cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Michael Gantick, Public Works Christopher Dougan, Chief Building Official Tony Manfre, Superintendent of Pollution Control Walter Summers,Fire Marshal Utilities -P-R-ECONSTRUCTION MEETING SIGN IN SHEET (please print clearly) NAME COMPANY ADDRESS and or EMAIL TELEPHONE 7-') 3 13 tq Cox, 0`26 0-6-',F 0 D 3 zL OAS (11 -) 3 6&64. /au cSr&,J)A)3A, 6, q6 I.,cr(P 42-21 Z -9--'7 P C- Ao"'PI-1 ev..-fill. �-Y JA Gib c., -Zr u c: F n 6�10- NbL6 COS AC-111CV,-04� rArL,\,v\,C"L\ CC" %ro -to,� -�3Q�-7 0 - TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE& SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Suzanne P. Choate Phone No.860-291-8755 Address_21 Jeffrey Drive, South Windsor, CT 06074 Site Name Buckland Commons P&S No. l g Owner Buckland Commons, LLC Phone No. 860-644-8761 Contractor_Dan Bellman, DJB B ilding &Construction, LLC Signature of Owner Date: "j. et Signature of Design Engr Date: i / CHANGE: (Describe location a nature of change. Include Four (4) copies of plan/profile of Change. ) _Raise slope and inverts of two lengths, PSMH#2 to PSMH#3 and PSMH#3 to stub, of sewer pipe (from 0.5%to 1%). Reason for Change: (Why is change required) Ledge encountered in trench. APPROVALS: (As Required) Dir. Of Planning Date: $ /a-21 /8 Town Engineer Date: Dir. of Public Wor s Date: e r 61,L Dates STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department PERMITS/INSP PAYMENT RECPT#: 20902686 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 08/21/18 TIME: 10:22 CLERK: laurenlza DEPT: CUSTOMER#: 0 PARCEL: CHG: PZ PLANNING AND ZO 50.00 AMOUNT PAID: 50.00 PAID BY: DAN BELLMAN PAYMENT METH: CASH REFERENCE: BUCKLAND COM AMT TENDERED: 50.00 AMT APPLIED: 50.00 CHANGE: .00 K60 'J I TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Suzanne P. Choate phone 110.860-291-8755 Address_21 Jeffrey Drive, South Windsor, CT 06074 Site Name Buckland Commons P&8 No. - Owner Buckland Commons, LLC Phone No. 860-644-8761 Contractor_Dan Bellman, JB Buildi 8� truction, LLC Signature of Owner, GE Date: ?Xaahr Signature of Design ngr. Date:�� .� CHANGE: (Describe location and ature of change. Include Four (4) copies of an/profile of Change. ) _Relocate transformer to south side of building and two catch basins to accommodate transformer location. Reason for Change: (Why is change required) Utility company coordination. APPROVALS: (As prks ire Dir. Of Plannin Date: Town Engineer Date: %z�j //,e Dir. of Public Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department P.O.BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 Ls FAX:860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serwng Connecticut, Massachusetts, *Rhode Island • LETTER OF TRANSMITTAL To: Dan Bellman Date: 8/23/2018 DPI Project No. 3085 Re: Buckland Commons : South Windsor,CT : WE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications : ❑ Copy of Letter ❑ Change Order ❑ • COPIES DATE NO. DESCRIPTION : 4 8/23/2018 1 Bucldand Commons,Sheet 4,Change Order#2 • • • • • • • THESE ARE TRANSMITTED AS CHECKED BELOW: : ❑ For Approval ❑ For review and comment ❑ No exceptions taken • ® For your use ❑ Forbids due ❑ Make corrections ® As requested ❑ Prints returned after loan to us ❑ Make corrections : REMARKS: : Click or tap here to enter text. • • • • • • • • lAhm AV I/ k J • SIGNED: CC: : S ne P.Cote,P.E. PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 08/24/18 CUSTOMER#: 000000000 TIME: 09:15 CLERK: laurenlz RECPT#: 20902753 PREV BAL: TP/YR: MS/2019 AMT PAID: 10.00 BILL: ADJSTMNT: EFF DT: 08/24/18 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 10.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 10.00 AMT APPLIED: 10.00 CHANGE: .00 PAID BY: DAN BELLMAN PAYMENT METH: CASH PAYMENT REF: