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Home My WebLink AboutMiscellaneous - 1077 OSGOOD STREET 4/30/2018 (9) • .r r AFM-.� • 'r Y r_ 1 Cb C, f)o ©Vnr L!•'i' ❑ Nig+dip$ ❑AOB ppptication flied oA: Hearing due on: Decision due on: _ .. =- vim, - l A f .www wwin'+•� .�w / l / / �L � �n ffvey 9�� 7SDo5`� /�,off/'cy�cFfff-�mi/�i. � Gom .' 07 a integrating design, expertise and technology 199 Newbury Street, Suite 115 • Danvers, MA 01923 978.777.7250 Ext. 12 • Fax 978.777.8650 Letter of Transmittal rbarthelmes@lynnfieldeng.com To: Ms. Angela Ciofolo Date: January 8, 2013 Department Assistant Job No.: LEI No. 480-40 Zoning Board of Appeals Subject: Butcher Boy Marketplace Town of North Andover 1077 Osgood Street 1600 Osgood Street Suite 2-36 North Andover MA North Andover MA 01845 We Are Sending You: ® Attached ❑ Under separate Cover By Means of: Hand Deliver ❑ Prints ® Plans ❑ Samples ❑ Shop Drawings ❑ Copy of letter ❑ Change Order ❑ Specs ® Other: COPIESDATE NO. DESCRIPTION 1 12/11/12 Preliminary Stormwater Analysis & Calculations Butcher Boy Markets 1 11/27/12 Traffic Impact and Access Study Proposed Branch Bank North Andover MA prepared by Bayside Engineering Woburn MA 10 Sets Plan C-1 Plot Plan of Land; Plan A210 Exterior Elevations (Color) prepared by Lloyd Architects Plymouth, MA; and Plan A211 Exterior Elevations Color Lloyd Architects - 11" x 17" 1 Signed 1/8/13 C-1 Plot Plan of Land (Original Signed) 24" x 36" 1 Updated 1/7/13 A210 Exterior Elevations Color Lloyd Architects 24" x 36" 1 Updated 1/7/13 A211 Exterior Elevations Color Lloyd Architects 24" x 36" Z For submission ❑ Approved as submitted ❑ Returned after loan ❑ Resubmit for approval ❑ For your use ❑ Approved as noted ❑ For review and comment ❑ Submit for distribution ❑ As discussed ❑ For Your Signature ❑ For bids due ❑ Return corrected prints Remarks: i Richard Barthelmes, P.E. If enclosures are not as noted, please notify us at once K:\480-40\Corr\Ciofo10 A_010813_lot_pres.doc OF NORTH 9� 16 O SSq�H�SE"� TOWN OF NORTH ANDOVER MASSACHUSETTS BOARD OF APPEALS January 19, 1988 Thomas F. Caffrey Attorney at Law, P.C. P. 0. Box 1317 RE: Angus Realty Corp. Lawrence, MA 01842 1077 Osgood St. Petition: 39-85 Dear Attorney Caffrey: The Board of Appeals held a discussion on your above-mentioned client's request for an extension of Petition #39-85. Whereas a certified copy of the Judgment in favor of Angus was recorded in the Registry of Deeds on September 24, 1987, the Board voted, unanimously, to EXTEND THE DECISION for one year, September 24, 1988 as allo ved by Section 10.31, Paragraph 3 of the Zoning ByLaw. If you have any questions regarding this matter, please call the office at 683-7105. r Sincerely, BOARD OF APPEALS Audrey . Taylor, Secretary cc: Mr. Kenneth W. Yameen Mr. Archibald Maclaren /awt I r I , V I ' .J U APPLICATION FOR A VARIANCE TOWN OF NORTH ANDOVER ZONING BOARD OF APPEALS BUTCHER BOY MARKETPLACE 1077 OSGOOD STREET ._a NORTH ANDOVER, MASSACHUSETTS Prepared For: Angus Realty Corporation 1077 Osgood Street North Andover, Massachusetts 01845 Prepared By: J Lynnfield Engineering, Inc. 199 Newbury Street, Suite 115 Danvers, Massachusetts 01923 July 18, 2012 J �10RTN Town of North Andover N p * ;* Office of the Planning Department TEDR'' * C_'ommunity Development and Services Division �,SSAGHUS� Osgood Landing 1600 Osgood Street Building#20,Suite 2-36 P(978)688-95.'5 North Andover,Massachusetts 01845 F(978)688-9542 To: Thomas Yameen Angus Realty From: Judy Tymon, Town Planner Date: July 16, 2012 Subject: Pentucket Bank Proposal for Butcher Boy Plaza Dear Mr. Yameen, On behalf of the entire staff of the Community Development Department, I want to thank you for attending our Technical Review Committee meeting(TRC) on June 13. We hope the meeting was helpful to you and that your questions were answered. At the meeting, I mentioned several items that the Planning Board would like to have addressed if you apply for a Watershed and Site Plan Review Special Permits. A summary of those items are as follows: ® Stormwater Management Standards: Any construction within the Watershed is required to comply with best management practices for stormwater control, in order to prevent degradation of the quality or quantity of water entering Lake Cochichewick. This is especially important when new construction is proposed and when that construction is within the Non-Discharge Zone, as is the case with your proposal. Over 20,000 sq. ft. of new impervious surface is being proposed to be built on that portion of the parcel that is closest to the Lake. Through the implementation of this Bylaw,the Planning Board is charged with protecting the town's drinking water supply and they will perform this function, as they have with other projects,with the utmost due diligence. ® North Andover Wetlands Bylaw: When your company applied for and received a Watershed Special Permit from the Planning Board and an Order of Condition from the Conservation Commission in July 2007,the project was required to comply with town's Wetlands Protection Bylaw and the State Wetland's Protection Act. The project was subject to Stormwater Management Policy and the stormwater provisions of that Bylaw. At the time,the project did not meet all of the Policy requirements but it was not required that all criteria be met. In 2008, MA DEP adopted that policy as a Standard, so that any BOARD OF APPEALS 688-9541 BUILDING 688-9545 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 �` s commercial project must now meet the state Stormwater Management Standards as well as the local Bylaw standards. ® Traffic entering and exiting the site, as well as traffic circulation within the site will be reviewed by the Planning Board under the Site Plan Review requirements of the town's Bylaw. A drive-through facility will generate additional traffic and will require a traffic study that will address traffic flow and traffic queuing for the teller windows and the ATM. As you are aware,the site currently generates large volumes of traffic on Osgood St. and existing parking spaces are well utilized. The traffic study should address all of these issues and should demonstrate that the new use will not create additional traffic problems. If you have any questions,please let me know and I would be happy to review them with you. t7ad d T aK Judy Tymon Town Planner, Town of North Andover cc: Andrew Maylor, Town Manager Curt Bellavance, Community Development Director Jennifer Hughes, Conservation Administrator Gerald Brown, Inspector of Buildings Town of North Andover Zoning Board of Appeals Town of North Andover Planning Board U n u TABLE OF CONTENTS n `J Town of North Andover Zoning Board of Appeals Application for a Variance n C-1 Plot Plan of Land U DRAWINGS u SK-1 Proposed Schematic Layout Plan F7 A210 Exterior Elevations L' A211 Exterior Elevations r� SK-05 Preliminary Floor Plan u ATTAC H M E NTS L, 1 Zoning Bylaw Review Form 2 Memorandum Li 3 Abutters' List 4 Notice of Decision Site Plan Special Permit n u n u r� u r•"i Li n U n Li n u u -I- n K:\480-40\Reports\071812_Variance App\toc.doc v n I . t4RYry is t f'9Ss � TOWN OF NORTH VARIANCE E � r r - ZONING BOARD OF APPEALS 2012 JUL 9 NAMEAngus Realty Corporation ADDRESS OF APPEAL: 1077 Osgood`Street Town Cierk,46e�Stattp n Procedure &Requirements for an Applications.for.a Variance. Ten(10)copies of the following information must be STEP S:SCHEDULING OF HEARING AND submitted thirty(30)days prior to the first public hearing. PREPARATION OF LEGAL NOTICE:' Failure to submit the required-information within the time The Office of the76hing Board of Appeals schedules the periods prescribed may result in a dismissal by the applicant for a hearing date and prepares the legal notice Zonina Board of an application as incomplete.. for mailing to the parties in interest(abutters)and for The information herein is an abstract of more publication in the newspaper. The petitioner is notified that-the legal notice has been prepared and the cost of. specific requirements listed in the Zoning Board the Party 1n Interest fee. Li Rules and Regulations and is not meant to supersedethem. The-petitioner will complete items STEP 7:DELIVERYOF LEGAL NOTICE TO r7 that are underlined NEWSPAPER The petitioner picks up the legal notice from the Office of' Lj STEP 'I: ADMINISTRATOR PERMIT DENIAL: the Zoning Board of Appeals and delivers the legal notice The petifioner applies for a Building Permif and-receivers to the local newspaper for publication. a Zoning Bylaw Denial form completed by the Building I Commissioner. STEP 8, PUBLIC HEARING BEFORE THE ZONING ! HOARD OF APPEALS: STEP 2: VAR1A 4CE APPLICATION FORM- The petitioner should appear in his/her befialf,or be -Pefitoner completes an application form to petition.the represented by an agent or attorney. In the absence of Board of Appeals for a Variance. All information as any appearance without due cause on.beharf of the required in items 1.through and including 11 shall be petition,the Board shall decide on the matter by using the information it bas received to date. completed. Li STEP 3: PLAN PREPARATION: STEP 9: DECISION: -� Petitioner submits all of the required plan information as After the hearing, a ropy of the Board's decision 1.111 be cited in page 4,section 10 of this form. sent to all Parties in Interest. Any appeal of the Board's decision may be made pursuant to Massachusetts STEP 4: OBTAIN LIST OF PARTIES IN INTEREST: General Law ch.4.OA§ 17,within twenty(20)days after ; The petitioner requests the Assessor's Office to compile the decision is filed with the Town Clerk. a certified list Df Parties in Interest(abutters). STEP 10: RECORDING THE DECISION AND PLANS. ri j STEP 5: SUBMIT APPLICATION: The petitioner is responsible for recording certificafion of i one(1)original and ten(10)Xerox Petitioner submits the decision,the Mylar, and any accompanying plans at j copies of all the required information to the Town Clerk's the Essex County, North-Registry of Deeds, 384 Office to be certified by the Town Clerk.with the time and Merrimack St.Suite#304, Lawrence MA, 01843 and n date of fling. The original will be left at the Town Clerk's shall complete the Certification of Recording form and office, and the 10 Xerox copies will be left with the forward itto the Zoning Board of Appeals and to the `-' j Zoning-Board of Appeals secretary. Building Department. IMPORTANT PHONE. NUMBERS: North Andover Town Hall u ! 978-688--9533 Office of ommunity Dev.&Services 120 Main Street 1600 Osgood St.,Bldg.20,Suite 2-36 978-688-9501 Town Clerk's Office n Forth Andover, MA 01845 978-688-9566 Assessor's Office 978-688-9542 fax for Community Development offices `-' 978-688-9545 Building Department PAGE 1 of 4 I 978-688-9541- Zoning Board of Appeals office r-•7 i U • �1 n U PAGE 2 OF 4 n NORTH ANDOVER ZONING BOARD OF APPEALS application for a-VARIANCE �� :,F r=._'I. Petitioner: Name, Address and telephone number: - Angus Realty Corporation `J 1077 Osgood Street n - 978-777-1511 . `The petitioner shall be entered on the legal notice and the decision as entered above. ri 2. Owners of Land: Name, Address, telephone number, and number of years under this u ownership: An us Realty Corporation _ 1077 Osgood Street North Andover MA 01845 _._978-777-1511 Years Owned Land: Since 1959 Li 3. Location of Property: n Lj a. Street: 1077 Osgood street Zoning District: GB •b. Assessors: flap number: 35 Lot Number: 27 c. Registry of Deeds: Book Number:• 912 Page Number.: 443 Li 4. Zoning Bylaw Section(s)* under which the petition for the Variance is-made. u . 4 . 136 3. C. Non-bisturbance- Buffer Zone - Construction of a New n • Permanent Structure *Refer to the Zoning Bylaw Denial and Plan Review Narrative form as supplied by the Building Commissioner. u Describe the Varcal ce request: u Construction- of a new permanent structure- within the Watershed Non-Dis ur once u er Li The above description shall be used for the purpose of the-legal notice and decision. A more detailed description is required pursuant to the M Zoning Board Rules and Regulation's as cited on page 4,section 9 of this application.Failure by the applicant to describe the request clearly may result in a decision that does not address the intent of the applicant. The decision will be limited to the request by the applicant and will' u not involve additional Items not included above. rl 6 A. Difference from Zoning Bylaw requirements: indicate-the dimension(s).that will not meet u current Zoning Bylaw Requirements. (Lines A and B are in case of a lot split) rl Lot Area Open Space Percentage Lot Frontage Parking Li 'Sq- Ft. Sq. Ft. Coverage Feet .Spaces Front Side A Side'B Rear A.� % n B. % _.. u ' M n NORTH ANDOVER ZONING BOARD-OF APPEALS applic-atign for a v ARIANC E u 6-B. Existing Lot: n Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq. Ft. Sq.Ft. - . Coverage Feet Spaces Front Side A Side B Rear u ! I 320, 080 180,$41 .5% 679 N/A 192 .89 c; n' i 6 C. Proposed Lot(s)! Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq. Ft. Sq.Ft. Coverage Feet Spaces Front Side A Side B Rear 320, 080 10 . 7 % 679 ' 21 80.9 40.2 >500 • >3.00 6 D. Required Lot: (As required by Zoning Bylaw&Table 2) Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback u. Sq. Ft. Sq.Ft. Coverage Feet Spaces Front Side A Side B Rear n 25,000 N/A 35% 12 9)_ -25- _ 21; 21, Lj 7A. Existing Building(s): n Ground Floor Number of Height Total. Use of Number Square feet Floors Sq.feet Building* ' of Uniis** u 30, 495 1 20 ` 30, 495 Retail .9 -� *Reference Uses from the Zoning Bylaw&Table 1. "State number of units in building(s). u . 78. Proposed Building(s): n Ground Floor . Number of Height Total Use of Number Square feet Floors Sq.feet Building* of Units"* 3, 672 1 .35 4 791 Bank with .drive—thru 1 Lj r� *Reference Uses from the Zoning Bylaw&Table 1. u **State number of units in building(s). 6. Petitioner and Landowner signature(s): Every application fora Variance shall be made on this form,which is the official form of the Zoning Board of Appeals. Every application shall be filed with the Town Clerk's Office. It shall be the responsibility of the petitioner to furnish all.supporting . documentation with this application. The dated copy of this application received by the Town Clerk or the Zoning Board of Appeals n does not absolve the applicant from this responsibility. The petitioner sl fall be responsible for all expenses for filing and legal Li notification. Failure to comply with application requirements, as cited herein and in the Zoning Board Rules and Regulations may result in a dismissal by the Zoning Board of this application as incomplete. Si nature: u r_1 Type above narrteW here. Liam Yameei#i= i PAGE 40F 4 VARIANCE 9. WRITTEN DOCUMENTATION n Size of plan: Ten(10)paper copies of a plan not Application for a Variance must be supported by a legibly to.exceed 11"x17", preferred scale of 1"=40' uvMen or typed memorandum setting forth-in detail all II) One(1)Mylar,with one block for Regisfryy Use facts relied upon. When requesting•a Variance from the Only, and one block for five(5)-ZBA signatures&date. requirements of MGLA ch. 40A,Sec. 10.4 and the North III) Plan shall be prepared,stamped.and certified by a Andover Zoning By-laws,.all dimensional requirements Registered.Professional Land Surveyor. Please note shall be-clearly identified and factually supported: All that pians by.a Registered Professional Engineer, • points,A-F,are required to be addressed wi th this Registered Architect, and/or a Registered Landscape Li application. Architect.may be required for.Major Projects. *10 C. *Required Features'On Plan: n A. The particular-use proposed.for the land or structure. n Site Orientation shall include: B. The circumstances relating to soil conditions, shape 1. north point `J or topography of such'land or structures-especially 2. Zoning district(s) affecting the property for which the Variance is 3. names of streets n sought which do-not affect'generaliythe zoning 4. wetlands(if applicable) Li district in which the property Is located. 5. abutters of property,within 300'radius C. Facts which make up the substantial hardship, 6. locations of buildings on adjacent properties n financial or otherwise,which results from literal within 50'from applicants proposed structure enforcement of the-applicable•Zoning restrictions with 7. deed restrictions,easements. Li respect to'the land or building for which the variance .a) . Legend &Graphic Aids shall include: is sought. 1. .Proposed features in solid lines &outlined in red n D, Facts relied upon to support a finding that relief 2. Existing features to be removed in dashed lines sought will be desirable and without substantial 3. -Graphic Scales `� detriment to the public good. 4. Date of Pian. E. Facts relied upon to support a finding that relief 5. • Title-of Plan sought may be.given.without nullifying or• . .6. Names addresses and phone numbers of the substantially derogating from the intent br purpose of applicant,owner or record,and land.surveyor. the Ordinance. .7. Locus r_1F. Submit RDA-from Conservation Commission when 10 D. Minor Projects Continuous R�!ildable Area is applied for in ZBA. Minor projects,such as decks,sheds,and garages, application. shall require only the plan•info �� aeon as indicated v�u EE an.asterisk(*). in some cases further information may '7 i 10. PLAN OF LAND be required. L, -Each application to the•Zoning Board of Appeals shall be 11. APPLICATION FILING FEES accompanied by the following described plan. Pians �- must be submitted with this application to the Town 11.A. Notification fees:Applicant shall provide a check Clerk's Office and ZBA secretary at least thirty(30) days or money order to:`Town of North Andover'for the cost u prior to the public hearing before the Zoning Board of of first class,certified, return receipt x#of all parties in appeals. interest identified in MGLA ch.40A§11 on the abutter's n list for the legal notice check. Also,the applicant shall A set of building elevation plans by a Registered supply first class-postage stamps x the#of parties of `—' Architect may be required when the application interest on the abutter's list for the decision mailing. involves new construction/conversion/and/or a 11.13. Mailing labels:Applicant shall provide four.(4) �l proposed change in use. sets of mailing labels no larger than 1x2-5/8"(3 copies LJ for the Legal, and one copy for the Decision mailing). 10.A. Major Projects 11.C. Applicant shall provide a check or money order ---i Major projects are those,which involve one of the to:'Town of North Andover"per 2005 Revised FeeSchedule. • following whethsr existing or proposed: I)five(5)or more parking spaces, II}three(3)or more dwelling.units, ® A Variance once granted by the ZBA will lapse in 7 III)2,000 square feet of building area. (ons)year if not exercised and anew petition must be submitted.-4 LJ Major Projects shall require, that in addition to ttie 108 & 10C features, that the plans show detailed utilities, soils, and topographic information. 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M, , i 5+ c 24'41 351331• 24'4Y,• l,— os/lalz �'"� 80'•0' Pim Revision 05/18/12 I I Pim/Elev/Htm 0522/12 l J Align wall 05/31/12 ' •1 D VAT 2 VAT I L TELLER WI 110* d WETTE E UP Ono __ 1 i n, L__ J . `I VAT 21 SYSTEM=) I ` 1 � - 1 tv I I I ON__-___________{..��_ b 1t L�� , I DRIVE-UP IN WALL ATM V401 ` !i AFTER-HOURS DEPOSITORY 130901 BR GLASS TELLER NDOW fz34d31 -41 t__1 net' r 9Y4' 4 a b i VAULT „ Dow FALSE NANDOW R SAFE DEPOSIT I COUNTING —DUAHO ROOM Fi F TELLERS OFFICE OFFICE ATM u --- � � 4 m zr; B DOM FLmmERJESj, : rJ F y n�n.n L CER I 20,d L 5b' TELLER STAT1ON W/ I PULL OUT COUNTER R BREAK L .RO STIBULE Walk ed L� 1s r 4•S%• WAITING AREA F-� CO S I L] Lj Li El 187 1q 12*w9 ,�—3's— *--3'a•r, PRINT/FAX ALS WIND (COD)U W JANITOFEREN 3— SUPPLIE ROOM 4 /ice �� FFlCE O ICE , -- i I I F SPdINKLE MEN WOMEN MANAG R ELE�TRIC �\ / � �/ SUPPLIES � L" 1 0 1 If di? lit 4011 LANDSCAPING PRELIMINARY 9w• k FLOOR PLAN rte' 40'-B' AREA. •14'd 27 3 6 86'd'BRICKCOURSING W611( 90-z a FLOOR PLANSK-05 n Li n L n u n Li n u n n ATTACHMENT NO. 1 n Zoning Bylaw Review Form n u n . n u n n u n U n V n ,u n u M i C 1 C _I E _] L_ -_I L ] L I L I L I [_- J __J L E_ J L J C 7 NORTF, Zoning Bylaw Review Form ` p Town Of North Andover Building Department 1600 Osgood St. Bldg 20 Suite 2-36 ° North Andover, MA. 01845 Phone 978-688-9545 Fax 978-688-9542 Street: 1077 Osgood Street Ma /Lot: Map 35/Lot 27 Applicant: William Yameen/Angus Realty Cor Request: Construct Bank/Pentucket Bank. Date: July 17„2012 Please be advised that after review of your Application and Plans that your Application is DENIED for the following Zoning Bylaw reasons: Zoning G-B Item Notes Item Notes A Lot Area F Frontage 1 Lot area Insufficient 1 Frontage Insufficient 2 Lot Area Preexisting 2 Frontage Complies X 3 1 Lot Area Complies X 3 Preexisting frontage 4 Insufficient Information 4 Insufficient Information B Use 5 No access over Frontage 1 Allowed X G Contiguous Building Area 2 Not Allowed 1 Insufficient Area 3 Use Preexisting 2 Complies X 4 Special Permit Required 3 Preexisting CBA 5 Insufficient Information 4 Insufficient Information C Setback H Building Height 1 All setbacks comply X 1 Height Exceeds Maximum 2 1 Front Insufficient 2 Complies X 3 Left Side Insufficient 3 Preexisting Height 4 Right Side Insufficient 4 Insufficient Information 5 Rear Insufficient I Building Coverage 6 Preexisting setback(s) 1 Coverage exceeds maximum 7 Insufficient Information 2 Coverage Complies X D Watershed 3 Coverage Preexisting 1 Not in Watershed 4 Insufficient Information 2 In Watershed X i Sign 3 Lot prior to 10/24/94 1 Sign not allowed N/A 4 Zone to be Determined 2 Sign Complies 5 Insufficient Information 3 Insufficient Information E Historic District K Parking 1 In District review required 1 1 More Parking Required 2 Not in district 2 Parking Complies X 3 Insufficient Information 1 3 Insufficient Information 4 Pre-existing Parkin Remedy for the above is checked below. Item# Special Permits Planning Board Item# Variance X Site Plan Review Special Permit Setback Variance Access other than Frontage Special Permit Parking Variance Fronts a Exception Lot Special Permit Lot Area Variance Common Driveway Special Permit Height Variance Congregate Housing Special Permit X Variance ZBA Watershed Permit Variance Continuing Care Retirement Special Permit Special Permits Zoning Board Independent Elderly Housing Special Permit Special Permit Non-Conforming Use ZBA Large Estate Condo Special Permit Earth Removal Special Permit ZBA Planned Development District Special Permit Special Permit Use not Listed but Similar Planned Residential Special Permit Special Permit for Sign R-6 Density Special Permit Special permit for preexisting nonconforming X I Watershed Special Permit The above review and attached explanation of such is based on the plans and information submitted. No definitive review and or advice shall be based on verbal explanations by the applicant nor shall such verbal explanations by the applicant serve to provide definitive answers to the above reasons for Any inaccuracies,misleading information,or other subsequent changes to the information submitted by the applicant shall be grounds for this review to be voided at the discretion of the Building Department.The attached document titled"Plan Review Narrative"shall be attached hereto and incorporated herein by reference. The building department will retain all plans and documentation for thea ove file.You m/uuss file a new permit application form and begi .the permitting process. v✓'_ 2 Buildi g Department Official Signature Applic tion eceived Application Denied Denial Sent: If Faxed Phone Number/Date: Plan Review Narrative The following narrative is provided to further explain the reasons for DENIAL for the APPLICATION for the property indicated on the reverse side: Item Reasons for Reference 4.136 Watershed Protection Division 4.136 c. ii(3) Construction of a new permanent structure only after a Variance by ZBA 8.3 Planning Board Site plan review-Special Permit 4.136 c. ii Use allowed by Special Permit Referred To: Fire Health Police X Zoning Board X Conservation Department of Public Works X Planning Historical Commission Other I Building Department N E O M Z = L ZQ LU EV H Q C- 3 C 3 C 3 C 1 C ] C 1 C J n U n L, MEMORANDUM n L' TO: Town of North Andover n Zoning Board of Appeals 'Li; FROM Angus Realty Corporation i n DATED: July 18, 2012 �►. RE: 1077 Osgood Street n Variance Application, Points A - F A. The Variance request is for the construction of an approximately 3,670 sf free- standing retail bank with drive-thru in the southwesternmost corner of the site. Li' B. The Variance requested is for the Watershed District, which created a 250 foot Non- n Disturbance Zone horizontally from the annual mean high water mark of Lake Cochichewick (Lake). The Variance should be granted because the proposed building will be consistent in all n respects with the stated purpose of the Watershed District, which is "to preserve the purity v of the groundwater, the Lake and its tributaries; to maintain the groundwater table, and to maintain filtration and purification functions of the land; while conserving the natural n environment; and protecting the public health, safety and welfare." U First, the proposed building will not affect in any way the groundwater, Lake or its n tributaries. It will be located at the maximum distance from the Lake which the available land will permit. No activity will be conducted in the building that is hazardous, or which is `i specifically prohibited under the Bylaws. M Second, the proposed building will not affect filtration or purification functions of the land, LJ as the footprint will be very small. T-1 With regard to specific matters of soil, topography and shape of the lot: (1) Soil conditions are not at issue in this Variance Application. (2) The particular circumstances of the lot relating to shape are that the lot is irregularly shaped and the only logical place to site the proposed structure is within the location presented. The building will be located at the maximum distance away from the Lake which the available land will permit. (3) The particular circumstances of the lot relating to topography, or to the structure specifically affecting the property for which the Variance is sought, is that the proposed structure and appurtenances will be constructed within an area previously approved for Yexpansion of the existing parking lot and will not change the topography in a negative way r1� of either the applicant's property or property of abutters. The proposed setbacks will remain open and green, be suitably landscaped, unbuilt upon, unpaved and non-parked upon. The forgoing conditions do not affect generally the Zoning District which the land is located. K:\480-40\Rep orts 071812_Variance A North Andover Zoning Board of Appeals_me _txt.doc \ pp\ m Y n n Li C. The shape of the lot, wetland buffer zones, existing structures, parking spaces and traffic circulation prevent the placement of the proposed building at other locations on the `� lot. The failure to grant the Variance will result in substantial hardship, financial or Li otherwise, which would result from the literal enforcement of the Zoning By-Law Section on this land or use if this Variance relief is not granted. n U D. Granting of the Variance will allow the proposed structure to be constructed within an area previously approved for a parking lot. n E. Approval of the proposed facility is desirable in providing additional banking services to residents of the Town of Andover. The proposed facility will not interfere with abutters which supports a finding that the relief sought may be given without nullifying or n substantially derogating from the intent or purpose of the Zoning By-Law. Li F. Not applicable. n Li n u Li n Li n Li n u n u n u n u - 2 - K:\480-40\Reports\071812_Variance App\North Andover Zoning Board of Appeals_mem_txt.doc Y . M � O � Z ` L Z � V Q Q a t t ==a r_ c- -1 n . t Abutter to Abutter( ) Building Dept. O Conservation (X ) Zoning ( ) NORTH ANDOVER n REQUIREMENT: MGL 40A,Section 11 states in part Tarbes in Interest as used In this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within t three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning I j board of the city or town,and the planning board of every abutting city or town." L) Subject Property: MAP PARCEL Name Address n 35 27 ANGUS REALTY CORP 1077 OSGOOD STREET,NORTH ANDOVER,MA 01845 t Abutters Properties i map Parcel Name Address ri 35 5 Frederik Fontein 1895 Great Pond Road,North Andover,MA 01845 35 6 Tobi McCarthy 1145 Great Pond Road,North Andover,MA 01845 35 7 1159 Osgood Street Trust 1159 Great Pond Road,North Andover,MA 01845 35 13 Edward Riemities 37 Stonecleave Road,North Andover,MA 01845 n 35 14 One Clark Street N.A. LLC 1660 Soldiers Field Road,Boston,MA 02135 35 15 Vincent Grasso 10 Commerce Way,North Andover,MA 01845 �y 35 16 Lawrence Airport Commission 1 492 Sutton Street,North Andover,MA 08145 J 35 20,213,3B,413,7B Great Pond Crossing,LLC 865 Turnpike Street,2nd fl,North Andover,MA 01845 35 20-1 B BVSS Realty,LLC 1019 Osgood Street,North Andover,MA 01845 35 20-5B R.Jude Realty,LLC 1007 Osgood Street„North Andover,MA 01845 35 20-66 Peter Devlin,DMD 1009 Osgood Streef,North Andover,MA 01845 U 35 21,28,&44 Town of North Andover 120 Main Street,North Andover,MA 01845 35 36 Haphey Realty Trust 44 Russell Street,North Andover,MA 01845 h 35 37 . Vincent Tyler 1149 Osgood Street,North Andover,MA 01845 35 47 Fourzol,LLC 480 Summer Street,Westwood,MA 02090 Lj 35 50 Osgood Properties,LLC 865 Turnpike Street,North Andover,MA 01845 35 51 Simonne Marchand 1881 Great Pond Road,North Andover,MA 01845 35 53 1140 Osgood Street Trust 1159 Osgood Street,North Andover,MA 01845 35 58 Paul Lawson 1925 Great Pond Road,North Andover,MA 01845 35 59 Frank Ragonese 1939 Great Pond Road,North Andover,MA 01845 35 61 &108 Joseph Pelich 1915 Great Pond Road,North Andover,MA 01845 35 72 Donna Mastrocola 40 French Farm Road,North Andover,MA 01845 n 35 90 Neal Shapleigh 75 French Farm Road,North Andover,MA 01845 35 91 Michael Salach,II 63 French Farm Road,North Andover,MA 01845 --35 92 Brian Mcanally 53 French Farm Road,North Andover,MA 01845 35 93 Fred Boucher,III 45 French Farm Road,North Andover,MA 01845 f- 35 94 Daniel Belbusti 33 French Farm Road,North Andover,MA 01845 35 92 Brian Mcanally 53 French Farm Road,North Andover,MA 01845 i,► Lake Cochichewick Commonwealth of MA 100 Cambridge Street,Boston,MA 02202 `f This certifies that the names appearing on the Lj rs fft records of the Assessoce as of D Certified by: ' Date u n I M u M, L U i L n L n n ATTACHMENT NO. 4 Li .� Notice of Decision Site Plan Special Permit L M n Li n u n n u r� n u n Li n Li n u i u n JUL-30-2007(MON) 09:36 Butchery Bay (FRX)9786855640 P. 009/015 U 1 Lioft • � Town of North Ai&dover ,. Office of the Planning Department L' Division of Commun4 Developm lJUL Z3 Arl S► 26 1600 Osgood Street +gwq{ui T oWGni GF North Andover,Massachusetts 011 NORTH A14DDYER mA,SSAGHUSMS n U U n NOTICE OF IMCISTON Li Any appesl shad be filed n within (20)days aftar the date of fling this notice in the Wice of the Town Cleri.. Date: 3i ly 19, 2007 Date of Hearing(s):May 1,thru Duty 17, 2007 `j Date of Decision: My 17,2007 Petition of; Angus Realty Corporation, 1077 Osgood Street,North Andover,MA 01845 Premises A cted: 1077 Ospod Street,North Andover,MA 01845 within the General u Business Zoning District, Assessors Map 55,Lot 27. Referring to the above petition for a Site Plan Special Permit from the requirements of the North Andover Zoning Bylaw, Sections 8.3, 10.3, and 10.31 and M(&C.40A,Sec, 9 So as to allow: to construct a sixty(60) space parking lot, installation of an underground storm water managcmcnt and drainage system, minor roadvay inzgrovcrncaats to the main access way, site lishda& .awoc.4 ted grading,vd=slve landscape work within the General Business Zoning District. Atter a public inuring given on the above date=the Planning board voted to APPROVE A SUE I� PLAN SPECIAL PERMIT fused upon the following conditions: �Xoh Andover P ning Daae Richard Nardella, Chairman n John Simons,Vice Chairman Alberta Angles, Clerk Jennifer Kusek JUL-30-2007(MON) 09:37 Butcher Bay (FAX)9766855640 P. 010f016 U 1 ? n 1077 Osgood Street,Map 35 Lot 27 Site Plan Special Permit-moth of Parking Lot Li laky 17,.7007 ! On July 17,2007 upon a motion made by Solhn Simons and seconded by Jennifer Kusck,laic Planning `J Board]herein APPROVED*c Site Plan Special Permit for the construction of a sixty(60)space parking n lot,installation of an underground storm water management and drainage system.minor roadway improvements to the roam' -access way,site lipping,associated grading,==sive laudscapta work and U, other improvements shown on the"Plans"as decd below. The project lies in the General Business Ze ning District and is located on real pr%xity shown on the North Andover Assessors D&p 35,Parcel 27 and consW ofapptoxitrately 320,080 s.f: (7.345 a0m)oftaud with frontage on Osgood Street aucl+Great Pond Road,Tire:Special Permit vias requested by the Applicant,Amus 1iealty Corporation,'1077 Good LJ Stmve Nom Andover,MA D)84$. " This application was fled with tho Planning Boa d on March 26, 2007. litApplicant submitted a u complete application which was noticed and reviewed in accordance with S=aons s3, 10.3,and 10.31 of the Town of North Andover Zoning Byhrw and MGL c.40A, sec, p. The Applicant las filed w4b the Pl=aiig Board all plans aid repots required under the North Andovcr Zoning Bylaws,including but not limited to the in€ormadon required under Section 8.3 and 10.31 of the North Andover Zoning Bylaws. `J Duzing the rerview process,the Applicant and its professional cons also acted various revisions to the plans along with various supplcmeami memoranda and correspondence in response to requests by the Planing Board,the Board's peer review consultants and by the various departments within the Town of North Andover tot reviewed the project. All of these plans,reports and correspondence are contained in the Planning Board's files and are hereby incorporated by reference into the public record for this r1 hearing. `J Tlhe Planning Board xnakes the following findings as required by the North Andover Zoning Bylaws n Setion 8.3 and.10.3: LJ I~MDIGS OF PACT: r i 1) The specific site is as appropriate kx;adon for tize project as it is located in the Cenerai Business Zone and involves the construction of a sixty (60) space pa-d* lot. Theproject is located witlhin an `J extremely environmental sensitive arca and in close proximity to take Cochichewick. The fi=l design reflects extensive discussions between the Town and applicant to ensure the continued protection of Laic Cocbidrwick and the safety and welfare;of the residents of North Andover. 4 2) Thera will be no nuisance or serious bazard to vehicles or pedestrians. The applicant has demonstrated that(1)the proposed access and egess point fits Osgood Street wr'll not sigtuficandy increase traffic flow or volumes and(2) the parking lot design provides fear adequate t mmc flow, safety,and sufficient pedestrian connections within the site. 3) The landscaping approved as part of this plan meets the rogaircmarts of Section 8.4 as amended by the Planning Board,of the North Andover Zoning Bylaw. r� 4) The sits drainage system and storm water m=aSernatt design we deigned is accordance with tho Town Bylaw requirements and Best Engineering and Management Practices, and has been reviewed by the outside consulting engineer, Vanasse,Hanger Brusdin,Inc. (VU B). Re w to letter dlatad Jutta 14, 2007 from VRB. Further, adequate. safeguards have been provided to mitigate pollututs from entering,Lake Coehichewick. 5) An Emergency Response Plan has been incorporated as pmt of this decision. 2 n JUL-30-2007(MON) W37 Butcher Boy (FAX)9786855640 P. 011/016 U n 1077 Osgood Street,Map 35 Lot 27 Site Plan Special P'enmit—Caustnic tion of Parking Lat LJ My I7,2007 n 6) The applicant has met the requirements of the Town for Site Plan Review as stated in Section 8.3 of the Zoning Bylaw; L 7) Adequate and appropria#c facilities will be provided for the proper operation of the proposed use. r? The projcat has been reviewed by the Division of Public Works and the outside consulting engineer, U Vauasse,men Brusdin,Inc, n 8) The applicant shall comply with the tercets and conditions refer=ced in this Special Permit, the August 31, 1984 Site Plan Special Permit„and the Site Plan Special Permit Modification granted on LJ September 27, 1991. Finally the,Planning Beans finds that ibis project g==W)y complies with.the Town of North AMvvet L, Zoning Bylaw requirements as listed in Section 8.3, but requires conditions in order to be fully in compliance. The Planning Board hereby grants an approval to the applicant provided tha following conditions ate met: '-' SPECIAL COMMONS.- 1) X'rIEONS.1) Permit Definitions: A) TbG"L acus"rc£ct to the 320,080 s.£(7.348 acres)parcel of land with laad fronting on Osgood n Street as shovm on Assessors Map 35,Iot 27,and also known as 1077 Osgood Street,north Andover,Massachusetts. u D) 11="plans"rei'erto the plans prepared by Lynnfiold Engimecring dated April 311,2007,revised n 5=7,51241117,and 7/5107 entitled`Butcher Boy Markctplace, 1077 Osgood Sit,North L, Andover,Massachusetts 01845"and consisting of CI—C7,E1—E2,LTCr Cale,and LI (revised 7151,07). n Q The`Pxxjece'or"1077 Osgood Sb=e infers to the construction of a shdy(60)space pmidng lot, instant i.ou of an underground storm w=management and drainage systent,minor roadway improvements to the main access way,site lighting,assaciared grading;e%tensive landscape work and other improvements shcvm on the"Plans"as defined above. D) The"Applicant"refers to Angus P=hy Corporin,the applicant for the Special Painit ry E) The`°Project Owner"refers to the person or entity holding the fec iaWrest to the title to the Locus fi omt time to time,which can include but is not limited to the applicarrt,developer,and(wner. 2) The developer shall designate an independent Envirammeatal Monitor who shall be chosen in c=sultation with the Planning and Community Development StaM The Environmental Monk= must be available upon four (4)hours notice to inspect the site with the Planning Bawd designated offrraal. The EwAronntenW Monitor shall make weekly inspections of the project and file reports on the 4"Monday of cath month to the Planning Deparnhhcnt throughout the duration ofthe profect,71e monthly reports shall detail arm of non•.compli3nee, if any and all actions taken to resolve'these issues As part of the molly submissions,the Environ==Monitor will submit all onvironateatai monitoring reports provided to Conservation Cornrnission as pant of their Order of Conditions. The designated monitor may not be applicant andtor developer. 3) The applicant sball designate an independent construction monitor who shall be chosen in 3 JUL-30-2007(MON) 09:38 Butcher Boy €FAX19786855640 P. 012f016 un } 1 n 1077 Osgood Strec4 Map 35 LA 27 Site pU n.Special Ferltt—Consraredon of ParkingI At U July 17,2007 n aansultntiorr vwith the Planning Depw at. The construction.monitor must be available upon four(4) hours notice to inspect the site with the Planning Board designated official. The construction n'touitor Lj shall make weekly inspections of the project and file reports on the a MondaY of ca month to the Pl=ing bcpartrmea throughout the duration of the project. The monthly roports shalt detail arta of n non-compliance,if any,and actions taken to resolve these issues.The designated monitor may not be L applicant and/or developer. 4) The site,as'descdbed in.Condition 1(A)is permitted a maximum of two perraantst storage trafiers. No additional pern=eut stomae of trailers will be allowed ca site. Temporary storage trailers maybe Li allowed for up to two-weeks daring holidays and busy periods of aperatioa. M caaditim is su*r-t to future zoning amendments pertaining to the outside storage of products/goods and the use trDers r-I for this purpose: This decision slaU be in complianee with the most current Zoning and General. I Li Bylaws far tile Town. 5) pries to the enders went of the plans by the P)sun iing Board,the applicW rntast cntuply with the following conditions: U A) The final plans must be reviewed and approved by the DPW and the Planning Depar=ent and be M endorsed by the Plarming Board. The final plans must be submitted for review within ninety(90) Li days. frailing submission of rquired final plans within 90 days wall render this Spacial Permit nuU and void if apPlioable, the applicant hcant must supply a l c of the approved Msssachusctts I-fighway copy u Departmemt permits necm=y for construction of the site to the Planning Department. 6) Prior to the start of construction'. `J A) ,A, constriction schedule shall be submitted to the Planning Staff for the purpose of torching the construction and informing the public of anticipated activities on the site. B) All applicable erosion control measures as shown on the plan must be in place and reviewed and approved by the Planning Department. C) it shalt bo the responsibility of the developer to assure that no erosion on the site shall occur which tm cause depasitja of sod or sediment upon adjacent properties or public Brays,except as normally ancillary to off-site sewer or other off-site construction. Off-site erosion vW be a basis far the Plaarting Baal maldog a finding that the project is scat in compliance with the plant; provided,however,that the Plant it g Board shall give the developer written notice of any such finding and ton days to Gare said condition. D) Yellow"Caution"tape crust be placed along,the limit of clearing and grading as shaven on the plan. The Planning Department mist be contacted prior-to any cutting and or clearing on site. E) A pre-construction mecting must be hold with the developer, their construction emplaYces, Planning Department, Building Depar=ent,and Conscrvv6on Department to discuss scheduling of inspections and inspections to be conducted on the project. F) The developer shall provide the Planning Board with copies of permits, plans and decisions received*=ft Conservation Comnvac m Should the Town Planner find that plans approved by the Conservation Commission su'bstax %axly differ from the appmcd plans of telae Plamning 4 i n JUL-30; 097(MDN) 09:43 Butcher Bou (FRX)9786855640 P. 013f016 U n 1077 Osgood Street,Map 35 Lot 27 ` site Plan.specid peralk—Const mcdon Of Parking Lot L Tuly 17,2007 Board,the developer is required to present the changes through a public hearing to the PIS Board for a modtfichon to Site plan approval. LJ Cs) A site openinglerosion control bond sball be in the total amount of five thousand dollars n ($!,000.00) for the purpose of covering any 000tingen6cs that might affect the public.welfare U such as site opening,clean g,'erosion control and performance of any other condition conW ze d herein. The Cie shall bo in the farm of a bond acptable to the Town and made payable n to the 'Town of North Andover escrow =ount Upon f flfil ing the raquiromerft under said bond,the said bond amount wdl be rolled over to CoxWon 45(R). Li H) A bond in the atrnount of ton thousand dollars ($l g,000) must be posted for the purpose of `-I insuring that a final as-built plan showing for loo4on of AU ou-site uh'lit M struuares, Parking U s,topography,and drainage facilities are submWe d. Tbz bond is also in p'hm to insurz that the site is constructed in accordance v&h the approved pian. This bond should be in the forst n acceptable to the Town and made payable to the Town of North Andover cacrow account. LJ 1) A bond in the amount of Svc thousand dollars ($5,000.00) shall be posted for the purpose Of covering any contingencies or emergency situations that may degrade or impactft quality of the Town's drinking water supply,Lake Coehichewick. The Guarantee sWI be in the form of a bond accxptable to the Town made payable to the Town of north Andover escrow account,and will be: hold in pe t pe hoW. Should the property bo sola or transferred, the P1=1ag Department will n requuirc tbat a bond be posted by the now owner and to be 1144 in perpeW4. Said bond will only be utHized for the pmposes atatcd weaves. Li 7) Prior to the iiisuance of a Building Permit n A) Three(3)copies of the signed,rwordod planes must be delivered to the planning Department. ri 9) One certified copy of the recorded derision must be submitted to the Pbanning Dgxtrime nt. L' C) To enssurz the con&ntcd protection of the health=d welfare of the residents of North Andover and lessen the probability and possibility of con mi do 2 and incident to the Toves primary source of r� drinking, the applicant shall be required to submit to the Planning Dqxwtx=t a comprehensive Emergency Response Flat and Ivl mmance< Procedures. Tb t Planning Board shall rcvjzw and appr=Said plan. Tltc Banal pians must be submitted 1br mvieww within ninety(9tl) days of filing the decision with the Town Clerk. Failing submission of required Emergency Response Plan within 90 cbtys will=dcr this Special Permit null and void. Said Enwr3=cy Rcsponsc Play and llakumce Procedures will be distributed to the Town's Fire Department�Polices Department, Planning Department, and the:project site where the docaweat(s)will be kept on:Me and easily r� acccssi'ble in case of an emergency, Li 8) During construction: A) Faust matron and roadway cleaning must be perfbmed weeldy or more frequcntly as directed by the Town Plammer ftoughout the construction process; especially at the corner of the intersection wh=any ncwpmje=are being constructed, B) The Board will strictly enforce the policy relative to the stock-piling of mau=Ws (dirt, wood, construction material,a W.)and must be shown on a plan and leviavVed and approved by the Town Planner. The de•velcper will make every effort to locate stockpiles on the site away from the Lake I n JUL-30-2007(MON) 09:63 Butcher Boy (FRX)9786855664 P. 014/016 Li \ 1 n 3.077 Osgood Street,MAp 35 Lot 27 Site Plan Special Pamt—fiction ofPa&mgLot u .Poly 17,2007 n Cochicbe,%ick, Any approved piles must ternain covered at all times to mi =d=potential dust and be required to install appropriate erasion control measares to mitigate potcutia# impacts to `-' I.aIm Cooluchmck. Any sockpiles to rernaEin for longer ftft one week must be fenced off and n be seeded. u Q In an effort to reduce noise levels, the developer shall keep in optmum working order,throuh regular maintenance,any and all equipment that shah emanate sounds from the structure$or site n D) 'The Town Planner will pmform iii v eddy inspectdon of ft site during construction to cnscre `J that the developer is w1hering to tsar conditions set forth in the decision. M 9) Prior to the issuarrtce of a Certificate of E}osacr. U A.) Tho applicant must submit a lobar from the architect and cn&eer of the project statins that the n buildin&s*%laadscping,lrgbtmg and site layout subshmtally comply with the plans reTareziced at the and of this decision as endorsed by the Planning Board. Alternatively,tbo applizvA andfor `-' Property awm may provide g.bond,determined.by the Planning Board;to cover the full wo=of tine laac wg maters=d insfaklat=if weather coriditicm do not permit the complotion ofthe n landscaping prior to auticipated occupancy. u B) The Planning, Staff 6al3 approve all artifi=W lighting used t6 illuminate the site, All lighting n shall have underground wiring and shall be so arranged that all direct rays from such lighting falls esirely within the site and shall be shielded or recessed so as not to dune upon abutting Li properties or streets. The planning 5taSE sball review the site. Any ebaages to the approved lighting plan as may be reasonably r�ied by the Planning Staff be made at the ownees �' eVense. All site lighting shall provide security for the site aad structures however it=ust not create any glaro or project any light onto 4aocut residential properties. M G) Emergency Response Plan to be filed and posted in obvious location such as Fite Department;Polies Depaximentand Planning Dwartm=aLt u r� 10)Prior to the final release of all security and escrowed funds: Li A) The Planning Staff shall review the site. Any screening as may be reasonably required by the Platming Staffwill be added at the Project Owner's zpense. n R) A f=W as-built plan showing final topography,the location of all on-site utilities,slz=tures,curb cuts, pang spaces, and drainage structures and facilities must be submitted to the Planning Department.The appliouz must subrait a letter from the architect and=&ccr of the project stating said items substandally comply with the plans rebrenced at the end ofthis decisica as endorsed by the Planair mrd. 11)General conditions: A) Any plants,trees or shrubs that bave been incorporated into the Landscape Flan approved in this decision that die must be replaced by ft project owner in..perpduity. . IR) If applicable,tree cutting shall be kept to a minimum throughout the project to raauxiMIZc erosion. and preserve the natural features of the site. g n JUL-30-2007(RON) 09:44 Butcher Bou (FRX)4786855640 P. 0151016 n 1077 Orad Street,Map 35'LU 7.7 ' She Plan Special Permit--Construction of PaOing Lot u July 17,-7007 n C) Snow removal may be stored on the designated storages areas shown on said plans refiCreAced below to the Went•possible, but must be trucked off site whenever snow exceeds on-sits storage Li capacity. n D) Should the Prosect Owner transfer ownership of the project andlor property,the buyer shay meet U with the Planning Board to provide an update on the sterns ofthe project. n B) The contractor shalt eon Dig Sa&at last 72 hours prior to commencing any excavation. Li p) est Telephone, Cable and Electric utilities shalt be instaIlcd underground as specified by the tC5peotzve.0 iW companies. n Li The hours for cousbuction shall be limited to between 7:04 a m. and 5:00 p.m.Money through Friday and between,8:00 a.=and 5:00 p.m.on,Satu&y. n 1-1) No open burning shall be done except as is permitted during burning season under the Fire U Department regalations. n 1) No underground fuel storage shall be installed. 1) The provisions of this conditional approval shall apply to and be binding upon the applicant its i Mployees and all successors and assigns in interest or control, LJ K) Depending on the allowed uses, the Planning Dowd reserves the right to modify the form and rn frequency of manance testing and inspection. ,_J L) AUY action by a Town Board, Commission, or Department,which requires changes in 1hr.plan or design ofthe parldng lvt, as presented to the Planning Board, may be subject to modification by n the planning Board. M) Dtpending on the allowed uses, the ftvming Board reserves the right to modify Mac fort and frequency of mwntaaanoe testing and inspeodon to ensure the continued protection of Paha n Caebichewiak. N) Any revisions shall be submitted to the Town Planter for wvww If*&se revisions are deemed n substantial,the developer must submit revised plans to the Planning Board for approval. 0) This Special Permit approval shall,be deemed to have lapsed two years after the date ofthe grant of this spl permit (July 17, 2007), acclusivc of the -time required to pursae or await determination of any appeals, unless substantial use or constm000n has commenced within said two year period or for good.cause. P) The applicant must comply with the conditions set forth in.the waurshed Special Perk*agprnved on July I7,2007 related to this project, This Site Plan Review Special lsezmh ttgprol is based upon the fallowing infomtion which is n incogx aaed into this decision by rr:fa'cnoc: Z. Flan titled: Butclux Bay M;arkctplacc 1077 Osgood Ser= Forth Andover,MA 7 '-1 JUL-30-2001(MON) 89:44 Butcher. Boy (FRS)91$6855640 P. 0161016 Li 10.77 Osgood Suer4 Map 35 W 27 Sita Plan Special emit-Construction of Parking L" u alp 17,2007 -i Prepared for. Angus Rcahy Cotparatic n 1077 Osgood Str= No&Andover,MA. RW=d by: Lyrraffold Etlgnrccrin&Inc. 199 Nmvb=y St wtc Suite 115 ,, Danvm,MA 01923 Scale: 1"-40,and 1"=30` Date: April 2007,Revised 480107,512V07 Sheets: Cl-C7,El-E2,LTG Calc,and L1 (mvised 7!5147) Reporttitle& Respmes to Comments Pwposed Padang Lout EVamc Li 1077 Osgood Street North Andover,MA Prepared for: Angas Realty Corporation Li 1 1077 Ospod.Street North Andmr,MA Preparcdby: LynnfieldEn&emirtg,,Inc. 199 Newbury Sheet; Suite 115 u Danvers,lV1A 01923 !nate: May 25,2007 1 A=chments: 12rcS At whmea 1--Emergency Response plea `-' Attachment 2-St xmwater Analysis and C*uWons Attad=e=3-Inspe etka and IVLtint nauce Plan u Co: Dimc for of PubHo Works 13ading Insp r Li T'om mannscr Gonse-wrdou Administrator ,-I Plug Board L, Police Chief Fire Chief Ertgirteer71, a t File srx err► M, LJ i I i Abutter to Abutter( J Building Dept. (J Conservation (X J Zoning ( ) NORTH ANDOVER REQUIREMENT: MGL 40A,Section 11 states in part°Partles In Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable I tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subject Property: MAP PARCEL Name Address 35 27 ANGUS REALTY CORP 1077 OSGOOD STREET,NORTH ANDOVER,MA 01845 Abutters Properties i Maw Parcel Name Address 35 5 Frederik Fontein 1895 Great Pond Road,North Andover,MA 01845 i 35 6 Tobi McCarthy 1145 Great Pond Road,North Andover,MA 01845 35 7 1159 Osgood Street Trust 1159 Great Pond Road,North Andover,MA 01845 ! 35 13 Edward Riemities 37 Stonecleave Road,North Andover,MA 01845 35 14 One Clark Street N.A. LLC 1660 Soldiers Field Road,Boston,MA 02135 35 15 Vincent Grasso 10 Commerce Way,North Andover,MA 01845 35 16 Lawrence Airport Commission t 492 Sutton Street,North Andover,MA 08145 -135 20,2B,3B,4B,7B Great Pond Crossing,LLC 865 Turnpike Street,2nd fl,North Andover,MA 01845 35 20-1 B BVSS Realty,LLC 1019 Osgood Street,North Andover,MA 01845 35 20.5B R.Jude Realty,LLC 1007 Osgood Street,North Andover,MA 01845 I 35 20-6B Peter Devlin,DMD 1009 Osgood Street,North Andover,MA 01845 35 21,28,&44 Town of North Andover 120 Main Street,North Andover,MA 01845 35 36 Haphey Realty Trust 44 Russell Street,North Andover,MA 01845 35 37 . Vincent Tyler 1149 Osgood Street,North Andover,MA 01845 i 35 47 Fourzol,LLC 480 Summer Street,Westwood,MA 02090 35 50 Osgood Properties,LLC 865 Turnpike Street,North Andover,MA 01845 35 51 Simonne Marchand 1881 Great Pond Road,North Andover,MA 01845 35 53 1140 Osgood Street Trust 1159 Osgood Street,North Andover,MA 01845 35 58 Paul Lawson 1925 Great Pond Road,North Andover,MA 01845 35 59 Frank Ragonese 1939 Great Pond Road,North Andover,MA 01845 35 61&108 Joseph Pelich 1915 Great Pond Road,North Andover,MA 01845 ! 35 72 Donna Mastrocola 40 French Farm Road,North Andover,MA 01845 j 35 90 Neal Shapleigh 75 French Farm Road,North Andover,MA 01845 35 91 Michael Salach,II 63 French Farm Road,North Andover,MA 01845 35 92 Brian Mcanally 53 French Farm Road,North Andover,MA 01845 35 93 Fred Boucher,III 45 French Farm Road,North Andover,MA 01845 35 94 Daniel Belbusti 33 French Farm Road,North Andover,MA 01845 35 92 Brian Mcanally 53 French Farm Road,North Andover,MA 01845 Lake Cochichewick Commonwealth of MA 100 Cambridge Street,Boston,MA 02202 i This certifies that the names appearing on the records of the Assessors ffice as of D Certified by: ' Date i .� r� LJ 1 Preliminary Stormwater Analysis & Calculations Butcher Boy Markets .J 1077 Osgood Street LJ North Andover, Massachusetts December 11, 2012 Owner/Applicant: Angus Realty Corporation 1077 Osgood Street North Andover, MA Civil Engineer: Lynnfield Engineering, Inc. 199 Newbury Street, Suite 115 'J Danvers, MA 01923 Prepared For: North Andover Zoning Board of Appeals : j Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. n n M U n Preliminary Stormwater Analysis & Calculations n Butcher Boy Markets Li n 1077 Osgood Street North Andover, Massachusetts December 11, 2012 r� Li n Owner/Applicant: Angus Realty Corporation `i 1077 Osgood Street T-1 North Andover, MA `J Civil Engineer: ., Lynnfield Engineering, Inc. 199 Newbury Street, Suite 115 Danvers, MA 01923 n Prepared For: n North Andover Zoning Board of Appeals n u n u Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. v u U n n U n TABLE OF CONTENTS '7 Section 1 Stormwater Analysis and Calculations Section 1.1 Calculation Objective Section 1.2 Existing Conditions Analysis n Section 1.3 Proposed Conditions Analysis Section 1.4 Summary of Peak Runoff Rates U n Attachment A Stormwater Model Calculations Attachment A.1 Existing Conditions Analysis n Attachment A.2 Proposed Conditions Analysis Attachment B SCS Soils Report Li Attachment C Existing Watershed Plan n Attachment D Proposed Watershed Plan n u n U -1 LJ n M LJ n n u ......... ..,. .......,-- -.. .- �_ _ � _ ... f-� Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. U U u 7 r7 u Section 1.1 Calculation Objective n The purpose of this analysis is to present a preliminary design of a stormwater management system that will reduce the Total Suspended Solids(TSS)within the stormwater runoff and to reduce the peak flow rates from pre to post development Lj conditions. The report is intended for presentation to the North Andover Zoning Board of Appeals (ZBA). The stormwater system will meet the requirements of the n Massachusetts Stormwater Regulations for work within a Zone A surface water u protection area. The stormwater system will also meet the North Andover Planning Board and Conservation Commission regulations. The analysis was completed in n response to a request for additional information from the ZBA that a stormwater system can be designed in accordance with the above stated regulations. A final site and stormwater design will be as part of the Site Plan Special Permit and Watershed Special --� Permit submittals to the Town. `-' Section 1.2 Existing Conditions Analysis The site is located at the intersection of Osgood Street and Great Pond Road. It is the `i current location of the Butcher Boy Market complex. The site is comprised of one commercial/retail building with associated parking area. The southwesterly portion of the property contains an open detention area which is connected to the storm drain system `-j within the parking area. The Butcher Boy storm drain system is connected to the Clark ,I Street system which ultimately discharges to the Merrimack River. Li The SCS Soil Maps identify the area as WrB Woodbridge Fine Sandy Loam and Ur Urban Land. Based on the SCS Soil Maps, a Hydrologic Soil Group(HSG) designation of C is used in the stormwater analysis. The existing conditions was analyzed for the 1 U year, 10 year, and 100 year 24 storm events. The rainfall amounts are as follows: Rainfall Amounts* 1-year 24 hour storm event 2.5 inches 10-year 24 hour storm event 4.25 inches 100-year 24 hour storm event 6.5 inches *based on TP-40 L, The peak rate analysis was analyzed at three locations. Design Point#1 is the drain pipe reach connected to the parking area storm drain system to CB 1. Design Point#2 is overland flow to Osgood Street from a small portion of the entrance driveway. Design Point#3 is overland flow towards Great Pond Road. u -- ... ......_._ Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. u n u 7 u rl Li The peak rate summary for the existing conditions analysis is as follows: Li Design Point#I —Butcher Boy Parking Lot Storm Drain System Peak Rate of Runoff Summary Storm Event Peak Rate of Runoff(cfs) L, 1-year 24 hour 0.4 10-year 24 hour 1.0 n 100-year 24 hour 1.9 LJ Design Point#2—Overland from entrance drive n Peak Rate of Runoff Summary Storm Event Peak Rate of Runoff(cfs) 1-year 24 hour 0.0 n 10-year 24 hour 0.1 u 100-year 24 hour 0.1 Design Point#3 —Overland to Great Pond Road L� Peak Rate of Runoff Summary Storm Event Peak Rate of Runoff(cfs) r1 l-year 24 hour 0.8 L, 10-year 24 hour 2.5 100-year 24 hour 4.9 n u .- Lj -1 aJ r-I U L_! U n Li Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. V n U n U I Li `-' Section 1.3 Proposed Conditions Analysis The applicant proposes to construction a bank with associated parking and bituminous Li concrete drive aisles. The preliminary site and stormwater management system design has been developed to demonstrate to the North Andover Zoning Board of Appeals that the site development will maintain the peak rate of runoff from existing to proposed U conditions. The final site design will incorporate underground stormwater detention basins in order to mitigate the peak rate of runoff. The stormwater management system r, design depicts two (2) underground detention basins each consisting of ten (10), sixty U foot(60') long,thirty inch (30") pipes. The detention basins will incorporate an outlet control manhole which will have various outlets to control the rate of flow. The outlet n control manholes also provide a convenient location to access the basins for inspection and maintenance. The analysis utilized the same design points in order to compare the peak rate of runoff between existing and proposed conditions. Proposed Condition Peak Rate of Runoff Summary Storm Event Peak Rate of Runoff(cfs) Li 1-year 24 hour 0.4 10-year 24 hour 0.8 rl 100-year 24 hour 1.9 Li r7 Section 1.4 Summary of Peak Runoff Rates Li The final site design will incorporate a stormwater management system which will include underground detention basins designed to maintain the peak rate of runoff from u existing conditions to proposed conditions for the proposed development. The following table summarizes the peak rate of runoff from existing to proposed conditions. n t, Comparison from Existing to Proposed Conditions Peak Rate of Runoff Summary n Storm Event Existing Peak Rate of Proposed Peak Rate Net Change in Peak u Runoff(cfs) of Runoff(cfs) Rate of Runoff(cfs) 2-year 24 hour 0.4 0.4 0.0 M 10-year 24 hour 1.0 0.8 -0.2 u 100-year 24 hour 1.9 1.9 0.0 n Li n Li '-StormwaterAnalysis��But� ��,._�__. cher Boy Markets 1077 Osgood Street, North Andover, MA. U n U -1 U Li Li -1 Lj -1 Attachment A Stormwater Model Calculations Li -I L--j Li Lj Li rmwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. Li n U n n Li Attachment A.l n Existing Conditions Analysis n Li Li Li Li Li Li Lj n n n n n n n ............- - n Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. f-I L-1 r1 Lj n u u U I"1 u L1 n u 38 % n Flow to CB Li 39P ' 0 22 35 R CB 41 Flow to Detention Basin L; i - Detention Area r-"I Flow to DP#1 /CB CB 53 ) n � 30C36 ; ti 37 L Flow to CB 53 � � 1--' Flow to DP#2 Flow to DP#3 n LJ M Li n u M , I Li n LJ M ! ti Drainage Diagram for EXISTING Butcher Boy Li Subcat; Reach on Link \ Prepared by Eaglebrook Engineering&Survey, Printed 12/10/2012 n 1---'' HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u u '-' EXISTING Butcher Boy Type X 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 C 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 30: Flow to CB 53 n u Runoff = 0.2 cfs @ 12.09 hrs, Volume= 520 cf, Depth> 1.36" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" u Area(sf) CN Description 2,465 98 Paved parking,HSG C 2,130 79 50-75%Grass cover,Fair,HSG C 4,595 89 Weighted Average 2,130 46.35%Pervious Area r1 2,465 53.65%Impervious Area u Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow u Subcatchment 30: Flow to CB 53 Hydrograph 0.19-" - ❑Runoff n 0.2 cfs 018 0.17 Type III 24-hr 1 Year Storm 0.16: _ _ Rainfall=2.50" 0.15 0.14 Runoff.Area=4,595 sf. 013' - Runoff Volume=520 cf 0.12' M 0.11 Runoff Depth>1.36 3 0., Tc=6.0 min 20.09 LL 0.08 CN=89 i--1 0.07 0.0s Li o.os.:: 0.04 n, 0.03" Li 0.02 0.01 0 5 6 7 8 9 10 11 1f2 13 14 15 16 17 18 19 20 Time (hours) iJ M U n u rZ ■ n �s �+ EXISTING Butcher Boy Type HI 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 rl HydroCAD®9.10 s/n 06609 0 2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 35: Flow to Detention Basin n Runoff = 0.3 cfs @ 12.10 hrs, Volume= 759 cf, Depth> 0.76" �s Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs M Type III 24-hr 1 Year Storm Rainfall=2.50" Area(sf) CN Description r1 11,914 79 50-75%Grass cover,Fair,HSG C Li 11,914 100.00%Pervious Area Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) u 6.0 Direct Entry,Overland Flow �► Subcatchment 35: Flow to Detention Basin Hydrograph 0.28 ❑Runoff 0.3 cfs 0.26-. 0.24 Type III 24-hr 1 Year Storm M 0.22 Rainfall=2.50" 0.2..: Runoff Area=11,914 sf 0.18-1 Runoff Volume=759 cf �? w 0.16 Runoff Depth>0.76" 0.,4 Tc=6.0 min a _ LL 0.12 CN=79 r--a 0., 0.08 0.06.:: 0.04 0.02 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u M 1_s n u u 1 EXISTING Butcher Boy Type HI 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 —1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 36: Flow to DP #2 Runoff = 0.0 cfs @ 12.09 hrs, Volume= 107 cf, Depth> 1.86" U Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" :s Area(sf) CN Description n 617 98 Paved parking,HSG C 78 74 >75%Grass cover,Good,HSG C 695 95 Weighted Average 78 11.22%Pervious Area n 617 88.78%Impervious Area Li Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow Subcatchment 36: Flow to DP #2 Hydrograph u 0.038: ❑Runoff n, 0.036: 0.0 cfs is 0.034, Type III 24-hr 1 Year Storm 0.032 Rainfall=2.50" 0.03 i, —1 0.028, Runoff Area=695 sf L; 0.026 Runoff Volume=107 cf 0.024 n 0.022 Runoff Depth>1.86". -- 0.02 Tc=6.0 min t o 0.018' U. 0.016 CN=95 r 1 0.014: 0.012 a s 0.01 0.008 0.006 0.004 u 0.002` 0 r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u L—r rl LJ r"T U Li EXISTING Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 r� HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 37: Flow to DP #3 M Runoff = 0.8 cfs @ 12.10 hrs, Volume= 2,572 cf, Depth> 0.63" U Runoff by SCS TR-20 method,UH=SCS, Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area(so CN Description n 26,850 74 >75%Grass cover,Good,HSG C 22,219 79 50-75%Grass cover,Fair,HSG C '`' 49,069 76 Weighted Average 49,069 100.00%Pervious Area ;j Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) r� 6.0 Direct Entry,Overland Flow Subcatchment 37: Flow to DP#3 Hydrograph Ll 0.9- ❑Runoff 0.8 cfs 0.85 n 0,8=, Type III 24-hr 1 Year Storm Li 0.75 Ra i nfa l l=2.50" 0.7 i 0.65 Runoff Area=49,069 sf 0.6 Runoff Volume=2,572 cf Li 00.5: 05 Runoff Depth>0.63" 3 0.45 Tc=6.0 min G LL 0.4 CN=76 0.35:: 0.3 n 0.25,: u 0.2 0.15 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u U r'1 u I u u M n Li EXISTING Butcher Boy Type III 24-hr 1 Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 '7 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 38: Flow to CB n Runoff = 0.2 cfs @ 12.09 hrs, Volume= 613 cf, Depth> 1.43" u Runoff by SCS TR-20 method,UH=SCS, Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Ls Area(sf) CN Description f1 3,075 98 Paved parking,HSG C 2,054 79 50-75%Grass cover,Fair,HSG C Li 5,129 90 Weighted Average 2,054 40.05%Pervious Area 3,075 59.95%Impervious Area u Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow U Subcatchment 38: Flow to CB Hydrograph u 0.23 ❑Runoff 0.22+ 10.2 cfs 0.21-1 0.2 Type III 24-hr 1 Year Storm � 0.19 j Rainfall=2.50" 0.18 0.17Runoff Area=5,129 sf 16 °15 Runoff Volume=613 cf 0.14 r, °13 Runoff Depth>1.43" -- 0.12;'' 0 0.11 Tc=6.0 min LL 0.11' 1' CN=90 0.09- 0.08 0.07`I -f 0.06= 0.05'. 0.04- 0.03 u 0.02 0.01; n 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) !J n U 1-1 u n l� r'-T n Li n EXISTING Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Reach 41R: Flow to DP #1 n Inflow Area= 21,638 sf, 25.60%Impervious, Inflow Depth> 0.94" for 1 Year Storm event U Inflow = 0.4 cfs @ 12.09 hrs, Volume= 1,701 cf 1 Outflow = 0.4 cfs @ 12.09 hrs, Volume= 1,701 cf, Atten=0%, Lag=0.0 min Lj Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Reach 41R: Flow to DP #1 u Hydrograph -- _— 0 Inflow 0.42- ❑Outflow 0.4 0.4 ifs U Inflow Area=21 ,638 sf 0.38..: 0.36'. n 0.34 0.32 it U 0.3 0.28.. i) 0.26 w 0.24- 0.22. c 0.24 u 0.18 0.16 0.14 L1 0.121 0.1 0.08 0.06- / L1 0.04 0.02 0 . . : . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) rl U :-1 U M t-1 U -1 u n L-1 r1 u M LJ 7 -+ EXISTING Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 �? HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Pond 21: CB 53 n Inflow Area= 16,509 sf, 14.93%Impervious, Inflow Depth> 0.79" for 1 Year Storm event Li Inflow = 0.2 cfs @ 12.10 hrs, Volume= 1,089 cf Outflow = 0.2 cfs @ 12.10 hrs, Volume= 1,089 cf, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.10 hrs, Volume= 1,089 cf LJ Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 129.62'@ 12.10 hrs L1 Device Routing Invert Outlet Devices #1 Primary 129.40' 15.0" Round Culvert L= 121.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.40'/ 128.11' S=0.0107'/' Cc=0.900 n=0.013 LJ Primary OutFlow Max=0.2 cfs @ 12.10 hrs HW=129.61' (Free Discharge) r`1 L1=Culvert (Inlet Controls 0.2 cfs @ 1.25 fps) L1 Pond 21: CB 53 Hydrograph )=1 Inflow 0.19, 1-6 .19: - 0 Primary .-� 0.18 i 0.2 cfs Inflow.Area=16,509 sf Li Peak Elev=129.62' °.,5 15.0„ -1 0.14 01Round Culvert LJ 0.122 42 0.111, n=0.013 LL o.09 L=121 .0' L1 0.08-1 0.07 S=0.0107 T 0.0s Li 0.04: A _ 0.03 % 1 0.02 0.01'. U 0'.' 6 7 8 9< 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �T L1 u 1 v r'1 u n U u '-1 EXISTING Butcher Boy Type III 24-hr 1 Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Pond 22: Detention Area n Inflow Area= 11,914 sf, 0.00%Impervious, Inflow Depth> 0.76" for 1 Year Storm event Inflow = 0.3 cfs @ 12.10 hrs, Volume= 759 cf rn Outflow = 0.1 cfs @ 12.51 hrs, Volume= 568 cf, Atten=73%, Lag=24.8 min Primary = 0.1 cfs @ 12.51 hrs, Volume= 568 cf u Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 129.59'@ 12.51 hrs Surf.Area= 1,223 sf Storage=300 cf LJ Plug-Flow detention time=122.4 min calculated for 568 cf(75%of inflow) Center-of-Mass det.time=58.9 min(875.7- 816.8) n u Volume Invert Avail.Storage Storage Description #1 129.00' 10,090 cf Custom Stage Data(Irregular)Listed below(Recalc) rl Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area LJ (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 129.00 55 39.0 0 0 55 130.00 2,963 219.0 1,141 1,141 3,753 v 131.00 4,295 254.0 3,608 4,749 5,091 132.00 6,461 303.0 5,341 10,090 7,281 Device Routing Invert Outlet Devices u #1 Primary 129.43' 24.0" Round Culvert L=22.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.43'/ 129.40' S=0.0014'/' Cc=0.900 n=0.013 Primary OutFlow Max=0.1 cfs @ 12.51 hrs HW=129.59' (Free Discharge) L1=Culvert (Barrel Controls 0.1 cfs @ 0.92 fps) LJ n LJ LJ n Li M LJ n n r u n n EXISTING Butcher Boy Type III24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 "► HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Pond 22: Detention Area n Hydrograph Li [a Inflow 0.28: 0.3 Cfs ❑Primary ....--..__.... ._._ 0.26- Inflow Area=11,914 sf 0.24.22 Peak Elev=129.59' °0 21 Storage=300 cf U 0.18 24.0 i Round Culvert 3 0.14 LL 0.12 - n=0.013 n 0.1 L=22.0' 0.08- - 0.1 cfs S=0.0014 '/' _. 0.06... n 0.04 0.02 0 Vxx 1� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 � ) Time (hours) u t't tJ U r7 U n U '—i u 1 n ,J n U n U EXISTING Butcher Boy Type III 24-hr 1 Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Pond 39P: CB r� Inflow Area= 5,129 sf, 59.95%Impervious, Inflow Depth> 1.43" for 1 Year Storm event U Inflow = 0.2 cfs @ 12.09 hrs, Volume= 613 cf Outflow = 0.2 cfs @ 12.09 hrs, Volume= 613 cf, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.09 hrs, Volume= 613 cf U Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 129.86'@ 12.09 hrs U Device Routing Invert Outlet Devices #1 Primary 129.60' 12.0" Round Culvert L=85.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.60'/ 129.18' S=0.0049'/' Cc=0.900 n=0.013 U Primary OutFlow Max=0.2 cfs @ 12.09 hrs HW=129.86' (Free Discharge) ,-) t-1=Culvert (Barrel Controls 0.2 cfs @ 1.85 fps) U Pond 39P: CB Hydrograph U _._..... ..._. C1 Inflow 0.23 9 rfc ❑Primary 0.22: oz ifs 0.21 Inflow Area=5,129 sf � 0.2 u 0.19 Peak Elev=129.86' 0.18- 12.0" 0.16:: 015"'. U 0.14: Round Culvert w 0.13 -� 0.12 n=0.013 c 0 11 u LL 01 L=85.0' 0.09..: 0.08 0.07, S=0.0049 '/' 0.06 1 0.05 0.04 1 003` n 0.02 f 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n U n r� U n U L' EXISTING Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 ^? HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 30: Flow to CB 53 u Runoff = 0.4 cfs @ 12.09 hrs, Volume= 1,104 cf, Depth> 2.88" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(so CN Description t1 2,465 98 Paved parking,HSG C 2,130 79 50-75%Grass cover,Fair,HSG C 4,595 89 Weighted Average n 2,130 46.35%Pervious Area 2,465 53.65%Impervious Area U Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) u 6.0 Direct Entry,Overland Flow .� Subcatchment 30: Flow to CB 53 u Hydrograph 0.4 ❑Runoff r� 0.38 0.4 cfs 0.36 Type III 24-hr 10 Year Storm t�S 0.34- 0.32 Rainfa11=4.25" 0.3 - Runoff Area=4;595 sf 0.28 `j 0.26Runoff Volume=1,104 Cf -� 0.24 Runoff Depth>2.88" „ 0.22 3 0.2 Tc=6.0 min LL 0.181. _ CN=89 0.16 n 0.14 U 0.12 0.1= 0.08= r� 0.06 0.04 0.02- 0=, . . . n 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) V J n u 'l L' EXISTING Butcher Boy Type H124-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 35: Flow to Detention Basin n u Runoff = 0.7 cfs @ 12.09 hrs, Volume= 2,001 cf, Depth> 2.02" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(so CN Description n 11,914 79 50-75%Grass cover,Fair,HSG C 11,914 100.00%Pervious Area rj Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) u 6.0 Direct Entry,Overland Flow n Subcatchment 35: Flow to Detention Basin u Hydrograph ❑Runoff r-) 0.75. 0.7 CfS °J 0.65Type III 24-hr 10 Year Storm .: n 06 Rainfall=4.25" 0.55 Runoff Area=11,914 sf 0.5- Runoff Volume=2,001 Cf 0.45 Runoff Depth>2.02" = 04 3 Tc=6.0 min LL 0.35 CN=79 !") 0.3 0.25- 0.2 n 0.15; l__1 0.1 0.05 „': . . . , . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 `y Time (hours) n iJ n U M u n u -1 EXISTING Butcher Boy Type HI 24-hr 10 Year Storm Rainfall=4.25" _ Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 36: Flow to DP #2 n u Runoff = 0.1 cfs @ 12.09 hrs, Volume= 201 cf, Depth> 3.47" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" U Area(so CN Description 617 98 Paved parking,HSG C 78 74 >75%Grass cover,Good,HSG C Lj 695 95 Weighted Average 78 11.22%Pervious Area 617 88.78%Impervious Area Li Tc Length Slope Velocity Capacity Description -� (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow Li Subcatchment 36: Flow to DP#2 Hydrograph v ❑Runoff r1 0.065 0.1 cfs 0.06 Type III 24-hr 10 Year Storm Rainfall=4.25 0.055 Runoff Area=695 sf 0.05 `i 0.045- Runoff Volume=201 cf Runoff Depth>3.47" 0.04 Tc=6.0 min u o 0.035 CN=95 LL 0.03- n 0.025- 0.02- 0.015- 0.01: .025-0.02 0.015-0.01 U 0.005 n 0.:. . . , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) LJ n u n r� U n Li 17 `-' EXISTING Butcher Boy Type HI 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 (0 2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 37: Flow to DP #3 n u Runoff = 2.5 cfs @ 12.10 hrs, Volume= 7,308 cf, Depth> 1.79" n Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(sf) CN Description n 26,850 74 >75%Grass cover,Good,HSG C 22,219 79 50-75%Grass cover,Fair,HSG C Lj 49,069 76 Weighted Average r) 49,069 100.00%Pervious Area Li Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow `J Subcatchment 37: Flow to DP#3 "-i Hydrograph t__f ❑Runoff 2.5 cfs Type III 24-hr 10 Year Storm Rainfal l=4.25" 2 Runoff Area=49,069 sf Runoff Volume=7,308 cf Runoff Depth>1.79" -7 3 Tc=6.0 min u U. CN=76 Li n u o . . . . . . . . . . . . . . . : . . . . . . . . . : . . . . : . . . . . . . . . . : : . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 r-' Time (hours) tJ tJ n U n U r-1 W n u n EXISTING Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 r� HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 38: Flow to CB n Runoff = 0.4 cfs @ 12.09 hrs, Volume= 1,273 cf, Depth> 2.98" r� Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(so CN Description 3,075 98 Paved parking,HSG C U 2,054 79 50-75%Grass cover, Fair,HSG C 5,129 90 Weighted Average n 2,054 40.05%Pervious Area 3,075 59.95%Impervious Area Li Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) u 6.0 Direct Entry,Overland Flow n Subcatchment 38: Flow to CB Li Hydrograph 0.461. ❑Runoff n 0.44.: 0.4 cfs ... 0.42' o.a Type III 24-hr 10 Year Storm u =. 0.38. Rainfall=4.25" 0.36 n 0.34 - - Runoff Area=5,129 sf u 0.32 0.3 Runoff Volume=1,273 cf n H 0.26 Runoff Depth>2.98" 0.24 Tc=6.0 min u c 0.22 LL 0.2 CN=90 n0.18' - 0.16.. . . m l ! 0.14; 0.12.. 0.1- 0.08 . .1 i 0.08, . .. 0.06 U 0.04= 0.02- 0 . . S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Li n Li n U n Li r-I Lj U EXISTING Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Reach 41R: Flow to DP #1 Inflow Area= 21,638 sf, 25.60%Impervious, Inflow Depth> 2.31" for 10 Year Storm event `-' Inflow = 1.0 cfs @ 12.11 hrs, Volume= 4,167 cf Outflow = 1.0 cfs @ 12.11 hrs, Volume= 4,167 cf, Atten=0%, Lag=0.0 min U Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs 1-1 Reach 41R: Flow to DP#1 ,J Hydrograph M-1-—fl- ❑Outflow u 1.0 cfs ,_.... Inflow Area=21 ,638 sf 1 . u H V 3 0 LL LJ Li f r� 0 5 6 7 8 9 10 11 12 13 U 15 16 17 18 19 20 Time (hours) u u '-1 u L-3 n U r-1 u :-1 u �-' EXISTING Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 C 2010 HydroCAD Software Solutions LLC u Summary for Pond 21: CB 53 n Inflow Area= 16,509 sf, 14.93%Impervious, Inflow Depth> 2.10" for 10 Year Storm event Inflow = 0.6 cfs @ 12.12 hrs, Volume= 2,894 cf Outflow = 0.6 cfs @ 12.12 hrs, Volume= 2,894 cf, Atten=0%, Lag=0.0 min Primary = 0.6 cfs @ 12.12 hrs, Volume= 2,894 cf u Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 129.82'@ 12.12 hrs u Device Routing Invert Outlet Devices #1 Primary 129.40' 15.0" Round Culvert L= 121.0' CPP,projecting,no headwall, Ke=0.900 n Inlet/Outlet Invert= 129.40'/ 128.11' S=0.0107'/' Cc=0.900 n=0.013 U Primary OutFlow Max=0.6 cfs @ 12.12 hrs HW=129.82' (Free Discharge) .r7 L1=Culvert (Inlet Controls 0.6 cfs @ 1.73 fps) Li Pond 21: CB 53 Hydrograph U ❑Inflow O.T.. ---- ❑Primary 0.6 cfs 0.65 Inflow Area=16,509 sf 0.6 Peak Elev=129.82' 0.55, n 0.5 15.0" 0.45- Round Culvert 0 0.4 n=0.013 3 0.35 LL 0.3-. L=121.0' 0.25 S=0.0107 T 0.2 U 0.15- 0.1 n 0.05 ,� ;•, U 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n n n r-7 u n u M u '-' EXISTING Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC LJ Summary for Pond 22: Detention Area Inflow Area= 11,914 sf, 0.00%Impervious, Inflow Depth> 2.02" for 10 Year Storm event `-' Inflow = 0.7 cfs @ 12.09 hrs, Volume= 2,001 cf Outflow = 0.4 cfs @ 12.25 hrs, Volume= 1,790 cf, Atten=47%, Lag=9.4 min Primary = 0.4 cfs @ 12.25 hrs, Volume= 1,790 cf LJ Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs -� Peak Elev= 129.77'@ 12.25 hrs Sur£Area= 1,911 sf Storage=589 cf Li Plug-Flow detention time=67.4 min calculated for 1,790 cf(89%of inflow) Center-of-Mass det.time=33.8 min( 828.9-795.1 ) rl Li Volume Invert Avail.Storage Storage Description #1 129.00' 10,090 cf Custom Stage Data(Irregular)Listed below(Recalc) Elevation Sur£Area Perim. Inc.Store Cum.Store Wet.Area Li (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 129.00 55 39.0 0 0 55 130.00 2,963 219.0 1,141 1,141 3,753 L.J 131.00 4,295 254.0 3,608 4,749 5,091 132.00 6,461 303.0 5,341 10,090 7,281 r Device Routing Invert Outlet Devices Li #1 Primary 129.43' 24.0" Round Culvert L=22.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.431/ 129.40' S=0.0014'/' Cc=0.900 n=0.013 uPrimary OutFlow Max=0.4 cfs @ 12.25 hrs HW=129.77' (Free Discharge) Ll=Culvert (Barrel Controls 0.4 cfs @ 1.54 fps) _1 Li n u Li '-7 LJ n U '_! r-1 u n u Li EXISTING Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 ri HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Pond 22: Detention Area l Hydrograph 1J _ El Inflow 0.75: 0.7 C ❑Primary 0.7 Inflow Area=11 ,914 sf 0.65: Peak Elev=129.77' 0.6 n 0.55 Storage=589 cf 24.011 0.45 n S 0.4 0.4 ifs - Round Culvert Li LL 0.35 - n=0.013 0.3 L=22.0' 0.25=: 0.2 : : S=0:0014 '/' 0.15' - 0.1 0.05; v 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u n Li n u n u n u n u n u n U n U r1 U EXISTING Butcher Boy Type 11124-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC `J Summary for Pond 39P: CB n Inflow Area= 5,129 sf, 59.95%Impervious, Inflow Depth> 2.98" for 10 Year Storm event U Inflow = 0.4 cfs @ 12.09 hrs, Volume= 1,273 cf Outflow = 0.4 cfs @ 12.09 hrs, Volume= 1,273 cf, Atten=0%, Lag=0.0 min 7 Primary = 0.4 cfs @ 12.09 hrs, Volume= 1,273 cf Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 129.98'@ 12.09 hrs u Device Routing Invert Outlet Devices #1 Primary 129.60' 12.0" Round Culvert L=85.0' CPP,projecting,no headwall, Ke=0.900 n Inlet/Outlet Invert=129.60'/ 129.18' S=0.0049'/' Cc=0.900 n=0.013 Li Primary Outflow Max=0.4 cfs @ 12.09 hrs HW=129.98' (Free Discharge) ,, L1=Culvert (Barrel Controls 0.4 cfs @ 2.23 fps) iJ Pond 39P: CB Hydrograph '-i - Ci Inflow 1__i 0.46: 1[1 Primary 0.44 0.4 cfs I r-1 o.az Inflow Area=5,129 sf 0.4: LJ 0.36 Peak Elev=129.98' 0.36-. 0.34 12.0" 7 0.32.: ; 0.3 0.26 L Round Culvert 42 0.26 0.24 n=0.013 c 0.22: li 0.2 } .. . 0.18.,: L=85.0'. � 0.14 S=0.0049 T 0.12' u 0., 0.0v 0.06 n 0.04- 0.02 o , .. _ . . , . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) M u n u M LJ n u M Li EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 r1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 30: Flow to CB 53 M Runoff = 0.6 cfs @ 12.09 hrs, Volume= 1,890 cf, Depth> 4.93" U Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area(so CN Description -� 2,465 98 Paved parking,HSG C 2,130 79 50-75%Grass cover,Fair,HSG C 4,595 89 Weighted Average 2,130 46.35%Pervious Area n 2,465 53.65%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow u n Subcatchment 30: Flow to CB 53 Hydrograph 0.65 0.6 cfs ❑Runoff �1 0.6-, Type III 24-hr 100 Year Storm 0.55 Rainfall=6.50" 0.5 Runoff Area=4,595 sf 0.45; Runoff Volume=1,890 cf _ 0.4 Runoff Depth>4.93" N 0.35 Tc=6.0 min 0 0.3 CN=89 0.25 0.2 u 0.15- r7 0.1 +J 0.05- 0-- n 5 6 7 8 9 10 11 12 1t3 14 15 16 17 18 19 20 Time (hours) U '-T U n M U M U +, EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCADR 9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 35: Flow to Detention Basin 1-1 Runoff = 1.3 cfs @ 12.09 hrs, Volume= 3,844 cf, Depth> 3.87" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" is Area(so CN Description n 11,914 79 50-75%Grass cover,Fair,HSG C 11,914 100.00%Pervious Area Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) u 6.0 Direct Entry,Overland Flow rl Subcatchment 35: Flow to Detention Basin U Hydrograph �� ❑Runoff 1.3 cfs Type III 24-hr 100 Year Storm Rainfall=6.50" Runoff Area=11,914 sf �► 1 Runoff Volume=3,844 cf riRunoff Depth>3.87" N Tc=6.0 min `J g CN=79 LL LJI n rJ t 0 , . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Ll n ri r* �s n Lj r) EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 �1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 36: Flow to DP #2 `7 Runoff = 0.1 cfs @ 12.09 hrs, Volume= 321 cf, Depth> 5.54" lU Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs `y? Type III 24-hr 100 Year Storm Rainfall=6.50" Li Area(so CN Description n 617 98 Paved parking,HSG C 78 74 >75%Grass cover,Good,HSG C 695 95 Weighted Average 78 11.22%Pervious Area M 617 88.78%Impervious Area LS Tc Length Slope Velocity Capacity Description r.1 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow Li n Subcatchment 36: Flow to DP#2 Hydrograph Ls 0.105; _ ❑Runoff a.1 0.1 cfs 0.095: Type.11l 24-hr 100 Year Storm 0.09 Rainfall=6.50" 0.085 f7 0.08 Runoff Area=695 sf 0.075'', u Runoff Volume=321 cf 0 ose`Runoff Depth>5.54" �- 4 0.06 Tc=6.0 min 3 0.055 Lj 0 0.05- CN=95 LL 0.045.; r 0.04-1 0.035.. U 0.03=: 0.025 0.02 n 0.015.' u 0.01 0.005 (, 0 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u u n r� u r—i u M cj n t EXISTING Butcher Boy Type HI 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 '1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Subcatchment 37: Flow to DP #3 Runoff = 4.9 cfs @ 12.09 hrs, Volume= 14,582 cf, Depth> 3.57" v. Runoff by SCS TR-20 method,UH=SCS, Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" u Area(sf) CN Description n 26,850 74 >75%Grass cover,Good,HSG C 22,219 79 50-75%Grass cover,Fair,HSG C u 49,069 76 Weighted Average 49,069 100.00%Pervious Area L, Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow Subcatchment 37: Flow to DP #3 Hydrograph u ❑Runoff 4.9 cfs n 5 Type III 24-hr 100 Year Storm Li Rainfall=6.50" 4 Runoff Area=49,069 sf Runoff Volume=14,582 cf Runoff Depth>3.57" w 3. Tc=6.0 min n o CN=76 LL U 2 n U 1 n I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ej v n Li u n u s EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Lj Summary for Subcatchment 38: Flow to CB Runoff = 0.7 cfs @ 12.09 hrs, Volume= 2,154 cf, Depth> 5.04" U Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs r? Type III 24-hr 100 Year Storm Rainfall=6.50" U Area(so CN Description 3,075 98 Paved parking,HSG C 2,054 79 50-75%Grass cover,Fair,HSG C U 5,129 90 Weighted Average 2,054 40.05%Pervious Area n 3,075 59.95%Impervious Area Ls Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6,0 Direct Entry,Overland Flow U n Subcatchment 38: Flow to CB Hydrograph u 0.75 ❑Runoff 0.7= 0.7 cfs Type III 24-hr 100 Year Storm `� 0.65 Rainfall=6.50" 0.6=. -, 0.55 Runoff Area=5,129 sf 0.5 Runoff Volume=2,154 cf 0.45 Runoff Depth>5.04" 0.4 Tc=6.0 min U c 0.35-x: CN=90 LL .. .. ... .. _.... _ 0.3 --) 0.25= L..1 0.2 0.15, 0.1= s--i 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) L-1 r'1 U n M u u n u -.1 k--1 EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC `j Summary for Reach 41R: Flow to DP #1 n Inflow Area= 21,638 sf, 25.60%Impervious, Inflow Depth> 4.25" for 100 Year Storm event Lj Inflow = 1.9 cfs @ 12.10 hrs, Volume= 7,658 cf Outflow = 1.9 cfs @ 12.10 hrs, Volume= 7,658 cf, Atten=0%, Lag=0.0 min r-1 Lj Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Reach 41R: Flow to DP #1 U Hydrograph ___- _-_---------- n Inflow n ❑Outflow 2- 1 1.9 cfs ........ Inflow Area=21,638 Sf Li rl Li LL f o < _ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u rl n LJ U n t�--t u M n I EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Pond 21: CB 53 n Inflow Area= 16,509 sf, 14.93%Impervious, Inflow Depth> 4.00" for 100 Year Storm event Inflow = 1.2 cfs @ 12.12 hrs, Volume= 5,504 cf Outflow = 1.2 cfs @ 12.12 hrs, Volume= 5,504 cf, Atten=0%, Lag=0.0 min Primary = 1.2 cfs @ 12.12 hrs, Volume= 5,504 cf U Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 130.01'@ 12.12 hrs u Device Routing Invert Outlet Devices #1 Primary 129.40' 15.0" Round Culvert L= 121.0' CPP,projecting,no headwall, Ke=0.900 M Inlet/Outlet Invert= 129.40'/ 128.11' S=0.0107'/' Cc=0.900 n=0.013 LJ Primary OutFlow Max=1.2 cfs @ 12.12 hrs HW=130.00' (Free Discharge) t-1=Culvert (Inlet Controls 1.2 cfs @ 2.08 fps) Pond 21: CB 53 Hydrograph r7 _......._................. Ci Inflow ❑Primary '.2 cfs Inflow Area=16,509 sf Li Peak Elev=130.01' 15.0" Round Culvert n=0.013 n 3 U, U. L=121.0' n S=0.0107 T Li n 011 6 7 8 9, 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n eu h Li n Li n n U n u n LJ EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 '1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Pond 22: Detention Area n Inflow Area= 11,914 sf, 0.00%Impervious, Inflow Depth> 3.87" for 100 Year Storm event r-` Inflow = 1.3 cfs @ 12.09 hrs, Volume= 3,844 cf Outflow = 0.8 cfs @ 12.21 hrs, Volume= 3,615 cf, Atten=41%, Lag=7.3 min n Primary = 0.8 cfs @ 12.21 hrs, Volume= 3,615 cf u Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs .- Peak Elev= 129.92'@ 12.21 hrs Surf.Area=2,579 sf Storage=926 cf Li Plug-Flow detention time=49.5 min calculated for 3,615 cf(94%of inflow) Center-of-Mass det.time=28.3 min( 808.3 -780.0) �f u Volume Invert Avail.Storage Storage Description #1 129.00' 10,090 cf Custom Stage Data(Irregular)Listed below(Recalc) n Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area LJ (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 129.00 55 39.0 0 0 55 n 130.00 2,963 219.0 1,141 1,141 3,753 131.00 4,295 254.0 3,608 4,749 5,091 `J 132.00 6,461 303.0 5,341 10,090 7,281 ri Device Routing Invert Outlet Devices U #1 Primary 129.43' 24.0" Round Culvert L=22.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.43'/ 129.40' S=0.0014'/' Cc=0.900 n=0.013 n Primary OutFlow Max=0.8 cfs @ 12.21 hrs HW=129.92' (Free Discharge) L1=Culvert (Barrel Controls 0.8 cfs @ 1.91 fps) 1 LJ t� n Li c--i LJ n u rt u u n rj 1 Li EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 —) HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Pond 22: Detention Area Hydrograph u ....._........._.............._.._.. ❑Inflow 1.3 cfs ❑Primary Inflow Area=11,914 sf Peak Elev=129.92' 1 ` Storage=926 cf 24.0.. N o.-8c—fs IRound Culvert n LL n=0.013 n L=22.0' S=0.0014 '/' Li0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) U n n u r--t n LJ n u '-7 U M u 1 u U n u r-i L--i EXISTING Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Pond 39P: CB n Inflow Area= 5,129 sf, 59.95%Impervious, Inflow Depth> 5.04" for 100 Year Storm event u Inflow = 0.7 cfs @ 12.09 hrs, Volume= 2,154 cf Outflow = 0.7 cfs @ 12.09 hrs, Volume= 2,154 cf, Atten=0%, Lag=0.0 min n Primary = 0.7 cfs @ 12.09 hrs, Volume= 2,154 cf U Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs r-1 Peak Elev= 130.10'@ 12.09 hrs U Device Routing Invert Outlet Devices #1 Primary 129.60' 12.0" Round Culvert L=85.0' CPP,projecting,no headwall, Ke=0.900 ri Inlet/Outlet Invert- 129.60'/ 129.18' S=0.0049'/' Cc=0.900 n=0.013 LJ Primary OutFlow Max=0.7 cfs @ 12.09 hrs HW=130.09' (Free Discharge) -1 t-1=Culvert (Barrel Controls 0.7 cfs @ 2.53 fps) Li Pond 39P: CB n Hydrograph - Inflow Li 0.75: ❑Primary n 0.7 07 ifs Inflow Area=5,129 sf 0 .6- 0.6- Peak-Elev=130.10' 0.6- n r , 0.55 12.0 0.5 _ Round Culvert 0.45- N 0.4= n=0.013 0 0.35-- 1 LL f LJ 0.3 L=85.0' 0.25 S=0.0049 T 0.2 V 0.15 0.1 n Li o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r1 u n n u u u ri U Lj .-1 U n U n U M Attachment A.2 U -? Proposed Conditions Analysis U n Ls n U n U r� U �1 u n u ri Lj r-? Li n Li n Li Stormwater Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. Ls u .l u Li u v n u n u 038P u Flow to CB L 5B-P� \................1 Ce Flow to Detention Basin 39 P POND-B B 41R CB Detention Area Flow to DP#1 35A P) CB A21 Flow to Detention Basin Li CB 53 Detention Area ........... n �30P Flow to CB 5336P 37P .—t `–� Flow to DP#2 Flow to DP#3 U 17 U U �1 vDrainage Diagram for PROPOSED Butcher Boy Subcatl !Reach on lLink �^J Prepared by Eaglebrook Engineering&Survey, Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC v u u Li PROPOSED Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3OP: Flow to CB 53 n Runoff = 0.2 cfs @ 12.09 hrs, Volume= 638 cf, Depth> 1.76" u Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" U Area(so CN Description n 3,675 98 Paved parking, HSG C 662 74 >75%Grass cover,Good,HSG C U 4,337 94 Weighted Average 662 15.26%Pervious Area n 3,675 84.74%Impervious Area Li Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow U n Subcatchment 3OP: Flow to CB 53 Hydrograph v 0.23 ❑Runoff 0.22-; 0.2 cfs 0.21 0.2 Type III 24-hr 1 Year Storm 0.19 0.18. Rainfall=2.50" n 017.. 0.16Runoff Area=4,337 sf_ - u 0.15 Runoff Volume=638 cf 0.14; w 0.13" Runoff Depth>1.76" 0.12 L-ja 0.11 Tc=6.0 min LL 0.09- CN=94. 0.06 0.07 0.06 0.05 n 0.04- 0.03 U 0.02 0.01' 0. n 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u ^i u r-1 u n u r� u 7 J PROPOSED Butcher Boy Type X 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 `1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC J Summary for Subcatchment 35A-P: Flow to Detention Basin A Runoff = 0.6 cfs @ 12.09 hrs, Volume= 1,835 cf, Depth> 2.04" Runoff by SCS TR-20 method,UH=SCS, Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" J Area(so CN Description 1 10,216 98 Paved parking,HSG C 575 74 >75%Grass cover,Good,HSG C J 10,791 97 Weighted Average 575 5.33%Pervious Area 10,216 94.67%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow J Subcatchment 35A-P: Flow to Detention Basin A Hydrograph ❑Runoff 1 0.6 0.6 cfs 0.55 Type III 24-hr 1 Year Storm 0.5 Rainfall=2.50" 0.45. Runoff Area=10,791 sf J 0.4 Runoff Volume=1,835 cf 0.35-' Runoff Depth>2.04" 0 03- Tc=6.0 min LL 0.25 CN=97 0.2 0.15 0.1- J 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) J -I J _0 J r'1 u ,-1 u PROPOSED Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 ^l HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Subcatchment 35B-P: Flow to Detention Basin B n Runoff = 0.6 cfs @ 12.09 hrs, Volume= 1,835 cf, Depth> 2.04" L-1 Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Type III 24-hr 1 Year Storm Rainfall=2.50" Lj Area(so CN Description n 10,216 98 Paved parking,HSG C 575 74 >75%Grass cover,Good,HSG C Li 10,791 97 Weighted Average 575 5.33%Pervious Area 10,216 94.67%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow u Subcatchment 35B-P: Flow to Detention Basin B Hydrograph Li ❑Runoff 0.6 0.6 cfs 0.55 Type III 24-hr 1 Year Storm U 0.5- Rainfall=2.50" 0.45 Runoff Area=10,791 sf 0.4 Runoff Volume=1,835 Cf -, 0.35 Runoff Depth>2.04" 0.3 Tc=6.0 min LL 0.25= CN=97 0.2 U 0.15- n 0.1..: U 0.05, 0 5 6 7 8 9 10 1,1 12 13 14 15 16 17 18 19 20 Time (hours) U U r7 U U U -y u '-1 PROPOSED Butcher Boy Type X 24-hr 1 Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Lj Summary for Subcatchment 36P: Flow to DP #2 Runoff = 0.0 cfs @ 12.09 hrs, Volume= 145 cf, Depth> 2.13" U Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs r� Type III 24-hr 1 Year Storm Rainfall=2.50" Li Area(so CN Description —1 817 98 Paved parking,HSG C 817 100.00%Impervious Area Li Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow Subcatchment 36P: Flow to DP #2 Hydrograph 0.048'. ❑Runoff 0.046: 0.0 CfS 0.044; Type III 24-hr 1 Year Storm 0.042'1 0.04= Rainfall=2.50" 0:0 6- Runoff Area=817 sf 0.032 Runoff Volume=145 cf 0.03 H 0028 Runoff Depth>2.13" 16 0.026 3 0.024 Tc=6.0 m i n ,° 0.022' - CN=98 r� 0.02.: 0.018. M1s U 0.014.:: 0.012; ^—� 0.01 0.008.: U 0.006 0.004 0.002 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 U Time (hours) M u �1 U 71 U U r'i u -1 v u PROPOSED Butcher Boy Type III 24-hr 1 Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Summary for Subcatchment 37P: Flow to DP #3 Runoff = 0.8 cfs @ 12.10 hrs, Volume= 2,321 cf, Depth> 0.67" U Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Li Area(so CN Description 1 19,200 74 >75%Grass cover,Good,HSG C 22,219 79 50-75%Grass cover,Fair,HSG C `J 41,419 77 Weighted Average 41,419 100.00%Pervious Area M ,J Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) • ti 6.0 Direct Entry,Overland Flow `-' Subcatchment 37P: Flow to DP #3 Hydrograph v ❑Runoff 0.8 0.8 cfs —, 0.75 _ Type III 24-hr 1 Year Storm 0.7. Rainfall=2.50" 0.65- 0.6 Runoff Area=41,419 sf 0.55 - Runoff Volume=2,321 cf Li H 0'5 Runoff Depth>0.67" w 0.45 ^� g 0.4 Tc=6.0 min LL 0.35 CN=77 0.3 �1 0.25 0.2 0.15 ,--� 0.1- 0.05 .1'0.05` U 0 . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 r-1 Time (hours) U V ri U U r1 U u '-1 `—' PROPOSED Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 38P: Flow to CB n u Runoff = 0.2 cfs @ 12.09 hrs, Volume= 661 cf, Depth> 1.95" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" u Area(so CN Description M 3,758 98 Paved parking,HSG C 315 74 >75%Grass cover,Good,HSG C Li 4,073 96 Weighted Average 315 7.73%Pervious Area n, 3,758 92.27%Impervious Area Li Tc Length Slope Velocity Capacity Description M (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow u n Subcatchment 38P: Flow to CB Hydrograph u 0.23: ❑Runoff n 0.22: 0.2 cfs 0.21 Type_III 24-hr_1 Year Storm LJ 0.2 0.19 Rainfall=2.50" r, 0.18 0.17: Runoff Area=4,073 sf Li 01s 015 Runoff Volume=661 cf 42 0.13 Runoff Depth>1.95" L-j0 0.11 Tc=6.0 min LL o., CN=96 0.09..: 0.08 0.07-. L-1 0.06 0.05.;1 71 0.04 1 0.03 U 0.02 0.01 w r-1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) u Li �l u u r7 u '1 u `i PROPOSED Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Reach 41R: Flow to DP #1 17 'v Inflow Area= 29,992 sf, 92.91%Impervious, Inflow Depth> 0.52" for 1 Year Storm event Inflow = 0.4 cfs @ 12.09 hrs, Volume= 1,299 cf n Outflow = 0.4 cfs @ 12.09 hrs, Volume= 1,299 cf, Atten=0%, Lag=0.0 min U Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs M Reach 41R: Flow to DP #1 U Hydrograph n fe ❑InFlow 0 46-. ❑OutFlow Lj 044 0.4 ifs 0.42 Inflow Area=29,99.2 sf E 0.4 '- 0.38- 0.36' l__! 0.34: 0.32 0.3. M 0.28 w 0.26 v U 0.24 3 0.22, 0 LL 0.2.:: n 0.18 0.16' Lj 0.14 0.12 r-.1 0.1:I 0.08 l i 0.06 0.04 0.02; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r-1 n u n Li Li Li '1 u n Ls .-1 Li 7 `-' PROPOSED Butcher Boy Type III 24-hr I Year Storni Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Pond 21: CB 53 n Li Inflow Area= 15,128 sf, 91.82%Impervious, Inflow Depth> 0.51" for 1 Year Storm event Inflow = 0.2 cfs @ 12.09 hrs, Volume= 638 cf M Outflow = 0.2 cfs @ 12.09 hrs, Volume= 638 cf, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.09 hrs, Volume= 638 cf U Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs r-� Peak Elev= 129.63'@ 12.09 hrs `-' Device Routing Invert Outlet Devices #1 Primary 129.40' 15.0" Round Culvert L= 121.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.40'/ 128.11' S=0.0107'/' Cc=0.900 n=0.013 Li Primary OutFlow Max=0.2 cfs @ 12.09 hrs HW=129.63' (Free Discharge) n L1=Culvert (Inlet Controls 0.2 cfs @ 1.29 fps) `J Pond 21: CB 53 17 Hydrograph t ► _.._.._..._..._. Inflow 0.23 D Primary 0.22 oz ifs n 0z1 Inflow Area=15,128 sf 0 0.191. Peak Elev=129.63' 0.18- 7-1 15.0" 0.16; 0.15, Round Culvert. _ 0.14. 42 0.13 0.12 n=0.013 3 011. : L=121...0 0.09: _ 0.08. S=0.01 07 T rl 0.07 0.06 U 0.05 0.04 0.03= n 0.02- 0.0111"02 0.01W U 0- 5 6 7 8< 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) rl Ll L-; r1 LJ M ,LJ r-1 L-, M u '-1 `-' PROPOSED Butcher Boy Type III24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 rt HydroCAD®9.10 s/n 06609 C 2010 HydroCAD Software Solutions LLC U Summary for Pond 39P: CB Li Inflow Area= 14,864 sf, 94.01%Impervious, Inflow Depth> 0.53" for 1 Year Storm event Inflow = 0.2 cfs @ 12.09 hrs, Volume= 661 cf Outflow = 0.2 cfs @ 12.09 hrs, Volume= 661 cf, Atten=0%, Lag=0.0 min Primary = 0.2 cfs @ 12.09 hrs, Volume= 661 cf L! Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 129.87'@ 12.09 hrs u Device Routing Invert Outlet Devices #1 Primary 129.60' 12.0" Round Culvert L=85.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 129.60'/ 129.18' S=0.0049'/' Cc=0.900 n=0.013 Primary OutFlow Max=0.2 cfs @ 12.09 hrs HW=129.86' (Free Discharge) t-t L1=Culvert (Barrel Controls 0.2 cfs @ 1.86 fps) LJ Pond 39P: CB n Hydrograph m.� 0 Inflow 0.23 ❑Primary 0.22 0.2 ifs Inflow Area=.14,864 sf 0.21. 019 Peak Elev=129.87' 018; 017 12.-0.. 0.16 0.15 Round Culvert u 0.14 -- 0 0.13 - 0.12 n=0.013 3 0 11 0.11 _ L=85.0' 0.09 0.08 1 x. S=0.0049 T 0.07 0.06 L! 0.05: ' 0.04 0.03- 0.02. .03 0.02 0.01 Li 0-' .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n Ll Li n r, Li r1 u '-1 `-1 PROPOSED Butcher Boy Type III 24-hr I Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Pond POND A: Detention Area M �t Inflow Area= 10,791 sf, 94.67%Impervious, Inflow Depth> 2.04" for 1 Year Storm event Inflow = 0.6 cfs @ 12.09 hrs, Volume= 1,835 cf M Outflow = 0.0 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Primary = 0.0 cfs @ 5.00 hrs, Volume= 0 cf LJ Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 129.99'@ 20.00 hrs Surf.Area= 1,471 sf Storage= 1,834 cf LJ Plug-Flow detention time=(not calculated: initial storage excedes outflow) Center-of-Mass det.time=(not calculated: no outflow) M LJ Volume Invert Avail.Storage Storage Description 91 128.50' 2,945 cf 30.0" D x 60.0'L Pipe Storage x 10 M Device Routing Invert Outlet Devices #1 Primary 130.00' 6.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 130.00'/ 129.40' S=0.0120'/' Cc=0.900 n=0.013 n LJ Primary OutFlow Max=0.0 cfs @ 5.00 hrs HW=128.50' (Free Discharge) L1=Culvert (Controls 0.0 cfs) n Pond POND A: Detention Area Hydrograph '-T ❑Inflow v 0.6 cfS ❑Primary os Inflow Area=10,791 sf 0.55 Peak Elev=129.99' L1 0.5 0.45 ..Storage=1,834 cf 0.4= 6.011 LJ 0.35 Round Culvert LL 0.3 n=0.013 0.25 L=50.0' 0.2 0.15 S=0.0120 '1' n 0.0 cfS °_ l 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n n u n u Ls U PROPOSED Butcher Boy Type III24-hr 1 Year Storm Rainfall=2.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC LJ Summary for Pond POND-B: Detention Area M Inflow Area= 10,791 sf, 94.67%Impervious, Inflow Depth> 2.04" for 1 Year Storm event LJ Inflow = 0.6 cfs @ 12.09 hrs, Volume= 1,835 cf Outflow = 0.0 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min n Primary = 0.0 cfs @ 5.00 hrs, Volume= 0 cf U Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 129.99'@ 20.00 hrs Surf.Area= 1,471 sf Storage= 1,834 cf y Plug-Flow detention time=(not calculated: initial storage excedes outflow) Center-of-Mass det.time=(not calculated: no outflow) LJ Volume Invert Avail.Storage Storage Description #1 128.50' 2,945 cf 30.0" D x 60.0'L Pipe Storage x 10 n Device Routing Invert Outlet Devices `i #1 Primary 130.00' 6.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 130.00'/ 129.50' S=0.0100'/' Cc=0.900 n=0.013 LJ Primary OutFlow Max=0.0 cfs @ 5.00 hrs HW=128.50' (Free Discharge) t-1=Culvert (Controls 0.0 cfs) Pond POND-B: Detention Area L Hydrograph 11 Inflow u0.6 s cf ❑Primary 0.6- Inflow Area=10,791 sf 0.55:,r Peak Elev=129.99' 0.5 Storage=1,834 cf 0.45: i 0.4 6.011 U 0.35,: Round Culvert LL 0.3 n=0.013 0.25 L=50.0' 0.2 0.15 S=0.0100 T Lf 0.1 -� 0.0 cfs J 5 6 7 8 9 10 11 1'2 13 14 15 16 17 18 19 20 Time (hours) u Ls u n u f`1 PROPOSED Butcher Boy Type X 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 30P: Flow to CB 53 n u Runoff = 0.4 cfs @ 12.09 hrs, Volume= 1,218 cf, Depth> 3.37" M Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(sf) CN Description n 3,675 98 Paved parking,HSG C 1rs 662 74 >75%Grass cover,Good,HSG C 4,337 94 Weighted Average n 662 15.26%Pervious Area 3,675 84.74%Impervious Area 1...i Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) Li 6.0 Direct Entry,Overland Flow M Subcatchment 30P: Flow to CB 53 U Hydrograph 0.42- 0.41 .42 0.a 0.4 cfs 0.38 Type III 24-hr 10 Year Storm 0.36 0.34 Rainfall=4.25" °.32 0.3 Runoff Area=4�337 sf : Li 0.28, Runoff Volume=1,218 cf 0.26 -, 0.24 Runoff Depth>3.37" 0.22 Tc=6.0 m i n 0 0.2 LL 0.18; CN=94 �--� 0.16 0.14 u 0.12 0.1 n 0.08 0.06 Li 0.04 0.02- r-1 05. . 6 7 8 .9. .: . . . , , ,. . . . . . . , . . . . . . . , 10 1r1 12 13 14 15 16 17 18 19 20 Time (hours) L-3 M r-7 n i..s n u n u M t' PROPOSED Butcher Boy Type X 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC r✓► Summary for Subcatchment 35A-P: Flow to Detention Basin A n U Runoff = 1.0 cfs @ 12.09 hrs, Volume= 3,285 cf, Depth> 3.65" ri Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(so CN Description m 10,216 98 Paved parking,HSG C 575 74 >75%Grass cover,Good,HSG C u 10,791 97 Weighted Average ,.� 575 5.33%Pervious Area 10,216 94.67%Impervious Area Li Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) U 6.0 Direct Entry,Overland Flow Subcatchment 35A-P: Flow to Detention Basin A u Hydrograph ❑Runoff 1.0 cfs 1 Type III 24-hr 10 Year Storm Rainfall=4.25" ' Runoff Area=10,791 sf Runoff Volume=3,285 cf ,-� H Runoff Depth>3.65" L ; Tc=6.0 min LL CN--';97 U iJ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) e_I n Li h U M u u PROPOSED Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAM 9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 35B-P: Flow to Detention Basin B n Runoff = 1.0 cfs @ 12.09 hrs, Volume= 3,285 cf, Depth> 3.65" U Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" Li Area(so CN Description r l 10,216 98 Paved parking,HSG C 575 74 >75%Grass cover,Good,HSG C Li 10,791 97 Weighted Average 575 5.33%Pervious Area 10,216 94.67% Impervious Area Li Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow Li r, Subcatchment 35B-P: Flow to Detention Basin B Hydrograph u ❑Runoff n 1.0 cfs 1, Type III 24-hr 10 Year Storm Rainfall=4.25" Runoff Area=10,791 sf +� Runoff Volume=3,285 cf Runoff Depth>3.65" Li o Tc=6.0 min LL CN=97 n U n o. n 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) U rl U M n u PROPOSED Butcher Boy Type HI 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Subcatchment 36P: Flow to DP 42 n Li Runoff = 0.1 cfs @ 12.09 hrs, Volume= 254 cf, Depth> 3.73" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Type III 24-hr 10 Year Storm Rainfall=4.25" Area(so CN Description n 817 98 Paved parking,HSG C u 817 100.00%Impervious Area n Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) L-i 6.0 Direct Entry,Overland Flow Subcatchment 36P: Flow to DP #2 u Hydrograph 0.085- ❑Runoff 0.08 0.1 cfs 0.075 Type III 24-hr 10 Year Storm 0.07 Rainfall-=4.25" r'! 0.065' Runoff Area=817 sf 0.06- Runoff Volume=254 cf 0.055 n _ 0.05 Runoff Depth>3.73" 0.045 Tc=6.0 min LiCN=98 0 0.04 LL n 0.035: 0.03- 0.025 0.02 0.015- 0.01 .015-0.01 . 0.005 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 U Time (hours) n n a.� n r� u n u u '-1 Li PROPOSED Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 37P: Flow to DP #3 n U Runoff = 2.2 cfs @ 12.09 hrs, Volume= 6,426 cf, Depth> 1.86" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs ��, Type III 24-hr 10 Year Storm Rainfall=4.25" U Area(sf) CN Description n 19,200 74 >75%Grass cover,Good,HSG C 22,219 79 50-75%Grass cover,Fair,HSG C u 41,419 77 Weighted Average n 41,419 100.00%Pervious Area U Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) n 6.0 Direct Entry,Overland Flow `-' Subcatchment 37P: Flow to DP #3 Hydrograph U ❑Runoff 2.2 cfs r Type III 24-hr 10 Year Storm Li 2 Rainfall=4.25" n Runoff Area=41,419 sf Runoff Volume=6,426 cf `j Runoff Depth>1.86" Tc=6.0 min u U. 1_ CN=77 v n Li 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 r1 Time (hours) U n U n U n Lj n u u `—' PROPOSED Butcher Boy Type X 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 rl HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 38P: Flow to CB Li Runoff = 0.4 cfs @ 12.09 hrs, Volume= 1,209 cf, Depth> 3.56" rn Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.25" u Area(so CN Description n 3,758 98 Paved parking,HSG C Li 315 74 >75%Grass cover,Good,HSG C 4,073 96 Weighted Average r..) 315 7.73%Pervious Area 3,758 92.27%Impervious Area Li Tc Length Slope Velocity Capacity Description r) (min) (feet) (ft/ft) (ft/sec) (cfs) u 6.0 Direct Entry,Overland Flow Subcatchment 38P: Flow to CB Hydrograph ❑Runoff n 0.4. 0.4 cfs 0.38 0.36; Type III 24-hr 10 Year Storm 0.34 Ra i nfa l l=4.25" 0.32. 0.3 Runoff Area=4,073 sf L, 0.28" Runoff Volume=1,209 cf 0.2s 0.24 Runoff Depth>3.56" L; 0 0.2! Tc=6.0 min LL 0.16 CN=96 0.16. 0.14- 0.12: .14 0.12 S 0.1 _ 0.08 0.06.' u 0.041, 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) t_ M u n L-1 n --1 u `-' PROPOSED Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Reach 41R: Flow to DP #1 n Inflow Area= 29,992 sf, 92.91%Impervious, Inflow Depth> 2.03" for 10 Year Storm event Li Inflow = 0.8 cfs @ 12.09 hrs, Volume= 5,072 cf r-i Outflow = 0.8 cfs @ 12.09 hrs, Volume= 5,072 cf, Atten=0%, Lag=0.0 min Li Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs M Reach 41R: Flow to DP #1 ,J Hydrograph €-Inflow n Outflow 06 o.s If, w Ar =2 992 sf 075. Inflow ea 9, 0.7- n 0.65 U 0.6, 0.55 '-i 0.5= 0.45- 0 0.4- U. 0.35 r, 0.3 t J 0.25- 0.2. 0.15 Ll 0.1 . r 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 u Time (hours) n U n u M u n U n u r--i u M u u PROPOSED Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Pond 21: CB 53 n Inflow Area= 15,128 sf, 91.82%Impervious, Inflow Depth> 2.02" for 10 Year Storm event `i Inflow = 0.4 cfs @ 12.09 hrs, Volume= 2,541 cf Outflow = 0.4 cfs @ 12.09 hrs, Volume= 2,541 cf, Atten=0%, Lag=0.0 min r� Primary = 0.4 cfs @ 12.09 hrs, Volume= 2,541 cf LJ Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 129.72'@ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 129.40' 15.0" Round Culvert L= 121.0' CPP,projecting,no headwall, Ke=0.900 n Inlet/Outlet Invert= 129.401/ 128.11' S=0.0107'/' Cc=0.900 n--0.013 Li Primary OutFlow Max=0.4 cfs @ 12.09 hrs HW=129.72' (Free Discharge) L1=Culvert (Inlet Controls 0.4 cfs @ 1.52 fps) Pond 21: CB 53 Hydrograph v FET nflow 0.42, r I❑Primary 0.4.: 0.4 cfs Inflow Area=15,128 sf 0.38 0.34 Peak Elev=129.72' 0.32: n -� 0.3: 15.0 0.26:1 Round Culvert Li 0.26- _ _ u 0.24 - 0.22- n=.0.013 0.2 L=121 .0' LJ LL016: 0.16 014 S=0.0107 T 0.12 0.1 V 0.08 0.06 ' ] 0.04" 0.02 U 0.f, . 5 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) U n u n u n u Li rl Li PROPOSED Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 1-7 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Pond 39P: CB n Inflow Area= 14,864 sf, 94.01%Impervious, Inflow Depth> 2.04" for 10 Year Storm event Inflow = 0.4 cfs @ 12.09 hrs, Volume= 2,532 cf Outflow = 0.4 cfs @ 12.09 hrs, Volume= 2,532 cf, Atten=0%, Lag=0.0 min Primary = 0.4 cfs @ 12.09 hrs, Volume= 2,532 cf U Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs M Peak Elev= 129.96'@ 12.09 hrs LJ Device Routing Invert Outlet Devices #1 Primary 129.60' 12.0" Round Culvert L=85.0' CPP,projecting,no headwall, Ke=0.900 n Inlet/Outlet Invert= 129.601/ 129.18' S=0.0049'/' Cc=0.900 n=0.013 U Primary OutFlow Max=0.4 cfs @ 12.09 hrs HW=129.95' (Free Discharge) Ll=Culvert (Barrel Controls 0.4 cfs @ 2.16 fps) Pond 39P: CB Hydrograph u __-- ❑Inflow 0.4 ❑Primary -� 0.38 0.4 cfs Inflow Area=14,864 sf 0.36. 0.34-- Peak Elev=129.96' 0.32. 17 0.3- 12.0.. 0.2&I` 0.26,; Round Culvert w 0.24 0.22-: n=0.013 0.2 U LL 0.,8= L=85.0' 0.16. 0.14; P S=0.0049 T ._, 0.12 0.1- 0.08 0.06: --� 0.04 0.02' L.J p 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) '-1 u "l u '-1 u u U n Li n PROPOSED Butcher Boy Type III 24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 s^i HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Pond POND A: Detention Area M Inflow Area= 10,791 sf, 94.67%Impervious, Inflow Depth> 3.65" for 10 Year Storm event `A Inflow = 1.0 cfs @ 12.09 hrs, Volume= 3,285 cf Outflow = 0.1 cfs @ 12.62 hrs, Volume= 1,322 cf, Atten=87%, Lag=31.8 min n Primary = 0.1 cfs @ 12.62 hrs, Volume= 1,322 cf u Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 130.25'@ 12.62 hrs Surf.Area= 1,374 sf Storage=2,205 cf Li Plug-Flow detention time=259.2 min calculated for 1,322 cf(40%of inflow) Center-of-Mass det.time=146.6 min(886.5 -740.0) M Volume Invert Avail.Storage Storage Description U #1 128.50' 2,945 cf 30.0" D x 60.0'L Pipe Storage x 10 n Device Routing Invert Outlet Devices u #1 Primary 130.00' 6.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 130.00'/ 129.40' S=0.0120'/' Cc=0.900 n=0.013 n LJ Primary OutFlow Max=0.1 cfs @ 12.62 hrs HW=130.25' (Free Discharge) L1=Culvert (Inlet Controls 0.1 cfs @ 1.35 fps) n Pond POND A: Detention Area Li Hydrograph M I7 Inflow 1.0 cfs ❑Primary Li Inflow Area=10,791 Sf Peak Elev=130.25' LJ Storage=2,205 cf n 6.0.. Li Round Culvert 0 U. n=0.013 L=50.0' M S=0.0120 T 0.1 cfs u 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n u n LJ M Li n eJ PROPOSED Butcher Boy Type III24-hr 10 Year Storm Rainfall=4.25" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 '-1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC LJ Summary for Pond POND-B: Detention Area n Inflow Area= 10,791 sf, 94.67%Impervious, Inflow Depth> 3.65" for 10 Year Storm event U Inflow = 1.0 cfs @ 12.09 hrs, Volume= 3,285 cf Outflow = 0.1 cfs @ 12.62 hrs, Volume= 1,322 cf, Atten=87%, Lag=31.8 min M Primary = 0.1 cfs @ 12.62 hrs, Volume= 1,322 cf v Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Peak Elev= 130.25'@ 12.62 hrs Surf.Area= 1,374 sf Storage=2,205 cf L� Plug-Flow detention time=259.2 min calculated for 1,322 cf(40%of inflow) Center-of-Mass det.time=146.6 min(886.5 -740.0) M Volume Invert Avail.Storage Storage Description #1 128.50' 2,945 cf 30.0" D x 60.0'L Pipe Storage 10 M Device Routing Invert Outlet Devices u #1 Primary 130.00' 6.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert=130.00'/ 129.50' S=0.0100'/' Cc=0.900 n=0.013 M Primary OutFlow Max=0.1 cfs @ 12.62 hrs HW=130.25' (Free Discharge) L1=Culvert (Inlet Controls 0.1 cfs @ 1.35 fps) Pond POND-B: Detention Area u Hydrograph n ❑Inflow 1.0 CfS ❑Primary Inflow Area=10,791 sf Peak Elev=130.25' Storage=2,205 cf n 6.0" Li Round Culvert n0 U. n=0.013 ,.. L=50.0' M S=0.0100 '1' 0.1 cfs - n 1 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n t__f n Li ^-1 U rr u n PROPOSED Butcher Boy Type 11124-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC ``' Summary for Subcatchment 3OP: Flow to CB 53 n Runoff = 0.6 cfs @ 12.09 hrs, Volume= 1,969 cf, Depth> 5.45" Li Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" ,j Area(so CN Description M 3,675 98 Paved parking,HSG C 662 74 >75%Grass cover,Good,HSG C 4,337 94 Weighted Average 662 15.26%Pervious Area n 3,675 84.74%Impervious Area Li Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow i--► Subcatchment 30P: Flow to CB 53 n Hydrograph u 0.65 0.6 cfs ❑Runoff 0.6 Type III 24-hr 100 Year Storm 0.55 Rainfall=6.50" r� 0.5 Runoff Area=4,337 sf Li0.45 Runoff Volume=1,969 cf 0.4-. Runoff Depth>5.45" 0.35' Tc=6.0 min L-1 a CN=94 LL 0.3..; 0.25 0.2 lJ 0.15- n 0.1 0.05- 0- 5 .05-0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) U n U n u 17, u n L-) rt u n u PROPOSED Butcher Boy Type X 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Li Summary for Subcatchment 35A-P: Flow to Detention Basin A M Runoff = 1.5 cfs @ 12.09 hrs, Volume= 5,138 cf, Depth> 5.71" u Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area(so CN Description n 10,216 98 Paved parking,HSG C 575 74 >75%Grass cover,Good,HSG C i' 10,791 97 Weighted Average 575 5.33%Pervious Area n 10,216 94.67%Impervious Area u Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow u 1 Subcatchment 35A-P: Flow to Detention Basin A Hydrograph U 1.5 cfs ❑Runoff Type III 24-hr 100 Year Storm Rainfall=6.50" Runoff Area=10,791 sf Runoff Volume=5,138 cf 1 Runoff Depth>5.71" Tc=6.0 min .2 CN=97 LL U M I c_—i 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) l� U uJ —7 L• n v M 1 PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Summary for Subcatchment 35B-P: Flow to Detention Basin B n Runoff = 1.5 cfs @ 12.09 hrs, Volume= 5,138 cf, Depth> 5.71" Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area(sf) CN Description r i 10,216 98 Paved parking,HSG C 575 74 >75%Grass cover,Good,HSG C u 10,791 97 Weighted Average 575 5.33%Pervious Area r7 10,216 94.67%Impervious Area �i Tc Length Slope Velocity Capacity Description ,-1 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow 1 Subcatchment 35B-P: Flow to Detention Basin B Hydrograph ❑Runoff n 1.5 cfs Type III 24-hr 100 Year Storm Rainfall=6.50" n Runoff Area=10,791 sf Runoff Volume=5,138 cf - Runoff Depth>5.71 Tc=6.0 min LL CN=97 Li 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) L-s M ti..J n n L-1 n Lj n U n PROPOSED Butcher Boy Type X 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC eJ Summary for Subcatchment 36P: Flow to DP #2 n I Runoff = 0.1 cfs @ 12.09 hrs, Volume= 394 cf, Depth> 5.78" u Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Type III 24-hr 100 Year Storm Rainfall=6.50" u Area(so CN Description 817 98 Paved parking,HSG C 817 100.00%Impervious Area Tc Length Slope Velocity Capacity Description n (min) (feet) (ft/ft) (ft/sec) (cfs) v 6.0 Direct Entry,Overland Flow n Subcatchment 36P: Flow to DP #2 i.._s Hydrograph 0.13 ❑Runoff n 0.125' 0.1 cfs 0.12 L; 0.115- -Type III 24-hr 100 Year Storm 0.11; 0.105 Rainfall 6.0" n 0.095y Runoff Area=817 sf 0.0s 0.085 Runoff Volume=394 cf --r H o ops Runoff Depth>5.78" 0.07 _ Tc=6.0 min 3 0.065 s 0.06 . .CN=98 LL 0.055: 0.05 W 0.045 l l 0.04 0.035'1 0.03.;' 0.025 i 0.02 U 0.015 0.01 0.005 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 u Time (hours) n' n U n L-1 e_r n U u PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 n HydroCAD®9.10 s/n 06609 C 2010 HydroCAD Software Solutions LLC `i Summary for Subcatchment 37P: Flow to DP#3 n Runoff = 4.3 cfs @ 12.09 hrs, Volume= 12,658 cf, Depth> 3.67" �s Runoff by SCS TR-20 method,UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" u _ Area(so CN Description n 19,200 74 >75%Grass cover,Good,HSG C 22,219 79 50-75%Grass cover,Fair,HSG C ` 41,419 77 Weighted Average 41,419 100.00%Pervious Area n Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow `-' Subcatchment 37P: Flow to DP #3 M Hydrograph U ❑Runoff 4.3 cfs n Type III 24-hr 100 Year Storm 4 Rainfall=6.50" Runoff Area=41,419 sf Runoff Volume=12,658 cf 3.. Runoff Depth>3.67" N Tc=6.0 min CN=77 U. 2 LI n 5 fi. 7 . $. 9. 1.0. 1,1. .12. 1,3. 14. 15. 1,6. 17. 1;8. 1,9. 20 Time (hours) V rl U n n L-1 r� r t-1 M Li n +-� PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCADR 9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC `1 Summary for Subcatchment 38P: Flow to CB n Runoff = 0.6 cfs @ 12.09 hrs, Volume= 1,912 cf, Depth> 5.63" Runoff by SCS TR-20 method, UH=SCS,Time Span=5.00-20.00 hrs,dt=0.05 hrs "? Type III 24-hr 100 Year Storm Rainfall=6.50" Area(so CN Description �--� 3,758 98 Paved parking,HSG C 315 74 >75%Grass cover,Good,HSG C 4,073 96 Weighted Average 315 7.73%Pervious Area n 3,758 92.27%Impervious Area u Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Overland Flow u Subcatchment 38P: Flow to CB Hydrograph u ❑Runoff n 0.6- 0.6 cfs 0.55 Type III 24-hr 100 Year Storm Rainfall=6.50" 0.5 r) Runoff Area=4,073 sf 0.45 Runoff_Volume=1,912_cf Lj 0.4 Runoff Depth>5.63" n 0.35- Tc=6.0 min 4, 0 0.3= CN-96 LL 0.25 0.2- LL 0.15- M 0.1- u 0.05 0.: (� 6 6 7 8 9 10 1,1 12 13 14 1,5 16 17 1E8 19 20 Time (hours) ej u r`1 L-1 71 u u n ;1 PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 rl HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC u Summary for Reach 41R: Flow to DP #1 n Inflow Area= 29,992 sf, 92.91%Impervious, Inflow Depth> 4.07" for 100 Year Storm event '—' Inflow = 1.9 cfs @ 12.12 hrs, Volume= 10,177 cf Outflow = 1.9 cfs @ 12.12 hrs, Volume= 10,177 cf, Atten=0%, Lag=0.0 min n Routing by Stor-Ind+Trans method,Time Span=5.00-20.00 hrs,dt=0.05 hrs n Reach 41R: Flow to DP#1 u Hydrograph 0Inflow r1 ❑Outflow 2- Li.9 cfs Tj Inflow Area=29,992 sf n u ,. LL LJ n 0 . . ; : . . . : : .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Lt M Li n U M Li '-1 Li n u M t_! ry U n u PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 "1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC U Summary for Pond 21: CB 53 n Inflow Area= 15,128 sf, 91.82%Impervious, Inflow Depth> 4.06" for 100 Year Storm event '–' Inflow = 1.0 cfs @ 12.12 hrs, Volume= 5,117 cf Outflow = ].0 cfs @ 12.12 hrs, Volume= 5,117 cf, Atten=0%, Lag=0.0 min Primary = 1.0 cfs @ 12.12 hrs, Volume= 5,117 cf ,LJ Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs ri Peak Elev= 129.93'@ 12.12 hrs LJ Device Routing Invert Outlet Devices #1 Primary 129.40' 15.0" Round Culvert L= 121.0' CPP,projecting,no headwall, Ke=0.900 ri Inlet/Outlet Invert= 129.40'/ 128.11' S=0.01077' Cc=0.900 n=0.013 1 Primary OutFlow Max=0.9 cfs @ 12.12 hrs HW=129.92' (Free Discharge) n t-1=Culvert (Inlet Controls 0.9 cfs @ 1.93 fps) Li Pond 21: CB 53 Hydrograph Li 11 l-flow 1- 1.0 cfs ❑Primary Inflow Area=15,128 sf Peak Elev=129.93' 15.0" G Round Culvert N n=0.013 LL L=121.0' S=0.0107 T LJ 0 6 6 7 8 9 10 11 12 13 14 1,5 1,6 17 18 19 20 Time (hours) n U n n u n PROPOSED Butcher Boy Type X24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC Summary for Pond 39P: CB n Inflow Area= 14,864 sf, 94.01%Impervious, Inflow Depth> 4.08" for 100 Year Storm event `-' Inflow = 0.9 cfs @ 12.12 hrs, Volume= 5,060 cf Outflow = 0.9 cfs @ 12.12 hrs, Volume= 5,060 cf, Atten=0%, Lag=0.0 min Primary = 0.9 cfs @ 12.12 hrs, Volume= 5,060 cf u Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs (..-) Peak Elev= 130.19'@ 12.12 hrs u Device Routing Invert Outlet Devices #1 Primary 129.60' 12.0" Round Culvert L=85.0' CPP,projecting,no headwall, Ke=0.900 n Inlet/Outlet Invert= 129.60'/ 129.18' S=0.0049'/' Cc=0.900 n=0.013 u Primary OutFlow Max=0.9 cfs @ 12.12 hrs HW=130.18' (Free Discharge) n LI=Culvert (Barrel Controls 0.9 cfs @ 2.72 fps) �- Pond 39P: CB Hydrograph ... ..... .. ... .. ....:. .. .. .. . _ . . --� F13 Inflow ❑Primary 1" 0.9 cfs Inflow Area=14,864 sf Peak Elev=130.19' 12.0" L Round Culvert n ; n=0.013 L=85.0' S=0.0049 T n n ... LJ o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n n u n U r"1 U f--1 u n u r1 U PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 " 1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC L Summary for Pond POND A: Detention Area n Inflow Area= 10,791 sf, 94.67%Impervious, Inflow Depth> 5.71" for 100 Year Storm event L' Inflow = 1.5 cfs @ 12.09 hrs, Volume= 5,138 cf Outflow = 0.5 cfs @ 12.35 hrs, Volume= 3,148 cf, Atten=64%, Lag= 15.7 min r� Primary = 0.5 cfs @ 12.35 hrs, Volume= 3,148 cf is Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 130.79'@ 12.35 hrs Surf.Area=840 sf Storage=2,823 cf u Plug-Flow detention time=177.2 min calculated for 3,136 cf(61%of inflow) Center-of-Mass det.time=99.1 min( 835.2-736.1 ) n Volume Invert Avail.Storage Storage Description `' #1 128.50' 2,945 cf 30.0" D x 60.0'L Pipe Storage 10 r1 Device Routing Invert Outlet Devices LJ #1 Primary 130.00' 6.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 130.00'/ 129.40' S=0.0120'/' Cc=0.900 n=0.013 rl Primary OutFlow Max=0.5 cfs @ 12.35 hrs HW=130.79' (Free Discharge) t—1=Culvert (Inlet Controls 0.5 cfs @ 2.78 fps) Pond POND A: Detention Area �a Hydrograph Cl Inflow 1.5 cfs ❑Primary `J Inflow Area=10,791 sf Peak Elev=130.79' LJ Storage=2,823 cf 6.011 Round Culvert 3 n LL n=0.013 0.5 cfs L=50.0' S=0.0120 T M 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n L-1 n U v n u PROPOSED Butcher Boy Type III 24-hr 100 Year Storm Rainfall=6.50" Prepared by Eaglebrook Engineering& Survey Printed 12/10/2012 "1 HydroCAD®9.10 s/n 06609 ©2010 HydroCAD Software Solutions LLC LJ Summary for Pond POND-B: Detention Area n Inflow Area= 10,791 sf, 94.67%Impervious, Inflow Depth> 5.71" for 100 Year Storm event `-' Inflow = 1.5 cfs @ 12.09 hrs, Volume= 5,138 cf Outflow = 0.5 cfs @ 12.35 hrs, Volume= 3,148 cf, Atten=64%, Lag= 15.7 min n Primary = 0.5 cfs @ 12.35 hrs, Volume= 3,148 cf u Routing by Stor-Ind method,Time Span=5.00-20.00 hrs,dt=0.05 hrs Peak Elev= 130.79'@ 12.35 hrs Surf.Area=840 sf Storage=2,823 cf L-1, Plug-Flow detention time=177.2 min calculated for 3,136 cf(61%of inflow) Center-of-Mass det.time=99.1 min( 835.2-736.1 ) n Volume Invert Avail.Storage Storage Description LJ #1 128.50' 2,945 cf 30.0" D x 60.0'L Pipe Storage 10 Device Routing Invert Outlet Devices u #1 Primary 130.00' 6.0" Round Culvert L=50.0' CPP,projecting,no headwall, Ke=0.900 Inlet/Outlet Invert= 130.00'/ 129.50' S=0.0100'/' Cc=0.900 n--0.013 r) Primary OutFlow Max=0.5 cfs @ 12.35 hrs HW=130.79' (Free Discharge) `—' L1=Culvert (Inlet Controls 0.5 cfs @ 2.78 fps) n Pond POND-B: Detention Area Li Hydrograph t 7 ❑Inflow 1.5 cfs ❑Primary LJ Inflow Area=10,791 sf n Peak Elev=130.79' LJ Storage=2,823 cf -� 6.0" U Round Culvert n U. n=0.013 0.5 cfs L=50.0' S=0.01007' LJ o.. U 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) -'i L-1 ri u rl u n r� u n u n u Attachment B n u SCS Soils Report n C-3 n u n u n n Li n n u n n u n Lj n u .. ................................ _.,,. Stormwater Analysis Butcher Boy Markets r"1 1077 Osgood Street, North Andover, MA. u n u C J I j C :1 C J C I C 3 C -_ 3 C j C_:) C 3 C _ 3 C 3 C J C .j C J C 3 C 3 Soil Map—Essex County,Massachusetts, Northern Part tiZo 326300 326400 326500 326600 326700 326800 326900 327000 327100 327200 327300 327400 327500 327600 42*43'11 42'43'12" U 4. 1% W 4, ROO/ IL —A _41 x, s et mork, -74, Y T 4� t .......... 4 si- # 7 A "j j// 4 z' F 7-............ -7 7-PA A ? r"'- X/A 7' 2 42'42 42" 42'42'43" 326300 326400 326500 326600 326700 326800 326900 327000 327100 327200 327300 327400 327500 327600 Map Scale:1:5,460 ifprinted onA size(8.5"x 11")sheet. N —Meters 0 50 100 200 300 17 Feet 350 700 1,400 2,100 ��USDA Natural Resources Web Soil Survey 12/10/2012 Conservation Service National Cooperative Soil Survey Page 1 of 3 C J C C J C J C J C __ 3 C_ 3 C _ 3 C .. J C_ _J C _ J C C J C J C J C C J C J C Soil Map—Essex County,Massachusetts, Northern Part MAP LEGEND MAP INFORMATION Area of Interest(AOl) tZ Very Stony Spot Map Scale: 1:6;460 if printed on A size(8.5"X 11")sheet. Area of Interest(AOI) w Wet Spot The soil surveys that comprise your AOI were mapped at 1:15,840. Soils j Other Soil Map Units Warning:Soil Map may not be valid at this scale. Special Point Features Special Line FeaturesGully Enlargement of maps beyond the scale of mapping can cause Blowout misunderstanding of the detail of mapping and accuracy of soil line Short Steep Slope placement.The maps do not show the small areas of contrasting Borrow Pit Other soils that could have been shown at a more detailed scale. Clay Spot .. Political Features Please rely on the bar scale on each map sheet for accurate map ♦ Closed Depression A Cities measurements. Gravel Pit Water Features Source of Map: Natural Resources Conservation Service Gravelly Spot Streams and Canals Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 19N NAD83 y Landfill Transportation This product is generated from the USDA-NRCS certified data as of A Lava Flow +++ Rails the version date(s)listed below. ,Af, Marsh or swamp ~1 Interstate Highways Soil Survey Area: Essex County, Massachusetts, Northern Part Mine or Quarry US Routes Survey Area Data: Version 8,Aug 11,2008 G� Miscellaneous Water Major Roads Date(s)aerial images were photographed: 7/10/2003 p Perennial Water ^4 r Local Roads The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background v Rock Outcrop imagery displayed on these maps.As a result,some minor shifting + Saline Spot of map unit boundaries may be evident. Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip 0 Sodic Spot Spoil Area Stony Spot USDA Natural Resources Web Soil Survey 12/10/2012 Conservation Service National Cooperative Soil Survey Page 2 of 3 n u n Soil Map-Essex County,Massachusetts,Northern Part t_.t r_1 Map Unit Legend n j Essex County,Massachusetts,Northern Part(MA605) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI u I11 �Water 29.0 15.1% n ,6A Scarboro mucky fine sandy loam,0 to 1 5.0 2.6% percent slopes u �- 38A I Pipestone loamy sand,0 to 3 percent slopes 8.1 4.2%' 256A Deerfield loamy fine sand,0 to 3 percent 3.4 1.8% slopes `J 305B Paxton fine sandy loam,3 to 8 percent slopes 36.8 19.2% rj 305D Paxton fine sandy loam,15 to 25 percent 2.51 1.3% slopes -- - u 306C Paxton fine sandy loam,8 to 15 percent 1.5 0.8% slopes,very stony 306D Paxton fine sandy loam,15 to 25 percent 3,31 1.7% slopes,very stony v - - 310B Woodbridge fine sandy loam,3 to 8 percent 27.0 14.1% n slopes - 310C Woodbridge fine sandy loam,8 to 15 percent 3.7 1.9% Li slopes 311 B j Woodbridge fine sandy loam,0 to 8 percent 7.9 4.1% n slopes,very stony u 405C Charlton fine sandy loam,8 to 15 percent 3.2 1.7% slopes n 4106 Sutton fine sandy loam,3 to 8 percent slopes 4.6 2.4%1 602 'Urban land 52.3 27.4% 715B Ridgebury and Leicester fine sandy loams,3 3.1 1.6% n to 8 percent slopes,extremely stony L-3 LTotals for Area of Interest 191.2 100.0% M U n u n U n u n Li n USDA Natural Resources Web Soil Survey 12/10/2012 Conservation Service National Cooperative Soil Survey Page 3 of 3 u n u n U Li n u n n Attachment C Lin Existing Watershed Plan n Lj -, U U U Li u n u U n U .,,- _. Stormwater Analysis Butcher Boy Markets M 1077 Osgood Street, North Andover, MA. Lj :I u !-I u N u Li X11 p ,# ` a 3 u DPx ,,, -•i l L1 U EXISTING WATERSHED MAP DATE: r7 LYNNFIELD 1077 OSGOOD STREET DECEMBER 11,2012 ENGINEERING,INC. LOCATED IN V 199 NEWBURY STREET SUITE 115 NORTH ANDOVER, MASSACHUSETTS SCALE:I"=80' DANVERS,MASS.01923 PREPARED FOR TITLE: TEL:(978)777-7250 ANGUS REALTY CORP. Li NORTH ANDOVER MASSACHUSETTS X-WS n U -1 Attachment D Li ri Li Proposed Watershed Plan r-I L-i 1-7 Li Li ri 11-i 71 ' ... ........................... stormwa r Analysis Butcher Boy Markets 1077 Osgood Street, North Andover, MA. r-1 u Li Li p� s r'"'� mss, ,' '?- \i r-s, '• �, Ll 1 n z � Li Li Isc P. U UNDERGROUND PROPOSED �AS`IN BON PARKI G SPAC OUTLET ET 8 TIP UM TE, 1 U i , p #y CONTROL OLE Li i F +IYI 0 T \ nary yr q� i ti LJ r 13 tl. � "# .r�.'� ;��"�+;, .� ® •„sic PARKING SPACES 9'x 18' TIP UNDERGROIJ ` ETEN710N CO . MA Li U PROPOSED WATERSHED MAP DATE: rl LYNNFIELD 1077 OSGOOD STREET DECEMBER 11,2012 ENGINEERING,INC. LOCATED IN v 199 NEWBURY STREET SUITE 115 NORTH ANDOVER, MASSACHUSETTS SCALE: I"=80' DANVERS,MASS.01923 PREPARED FOR TITLE: TEL:(978)777-7250 ANGUS REALTY CORP. NORTH ANDOVER MASSACHUSETTS P-ws n J J _J .J 1 a r� J .J LA LJ :-i i � OI TRAFFIC IMPACT AND ACCESS STUDY lki +� O s �� 0 �f 0 E f P 60 r PROPOSED BRANCH BANK NORTH ANDOVER, MA OPREPARED FOR: OLYNNFIELD ENGINEERING LYNNFIELD,MASSACHUSETTS 0 NOVEMBER 27,2012 CPREPARED BY: d -QBAYSIDE C ► 3 ENGINEERING 600 UNICORN PARK DRIVE WOBURN,MA 01801 0 O n U Lj TRAFFIC IMPACT AND ACCESS STUDY PROPOSED BRANCH BANK OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS c Prepared for: r Lynnfield Engineering Co. Li r 6 r. L r V November 27, 2012 r u E EPrepared by: L Bayside Engineering 600 Unicorn Park Drive Woburn,MA 01801 C I U L, TABLE OF CONTENTS C L� U n Section Title Page Li 1 Introduction 1 Q2 Existing Condition 3 3 Future Conditions 12 4 Capacity Analysis 20 5 Recommendations and Conclusion 27 Appendix U U i i r-) L . r � TABLES r� r1 LJ r1 L . r 1 v No. Title Page �J 1 Existing Weekday Traffic-Volume Summary 6 rl 2 Existing Saturday Traffic-Volume Summary 6 3 Existing Butcher Boy Marketplace Exit Observed r� Delays and Queues—Shared Left/through Movements 7 4 Existing Butcher Boy Marketplace Exit Observed r , Delays and Queues—Shared Right-Turn Movements 7 5 Motor Vehicle Crash Data Summary 10 6 Osgood Street Vehicle Speeds 11 7 Trip Generation Summary 15 ` 8 Proposed Trip Distribution 16 r 9 Traffic-Volume Increases 19 , 10 Level-of-Service Criteria for Unsignalized Intersections 21 11 Level-of-Service Criteria for Signalized Intersections 22 r� 12 Signalized Level-of-Service Analysis Summary 22 L J 13 Unsignalized Level-of-Service Analysis Summary 23 ri u r • r • C FIGURES C V' n u Ell No. Title Page 1 Site Location Map 2 u 2 2012 Existing Peak-Hour Traffic Volumes 8 r 3 2017 No-Build Peak-Hour Traffic Volumes 14 U 4 2017 Build Peak-Hour Traffic Volumes 18 n I{ 1 V n U u n n I C I� U SECTION 1: INTRODUCTION U n Li E Bayside Engineering has prepared this study to assess the traffic impact and to evaluate the access requirements of the proposed branch bank to be located at 1077 Osgood Street in North Andover, Massachusetts. PROJECT DESCRIPTION LJThe development is to be located on the east side of Osgood Street (Route 125), north of Great Pond Road (Route 133). Currently, the site consists of the Butcher Boy Marketplace, an approximately 30,495 square foot (so shopping center. As currently proposed, the project will consist of the addition of a free-standing, approximately 3,672 sf branch bank with three drive-through lanes (two teller lanes and one ATM lane). The existing ATM on the Butcher Boy entrance would be removed. Parking for 21 vehicles LJ will be provided. Access to the project will be provided by way of the existing Butcher Boy Marketplace U entrance and exit driveways to Osgood Street. Figure 1 shows the site location in relation to the surrounding area. STUDY METHODOLOGY Ell This study has been prepared in three stages. The first stage involved an assessment of existing conditions within the study area and included an inventory of roadway geometrics, pedestrian and bicycle facilities and public transportation services. Existing traffic counts were performed at the study area intersections. In the second stage of the study, future traffic conditions were projected and analyzed. Specific travel demand forecasts for the project were assessed along with future traffic n demands due to expected traffic growth independent of the proposed project. In L accordance with Massachusetts Department of Transportation (MassDOT) and Executive Office of Environmental Affairs (EEA) guidelines, the year 2017 was selected as the 1 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Repons\T1AS 112712 F.docx r 1 L J G 1 basis for modeling future transportation impacts of the proposed development to reflect a five-year planning horizon. r � The third stage of the study presents and evaluates measures to address traffic issues, if L any, and necessary improvements to accommodate the development. d k ` i Ak d J r low �vt , i J C) LJ R R LJ a y' I��' 'k nY�• r r1 . lr l Figure 1 Site Location Map SUMMARY r • Review of the proposed project and access plan shows that in relation to roadway L� capacity, traffic safety, and traffic impacts upon the surrounding roadway network, the proposed project will have minimal impact on the surrounding roadways and r , intersections. The existing roadway system has sufficient capacity for the proposed prof ect. 2 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r r u 0 SECTION 2: EXISTING TRAFFIC CONDITIONS L� Li �1 n V r STUDY AREA LJ Roadway geometry and traffic control information was collected for the following n locations: Li • Osgood Street and Great Pond Road n • Osgood Street and the Existing Butcher Boy Marketplace Entrance �, • Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit n L, FIELD SURVEY n u A comprehensive field inventory of the proposed site was conducted in July 2012. The inventory included collection of existing roadway geometrics, traffic volumes, and safety F, data for the existing study area intersections and site access driveway locations. Traffic volumes were measured by means of automatic traffic recorder (ATR) counts and substantiated by manual turning movement counts (TMCs) conducted at the study area intersections. GEOMETRICS LJ n Primary study area roadways are described below. LJ Roadways Osgood Street (Route 125) Osgood Street (Route 125) is a four-lane, Principal Arterial under the jurisdiction of the Li 3 'r Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.d= 1__! t � r• Massachusetts Department of Transportation (MassDOT). Osgood Street traverses the study area in a general north/south direction. Additional turn lanes are provided at major intersections. Travel lanes are generally separated by a double yellow centerline. n Marked shoulders are also provided. The posted speed limit on Osgood Street in the vicinity of the site is 40 miles per hour(mph). Land use along Osgood Street in the study area consists of primarily commercial uses. r Intersections r— Osgood Street and Great Pond Road Great Pond Road intersects Osgood Street from the east to form this four-legged, signalized intersection. The driveway to Casa Mia forms the fourth leg of the intersection across from Great Pond Road. The Osgood Street approaches each consist of two lanes permitting left- or right-turn movements. The Great Pond Road approach r' consists of a single lane which widens at Osgood Street to provide shared left-and through movements separated from right-turn movements by a triangular shaped grassed island. During the peak hours, the Great Pond Road approach was observed to be used as r two lanes for left-turns to Osgood Street southbound'. The Casa Mia driveway approach consists of a single lane permitting all movements. The intersection is controlled by a two-phase traffic signal. Land use in the area consists of the Casa Blanca restaurant, open space, the Butcher Boy Marketplace and Mad Maggie's Ice Cream stand. Osgood Street and Existing Butcher Boy Marketplace Entrance r tJ The existing Butcher Boy Marketplace Entrance intersects Osgood Street from the east to form this three-legged, unsignalized intersection. The Osgood Street northbound r� approach consists of two lanes permitting right-turns. The Osgood Street southbound approach consists of two lanes through lanes and an exclusive left-turn lane. The existing Butcher Boy Marketplace Entrance is one-way into the Butcher Boy Marketplace. Land r use in the area consists of the Butcher Boy Marketplace and wooded land. u r, Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit The existing Butcher Boy Marketplace Exit intersects Osgood Street from the east and r Commerce Way intersects from the west to form this four-legged, unsignalized intersection. The Osgood Street approaches each consist of two lanes permitting left- or right-turn movements. The existing Butcher Boy Marketplace Exit is one-way exiting to Osgood Street and consists of an exclusive right-turn lane and an exclusive left-turn lane. The Commerce Way approach consists of a single lane permitting all movements. Land `J use in the area consists of the Butcher Boy Marketplace and Joe Fish Restaurant and r . commercial uses. Both the Butcher Boy Marketplace exit driveway and Commerce Way are under STOP control. `J L<1 1 The capacity analyses for the intersection were performed assuming a single lane approach based on existing geometry. r 4 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.docx , t_� I U TRAFFIC VOLUMES rExisting Traffic Volumes To establish base traffic conditions within the study area, manual turning movement and LJ vehicle classification counts were obtained in June and July 2012. Peak-period turning movement counts were conducted during the weekday morning peak period (7:00 to 9:00 r AM),weekday evening period (4:30 to 6:30 PM) and Saturday midday period (10:30 AM L to 1:30 PM) at the following intersections: h • Osgood Street and Great Pond Road V Osgood Street and the Existing Butcher Boy Marketplace Entrance • Osgood Street, Commerce Way and the Existing Butcher Boy nMarketplace Exit Daily traffic counts were conducted on Osgood Street, north of the Butcher Boy r Marketplace exit for a two day period using automatic traffic recorders (ATR). U n Analysis of the peak-period traffic counts indicated that the weekday morning commuter peak generally hour occurs between 7:30 and 8:30 AM and the weekday evening �-' commuter peak hour occurs between 5:00 and 6:00 PM. The Saturday midday peak hour occurs between 11:30 AM and 12:30 PM. The traffic count worksheets are provided in the Appendix. u n Seasonal Adiustment The traffic-volume data gathered as part of this study was collected during the month of n July 2012. Data from the MassDOT was reviewed to determine the monthly variations of U the traffic volumes. The traffic data showed June and July volumes to be higher than average month conditions. Therefore, the June and July traffic volumes were used in n order to provide for a conservative analysis scenario. The 2012 existing daily and peak- hour traffic volumes for average-month conditions are summarized below in Table 1. The Saturday volumes are shown in Table 2. The 2012 Existing peak hour traffic flow Cnetworks are shown graphically on Figure 2. Lj c 5 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No AndoverUraffic\ReportsMAS 112712 F.docx r , j TABLE 1 EXISTING WEEKDAY TRAFFIC-VOLUME SUMMARYa r Weekday Weekday Morning Peak Hour Weekday Evening Peak Hour t ' Traffic Traffic K Directional Traffic K Directional r� Location Volume Volume` Factord Distribution' Volume Factor Distribution Osgood Street,north of Butcher Boy Marketplace 17,200 1,247 7.3 68.3%SB 1,850 10.8 62.2%NB r, 'Two-way traffic volume bDaily traffic expressed in vehicles per day. `Expressed in vehicles per hour. r--1 °Percent of daily traffic volumes which occurs during the peak hour. 'Percent of peak-hour volume in the predominant direction of travel. NB=northbound;SB=southbound;EB=eastbound;WB=westbound. TABLE 2 EXISTING SATURDAY TRAFFIC-VOLUME SUMMARYa r Saturday Saturday Midday Peak Hour Traffic Traffic K Directional Location Volumeb Volume` Factord Distribution' r` t� Osgood Street,north of Butcher Boy Marketplace 11,800 1,120 9.5 55.9%NB 'Two-way traffic volume , bDaily traffic expressed in vehicles per day. `Expressed in vehicles per hour. °Percent of daily traffic volumes which occurs during the peak hour. P' 'Percent of peak-hour volume in the predominant direction of travel. NB=northbound;SB=southbound;EB=eastbound;WB=westbound. f� Osgood Street was recorded to carry approximately 17,200 vehicles per day (vpd) during average month conditions in front of the site. During the weekday morning peak hour, r� approximately 1,247 vehicles per hour (vph) were recorded, and during the weekday evening peak hour, approximately 1,850 vph were recorded. r, Existing Intersection Operations U At the Existing Butcher Boy Marketplace Exit, vehicle queues and delays for vehicles r exiting the Butcher Boy Marketplace driveway were recorded. As part of this study, the delays for vehicles exiting the driveway were recorded and are summarized in Table 3 for the shared left-turn/through movements and in Table 4 for the right-turn movements. The r , traffic delay worksheets are provided in the Appendix. r� L_ 2 The existing delays were recorded to compare to the modeled delay as described in Section 4,Capacity Analysis. r 1 6 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx t / r 'u TABLE 3 EXISTING BUTCHER BOY MARKETPLACE EXIT OBSERVED DELAYS AND QUEUES— SHARED LEFT/THROUGH MOVEMENTS 95"I Average Percentile Peak Hour Minimum Peak Maximum Peak Vehicle Maximum Delay per Hour Delay per Hour Delay per Queue Queue Vehicle Vehicle Vehicle Observed Observed Time Period (sec) Observed(sec) Observed(sec) (Veh) (Veh) Weekday Morning Peak Hour 13 1 38 2 3 V Weekday Evening Peak Hour 39 1 127 6 9 �? Saturday Midday Peak Hour 24 1 123 6 7 �j aBased on count data compiled on July 28 and 30,2012. TABLE 4 EXISTING BUTCHER BOY MARKETPLACE EXIT OBSERVED DELAYS AND QUEUES —RIGHT-TURN MOVEMENTS n 95t" Average Percentile Peak Hour Minimum Peak Maximum Peak Vehicle Maximum Delay per Hour Delay per Hour Delay per Queue Queue Vehicle Vehicle Vehicle Observed Observed Li Time Period (sec) Observed(sec) Observed(sec) (Veh) (Veh) n Weekday Morning Peak Hour 5 2 17 1 1 U Weekday Evening Peak Hour 15 1 85 3 5 Saturday Midday Peak Hour 7 1 30 1 2 'Based on count data compiled on July 28 and 30,2012. �1 As shown in Tables 3 and 4, the average delay ranged from 5 to 39 seconds during the IL, respective peak hours. This data is further used to calibrate the capacity analysis methodology in Section 4.0, Capacity Analyses. 7 [—'� Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Weekday Morning Peak Hour ( 7:30 - 8:30 A.M.) 9 K CASABLANCA z IOEflSH n M ` I -881 x-16 i —813 44 �—836 �67 OSGOOD STREET r 4 401--► (ROUTE 125) 33 447--► 100 368CA -► -� 272 W OU � A A THES110PSA7' u 1- 90MER90Y o .0 FSITE] 4MR10PLACE SoO W ?J c Not To Scale r � Weekday Evening Peak Hour(4:30 - 5:30 P.M.) LJ w A s � s 3 r CASABLANCA z IOEF/SR a c' m i_J N N \ �1 J ION �4 f—848 Ln k--10 3 1 ~739 105 78 �► r 690 v OSGOOD STREET 7 J 1053— (ROUTE 125) 28 S (� r Z 1168--► 209 1025 l 306 ti p TWS110PSAT r 3 Bl/TCNERBOY O� FWE� /v1ARKETPLACE o �tt G 2 a Not To Scale Saturday Midday Peak Hour (11:30 - 12:30 A.M.) Z CASABLANCA z 10EF/SN w n w m Z n r w < p Ioo �-0 �–608 �o k 13 r 1 l► ~708 63 �► ;81 OSGOOD STREET r 6� 568 (ROUTE 125) J (� 30 700 212 538-► N 214 � (� w ti LnJO U o THESHOPSAT CL Ry` SL7011ER90Y u Sr ibfARKL7PLACE V r -I w o Not To Scale r� oBAYS I DE Proposed Branch Bank Figure-2 ENGINEERING North Andover, MA 2012 Existing Peak Hour r, 600 Unicom Pais Drive A Wobum. MA 01801 Phone: 781.932.3201 A F= 781.9323413 Traffic Volumes www.boyeideenginewiny.com , C MOTOR VEHICLE CRASH DATA rl Motor vehicle crash data for the study area intersections and roadways were obtained L► from the MassDOT database for 2007 through 2009, the most recent three-year period for which data is available. The motor vehicle crash data was reviewed to determine crash trends in the study area. A summary of the data is provided in Table 5 and the crash data is included in the Appendix. n Lj E r U n n u n r L► Ls Ls l� " 9 QA12 PROJECCS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Mdovcr\Traffic\Reports\TIAS 112712 F.docx . J v TABLE 5 MOTOR VEHICLE CRASH DATA SUMMARY Location f� Osgood Street and Osgood Street,Commerce Osgood Street and Existing Butcher Boy Way and Existing Butcher u Scenario Great Pond Road Marketplace Entrance Boy Marketplace Exit Year: r 2007 8 2 1 2008 4 2 1 2009 4 1 0 Total 16 5 2 r Averageb 5.33 1.67 0.67 X J Crash Rate` 0.43 0.22 0.17 Significant' No No No Type: r � Angle 13 2 1 Rear-End 2 2 0 v Head-On 1 0 0 Sideswipe 0 1 1 Run off Road/Hit Fixed Object 0 0 0 Unknown 0 0 0 Total 16 5 2 -� Time of Day: r Weekday(7:00 to 9:00 AM) 1 2 0 Weekday(4:00 to 6:00 PM) 5 1 0 t J Remainder of Da v 10 2 2 Total 16 5 2 r� Pavement Conditions: Dry 12 3 2 Wet 3 2 0 Snow 1 0 0 f 0 0 0 Unknown 16 5 2 J Total r, Severity: Property Damage Only 13 4 1 Personal Injury 3 1 1 Fatal Accident 0 0 0 Unknown 0 0 0 Total 16 5 0 v aSource: MassDOT Safety Management/Traffic Operations Unit records,2007 through 2009. bAverage crashes over three-year period. `Crash rate per million entering vehicles(mev). 'Signalized intersections are significant if rate>0.77 crashes per million vehicles,and unsignalized intersections are u significant if rate>0.60 crashes per million vehicles. ti LJ f~ L� �7 10 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r \J As shown in Table 5, the intersection of Osgood Street and Great Pond Road experienced the greatest number of crashes over the three year period, sixteen with a crash rate lower than the MassDOT District average. Vehicle Speeds Existing speed data for Osgood Street were also collected using the ATRs. The posted speed limit on Osgood Street in the site vicinity is 40 mph. The speed data is summarized in Table 6. rl TABLE 6 L OSGOOD STREET VEHICLE SPEEDS Average 85u' Observed Percentile Posted Speed Speed' Speed n Direction Limit(mph) (mph) (mph) f U� Osgood Street Northbound 40 41 46 Osgood Street Southbound 40 44 49 n 'Based on speed data compiled on July 12 through 14,2012. As shown in Table 4, the average speed of vehicles travelling northbound or southbound was found to be 41 and 44 mph, respectively. The 85th percentile speed was found to be �-' 46 mph for northbound vehicles and 49 mph for southbound vehicles. The 85th percentile n speed is the speed at which sight distances are typically evaluated. F ; lV PLANNED ROADWAY IMPROVEMENTS Officials for MassDOT and the Town of North Andover were contacted regarding roadway improvements planned for the study area intersections. No improvement projects were identified that would increase capacity at the study area intersections. r U u 11 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.docx t � r � SECTION 3: 2017 NO-BUILD AND BUILD TRAFFIC CONDITIONS r� to r � L J r To determine the impact of site-generated traffic volumes on the roadway network under future conditions, baseline traffic volumes in the study area were projected to the year 2017. Traffic volumes on the roadway network at that time, in the absence of the proposed project, would include existing traffic, new traffic due to general background traffic growth, and traffic related to specific developments by others expected to be r completed by 2017. Consideration of these factors resulted in the development of 2017 No-Build traffic volumes. Anticipated site-generated traffic volumes were then superimposed upon these No-Build traffic flow networks to develop 2017 Build r' conditions. t r, 2017 NO-BUILD TRAFFIC VOLUMES Traffic growth on area roadways is a function of the expected land development in the immediate area as well as the surrounding region. Several methods can be used to estimate this growth. A procedure frequently employed estimates an annual percentage increase in traffic growth and applies that percentage to all traffic volumes under study. r The drawback to such a procedure is that some turning volumes may actually grow at L 1 either a higher or a lower rate at particular intersections. An alternative procedure identifies the location and type of planned development, �- estimates the traffic to be generated, and assigns it to the area roadway network. This r � produces a more realistic estimate of growth for local traffic. However, the drawback of this procedure is that the potential growth in population and development external to the `_J study area would not be accounted for in the traffic projections. r i To provide a conservative analysis framework,both procedures were used. `J n t✓ r � 12 t� QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r t i E Background Traffic Growth C Traffic-volume data compiled by MassDOT from permanent count stations and historic traffic counts in the area were reviewed in order to determine traffic growth trends. Based on a review of this data, it was determined that traffic volumes within the study O area have generally decreased over the past several years. The Merrimack Valley Planning Commission was consulted and they indicated that for this area, a 0.5 percent growth rate would be appropriate. Therefore, to provide a 0.5 percent per year compounded annual background traffic growth rate was used to account for potential future traffic growth external to the study area and presently unforeseen development. Specific Development by Others u Traffic volumes generated by the specific local developments by others were included in the 2017 No-Build condition. The Town of North Andover was contacted to identify specific planned developments. Based on these discussions, there are two potential projects that are currently planned or have been approved in the immediate area that could impact future traffic volumes beyond the general background traffic growth rate. These include a proposed 2,250 sf Dunkin Donuts at 1018 Osgood Street and a 25,000 sf mixed use development at 1003 Osgood Street. Site generated traffic volumes were (-? calculated and assigned according to Institute of Transportation Engineers (ITE) Li recommended procedures or from the available traffic studies prepared for each development. L ' No-Build Condition Traffic Volumes The 2017 No-Build weekday morning peak-hour traffic volumes were developed by applying a compounded 0.5 percent annual growth rate to the 2012 Existing peak-hour through movement traffic volumes and adding traffic from the identified background projects. Figure 3 shows the projected 2017 No-Build peak hour traffic volumes for the weekday morning and weekday evening peak-hour conditions. rl L_J Ell E13 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r •. Weekday Morning Peak Hour ( 7:30 - 8:30 A.M.) o l J Casa BLANCA /OEF/SH C_' �J NOO 1 -949 rnm k-16 1 4-880 k., X04 i-68 `44 OSGOOD STREET f , 4 452--f- (ROUTE 125) 33 (� 497—► 100 419—� 4' 295 ooLnr- LA A 7YES11OPSAT `-j BL/TCHERSOY opo SITE MARKETPLACE . , So c Not To Scale r� Weekday Evening Peak Hour(4:30 - 5:30 P.M.) w o CASABLANCA z JOEFISH m n rn N N '< m r, '1 N) �-4 4-891 LP x-10 a i ~107 780 78 4 x733 v Y r '` OSGOOD STREET 7 ♦ 1109 (ROUTE 125) 28 L 1 209 1081—► 325 41 I �► 01 raoco IJ N 0 N A THESHOPSAT r a t^ySOMERBOY a G .0 SIiE MARKE7PL4Cf i 0 'M C A z J a Not To Scale o �J Saturday Midday Peak Hour (11:30 - 12:30 A.M.) O r p 3 � CASABG4NC4 LD m JOEf/SH Li n w m z D f z { LJ Zm o o 589 4–660 '.38 X133 �► 71 63 OSGOOD STREET r 6 621–+ (ROUTE 125) 30 752–► 212 591–► 0) 00 �_ . ti 233 w U O o A 771ESHOPSAT a o Fs— Not ITE MARKETPLACE� To Scale s G U a o f l Proposed Branch Bank Figure 3 BAYS I D E ENGINEERING North Andover, MA 2017 No-Build Peak Hour 800 Unicom Pais Drive A Woburn. AIA 01801 Traffic Volumes Phone: 781.932.3201 A F= 781.932.3413 www.boyeldeenginewing.com r . f LJ I i FUTURE 2017 BUILD CONDITIONS LJ Proiect Description As currently proposed, the project will consist of an approximately 3,672 sf branch bank n with three drive-through lanes (two tellers and one ATM). Parking for 21 vehicles will I be provided. Access to the project will be provided by way of the existing entrance and exit to the Butcher Boy Marketplace. Traffic Generation n Trip-generation data published by the ITE Trip Generation manual3 was reviewed. Trip U generation data for Land Use Code (LUC) 912 — Drive-In Bank was used to determine the expected trip generation for the proposed project. The expected trip generation for the proposed development is summarized in Table 7 and the trip generation worksheets are included in the Appendix. TABLE 7 TRIP-GENERATION SUMMARY n U Proposed Bank r1 Trips' I � u Average Weekday Daily Traffic 544 UWeekday Morning Peak Hour: Entering 25 n Exiting 20 ,UI Total 45 n Weekday Evening Peak Hour: L Entering 48 Exiting 47 Total 95 CSaturday Daily Traffic 316 Saturday Midday Peak Hour: Entering 50 Exiting 47 n Total 97 u 'Based on ITE LUC 912, Drive-In Bank;3,672 sf. U n 3Trip Generation,Eighth Edition;Institute of Transportation Engineers;Washington,DC;2009. LI 15 CQA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Tmffic\Reports\T[AS 112712 F.docx i ' l J r l On a typical weekday, the proposed development is expected to generate 544 vehicle trips (272 vehicles entering and 272 vehicles exiting). During the weekday morning peak r, hour, 45 vehicle trips (25 vehicles entering and 20 vehicles exiting) are expected. During the weekday evening peak hour, 95 vehicle trips (48 vehicles entering and 47 vehicles `J exiting) are expected. On a Saturday, the proposed development is expected to generate r_ 316 vehicle trips (158 vehicles entering and 158 vehicles exiting). During the Saturday midday peak hour, 97 vehicle trips (50 vehicles entering and 47 vehicles exiting) are expected. It should be noted that no credit was taken for trips generated by the existing ATM on the Butcher Boy entrance driveway or for dual purpose trips between the proposed branch r , bank and the existing Butcher Boy Marketplace stores. Trip Distribution The directional distribution of the vehicular traffic approaching and departing the site is a function of population densities, the location of employment, existing travel patterns, r similar uses, and the efficiency of the existing roadway system. The trip distribution for the project was developed based on a review of existing trips ' generated by the existing Butcher Boy Market Place. Table 8 summarizes the expected trip distribution. F , U TABLE 8 PROPOSED TRIP DISTRIBUTION " U Route Direction Percent of Trips r � Osgood Street North 29 , Osgood Street South 64 ' u Great Pond Road East 7 TOTAL 100 LJ r� As shown in Table 8, approximately 29 percent of the site traffic is anticipated to arrive and depart the site by way of Osgood Street to the north, 64 percent by way of Osgood r , Street to the south, and 7 percent by way of Great Pond Road to the east. r U ri 16 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.docx I 1 l I Future Traffic Volumes - Build Condition LJ The site-generated traffic presented in Table 7 was distributed within the study area according to the percentages summarized in Table 8. The site generated volumes were superimposed onto the 2017 No-Build traffic volumes to represent the 2017 Build traffic- volume conditions. The anticipated 2017 Build weekday morning and weekday evening traffic volumes are graphically presented in Figure 4. These volumes were used as the basis for all analysis as well as to identify potential mitigation measures to ameliorate the n project's impacts. n u A summary of peak-hour projected traffic-volume changes in the site vicinity are shown n in Table 9. These volumes are based on the expected increases from the site traffic generation. u Li r? C n Li L C c n U 17 EQA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx Weekday Morning Peak Hour ( 7:30- 8:30 A.M.) o CASABLANCA A�' lOERSH ` ' 1651 69 OSGOOD STREET4 452-+ (ROUTE 125)513-► 118 i 295 (� W J A THFSHOPSAT 4-� BUTCHERBOY ' G FSrrEj MARKETPLACE wn c Not To Scale r� Weekday Evening Peak Hour(4:30 - 5:30 P.M.) W l_3 S_ 04 Q CASABLANCA s IOEFTS11 r n m u N N j JON �4 Co —924 Ln� �10 r 1 92 � � --747 110 OSGOOD STREET Y s 7 1109-� (ROUTE 125) 28 (� z 1253-i 243 i 1081-� � w No r 325 N O t0 U r P J N � N THESHOPSATCr ,. BUTCTT£RBOY O SITE MARKETPLACE z S Not To Scale 0 w L! Saturday Midday Peak Hour (11:30 - 12:30 A.M.) o r 3 z CASABLANCA z IOEFTSH W rnn W z LO D l w < A 4-00 0 f 693 �o x-13 u r i l► 1619 78 �► _�48 J OSGOOD STREET 6 j 621-� (ROUTE 125) 30 n 233- ► (� 247 591- ��N L� aw n J p r OD f 1 U o A 7HES110PSAT a ty^ BLTTCTT£RBOY L-J o SITE MARKETPLACE w o V Not To Scale i Q t J O 'Q'i BAYS I D E Proposed Branch Bank Figure 4 r� ENGINEERING North Andover, MA 2017 Build Peak Hour r 600 Unicorn Park Drive ♦ Wabum. MA 01801 Traffic Volumes Phone 781.932.3201 A Fay 781.932.3413 www.bayokiwginewing.com L i I1 LJ TABLE 9 '—' TRAFFIC-VOLUME INCREASESa Volume Percent Increase Increase 2017 2017 over over Location/Peak Hour No-Build Build No-Build No-Build Osgood Street,north of Site n Weekday Morning 1,369 1,379 10 0.7 4 Weekday Evening 1,949 1,977 28 1.4 L� Saturday Midday 1,225 1,254 29 2.4 Osgood Street,south of Great Pond Road Weekday Morning 2,081 2,110 29 1.4 Weekday Evening 2,583 2,648 65 2.5 Saturday Midday 1,762 1,824 62 3.5 Great Pond Road,east of Osgood Street Weekday Morning 821 824 3 0.4 n Weekday Evening 772 778 6 0.8 LJ Saturday Midday 564 570 6 1.1 kr "All volumes are vehicles per hour,total of both directions. U As shown in Table 9, project-related increases are in the range of 0.7 to 1.4 percent Li during the weekday morning peak hour and 1.4 to 2.5 percent during the weekday evening peak hour. Saturday percent increases are slightly higher, but the overall traffic �1 volumes are lower than the respective weekday morning and evening peak hours. This is L, approximately equivalent to one additional vehicle per minute during the respective peak hours. C L� U 19 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\T1AS 112712 F.doex l J ! 1 l J SECTION 4: CAPACITY ANALYSIS r, �J j •. i,_l r� �r To assess intersection operations, capacity analyses were conducted for Existing, No- Build, and Build traffic-volume conditions. Capacity analyses provide an indication of , how well the study area intersections serve existing and projected traffic volumes. Vehicle queue analyses provide a secondary measure of the operational characteristics of an intersection or section of roadway under study in terms of lane use and demand. LJ METHODOLOGY Levels of Service Level of service (LOS) is a quantitative measure used to. describe the operation of an intersection or roadway segment. The level of service definition is described by the quality of traffic flow and is primarily defined in terms of traffic delays. The primary ` result of capacity analyses is the assignment of a level of service to traffic intersections . J or roadway segments under various traffic-flow conditions. Six levels of service are defined for traffic intersections and roadway segments. Levels of service range from ` LOS A to LOS F. LOS A represents very good operating conditions and LOS F represents very poor operating conditions. r� Unsignalized Intersections The level of service for an unsignalized intersection is determined by the methodology and procedures described in the 2000 Highway Capacity Manuals The level of service for unsignalized intersections is measured in terms of average delay for the critical r � movements (typically side street turning movements or mainline turning movements). The delay for the critical movements is a function of the available capacity for the ' 4The capacity analysis methodology is based on procedures presented in the Highway Capacity Manual,Transportation Research Board;Washington,DC;2000. 5Highway Capacity Manual;Transportation Research Board;Washington,DC;2000. r i 20 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Trafric\Reports\TIAS 112712 F.docx f 1 t movement and the degree of saturation of the lane group containing the critical movement. The delay calculation includes the affects of initial deceleration delay approaching a STOP sign, stopped delay, queue move-up time, and final acceleration delay from a stopped condition. The definitions for level of service at unsignalized intersections are also provided in the 2000 Highway Capacity Manual. Table 10 summarizes the relationship between level of service and average control delay for the critical movements at unsignalized intersections. TABLE 10 LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS Average Delay Resulting (seconds-per vehicle) Level of Service < 10.0 A 10.1 to 15.0 B Q 15.1 to 25.0 C 25.1 to 35.0 D 35.1 to 50.0 E >50.0 F allighway Capacity Manual; Transportation Research Board; Washington,DC;2000;page 17-2. L The analytical methodologies used for the analysis of unsignalized intersections use I conservative analysis parameters, such as high critical gaps. The critical gap is defined as !� the minimum time between successive main line vehicles for a side street vehicle to execute the appropriate turning maneuver. Actual field observations indicate that drivers on minor streets accept smaller gaps in traffic than those used in the analysis procedures and therefore experience less delay than calculated by the HCM methodology. The analysis results overstate the actual delays experienced in the field. It should be Li noted that the unsignalized intersections along heavily trafficked roadways operate at constrained levels and the resulting calculated results of the unsignalized intersection n analyses should be considered highly conservative. I � rj Signalized Intersections r7' Levels of service for signalized intersections are calculated using the methodology and u procedures described in the 2000 Highway Capacity Manual. The methodology assesses n the intersection based on type of signal operation, signal timing and phasing, progression, �; vehicle mix, and intersection geometrics. Level-of-service designations are based on the delay per vehicle. Table 11 summarizes the relationship between level of service and n delay. The calculated delay values result in level-of-service designations which are U applied to individual lane groups, to individual intersection approaches, and to the entire n intersection. n Li 21 EQ:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx n r, TABLE 11 LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED L+ INTERSECTIONS Delay per Vehicle Resulting (Seconds) Level of Service r} <10.0 A 1 10.1 to 20.0 B `J 20.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E � >80.0 F allighway Capacity Manual; Transportation Research Board; Washington, i DC;2000;page 16-2. r� ANALYSIS RESULTS `y Level-of-service analyses were conducted for 2012 Existing, 2017 No-Build and 2017 Build conditions for the intersections within the study area. The results of the signalized `J capacity analyses are summarized in Table 12 and the unsignalized analyses are in Table r, 13. Detailed analysis sheets are presented in the Appendix. TABLE 12 SIGNALIZED LEVEL-OF-SERVICE ANALYSIS SUMMARY t-, Signalized Intersection/ 2012 Existing 2017 No-Build 2017 Build Peak Hour V/C' Delay LOS` V/C Delay LOS V/C Delay LOS `J ri Osgood Street and Great Pond Road Weekday Morning 0.80 19.2 B 0.85 22.2 C 0.86 22.7 C Weekday Evening 0.91 25.2 C 1.05 33.4 C 1.07 38.9 D Saturday Midday 0.58 10.8 B 0.62 11.7 B 0.64 12.0 B t 'Volume-to-capacity ratio. "Delay in seconds per vehicle. `Level of service. r I i__. . t � 22 Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\TraHic\Reports\TIAS 112712 F.docx ! 7 i_J E f Osgood Street and Great Pond Road u Under 2012 Existing weekday morning conditions, this signalized intersection currently operates at level of service (LOS) B during the weekday morning peak hour, at LOS C during the weekday evening peak hour and at LOS B during the Saturday midday peak hour. Under future 2017 No-Build conditions, this intersection is projected to operate at LOS C during the weekday morning peak and weekday evening peak hours and at LOS B during the Saturday midday peak hour. Under 2017 Build conditions, with the project, R the intersection is projected to operate at LOS C during the weekday morning peak hour, Lat LOS D during the weekday evening peak hour and at LOS B during the Saturday midday peak hour. Capacity analyses were also performed for the projected Build condition for each peak hour based on the observations of existing flow at the intersection. During each peak period observed, the Great Pond Road approach to Osgood Street was observed to be used as two lanes for left-turns to Osgood Street southbound. It is noted that the Great Pond Road approach is only striped for one lane of travel, but during peak periods, used as two. The results of these analyses indicate that under future Build conditions, the u intersection will operate at LOS C or better overall during each of the peak hours. n TABLE 13 UNSIGNALIZED LEVEL-OF-SERVICE ANALYSIS SUMMARY Li 2012 Baseline 2017 No-Build 2017 Build Critical Movement/ Peak Hour Demand' V/Cb Delay` LOS° Demand V/C Delay LOSDemand V/C Delay LOS Osgood Street and the Existing Butcher Boy Marketplace Entrance Left-turn movements into the Butcher Boy Marketplace: Li Weekday Morning 44 0.04 8.3 A 44 0.04 8.5 A 51 0.05 8.5 A Weekday Evening 78 0.14 11.8 B 78 0.15 12.1 B 92 0.18 12.6 B Saturday Midday 63 0.07 9.1 A 63 0.07 9.2 A 78 0.09 9.4 A 0 Osgood Street and the Existing Butcher Boy Marketplace Exit Left-turn and through movements Ef from the Butcher Boy Marketplace: Weekday Morning 74 0.42 35.5 E 74 0.48 43.8 E 88 0.59 52.8 F Weekday Evening 194 2.26 >50 F 194 2.57 >50 F 227 3.01 >50 F Saturday Midday 170 1.00 >50 F 170 1.06 >50 F 203 1.31 >50 F Right-turn movements from the Butcher Boy Marketplace: Weekday Morning 21 0.03 9.5 A 21 0.03 9.6 A 27 0.04 9.7 A Weekday Evening 106 0.14 10.0 B 106 0.14 10.3 B 120 0.16 10.4 B Saturday Midday 78 0.13 10.7 B 78 0.12 10.3 B 92 0.14 10.5 B U 'Demand of critical movements in vehicles per hour. bVolume-to-capacity ratio. E `Delay in seconds per vehicle. dLevel of service. M U 23 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx U I.J I �� Osgood Street and the Existing Butcher Boy Marketplace Entrance a-J Under 2012 Existing weekday morning conditions, the critical movements (left-turn ! movements into the Butcher Boy Marketplace) at this unsignalized intersection currently operate at LOS A during the weekday morning peak hour, at LOS B during the weekday ` evening peak hour and at LOS A during the Saturday midday peak hour. Under future 2017 No-Build conditions, these movements are projected to continue to operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak hour. Under 2017 Build conditions, r, with the project, there is no change in the level of service. The critical movements are modeled to continue to operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak -, hour. Osgood Street, Commerce Way and the Existing Butcher Boy Marketplace Exit Under 2017 Build conditions, the critical movements (shared left-turn and through movements from the site driveway) are projected to operate at LOS E during the weekday r morning peak hour and at LOS F during the weekday evening and Saturday midday peak hours. As shown in Table 3, actual delays for existing left turns was found to be 13 seconds during the weekday morning peak hour (LOS B operations), 39 seconds during the evening peak hour (LOS D operations) and 24 seconds during the Saturday midday peak hour (LOS C operations). Compared to the level of service results in Table 13, actual conditions are significantly better than the modeled results. Further, the signal to the south on Osgood Street at Great Pond Road provides gaps in the northbound traffic stream to facilitate movements out of the Butcher Boy exit. Under future 2017 No-Build conditions, the critical movements are projected to continue U to operate at LOS E during the weekday morning peak hour and at LOS F during the weekday evening and Saturday midday peak hours. Under 2017 Build conditions, with ! i the project, the critical movements are modeled to operate at LOS F during the weekday �- morning peak hour and will continue to operate at LOS F during the weekday and Saturday midday peak hours. Based on the actual measured delays during the peak hours, actual future conditions will be better than the HCM model indicates. lJ !"1 lJ 1 U LJ ! 24 QA12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx f a. i �l �! ON SITE OPERATIONS SECONDARY BANK ACCESS n An analysis was performed for the on-site intersection where the secondary bank entrance/exit would forms the fourth leg of an on-site unsignalized intersection with the Butcher Boy Marketplace entrance and the internal parking lots. For this analysis, it was assumed, as a worst case scenario, that all of the bank traffic would enter and exit from the Butcher Boy Marketplace parking fields. The analysis assumed 25 vehicles would enter the bank during the morning peak hour, 47 during the evening peak hour and 47 during the Saturday midday peak hour from the internal parking fields. L! Under 2017 Build conditions, with the project, the critical movements are projected to C operate at LOS A during the weekday morning peak hour, at LOS B during the weekday evening peak hour and at LOS A during the Saturday midday peak hour. The analysis indicates queues of one vehicle per each approach during the peak hours. Based on the analysis performed no significant queuing of vehicles would occur along the site access road from vehicles entering/exiting the bank from the Butcher Boy Marketplace parking field. Actual traffic volumes are expected to be significantly less than the modeled condition. It is recommended that the Butcher Boy Marketplace on-site intersection include STOP signs, painted STOP bars and DO NOT ENTER signs (preventing vehicles from exiting through the Butcher Boy Marketplace Entrance driveway). Sidewalks and crosswalks are to be provided for pedestrians to access the bank on foot from the Butcher Boy Marketplace. Implementation of the proposed traffic measures will adequately control traffic flow and vehicle turning movements at the intersection. ri L DRIVE-THROUGH QUEUING To determine if the proposed drive-through window would impact traffic flow on the site or on Osgood Street, a queuing operation analysis was performed for the proposed bank r drive-through lanes. Specifically, based on the anticipated demand, and the expected i service rate to provide services, the expected vehicle queue was determined. Li FA service rate was developed based on empirical data from the proposed bank. Based on LJ the data, the time it takes for a transaction to occur at a teller operated window is between two and four minutes. The time it takes a transaction to occur at the ATM is between 1.5 ri and two minutes. LJ Demand for the teller window was based on empirical data form the bank's Westgate, Haverhill branch. During the weekday morning peak hour, an average of five teller LJ transactions is expected and seven ATM transactions are expected. Applying an average transaction rate of three minutes per transaction to the expected trips to be generated through the teller drive-through window yields an expected average queue of one vehicle U and a 95a' percentile queue of three vehicles or less. Applying a transaction rate of two U 25 Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Rcports\T1AS 112712 F.docx r l J r , minutes per transaction to the expected trips to be generated through the ATM yields an expected average queue of one vehicle and a 95th percentile queue of one vehicle. r � During the weekday evening peak hour, an average of ten teller transactions is expected and nine ATM transactions are expected. Applying the average transaction rate of three `J minutes per transaction yields an expected average queue of one vehicle and a 95th r} percentile queue of four vehicles or less. Applying a transaction rate of two minutes per transaction to the expected trips to be generated through the ATM yields an expected average queue of one vehicle and a 95th percentile queue of two vehicles. During the Saturday midday peak hour, an average of four teller transactions is expected and thirteen ATM transactions are expected. Applying the average transaction rate of r three minutes per transaction yields an expected average queue of one vehicle and a 95th percentile queue of one vehicle. Applying a transaction rate of two minutes per transaction to the expected trips to be generated through the ATM yields an expected r average queue of one vehicle and a 95th percentile queue of three vehicles. Based on the Site Plan, the maximum 95th percentile queue expected would be four r vehicles during the weekday evening period at the teller window, which would extend approximately 80 feet from the teller window. As shown on the site plan, storage for four vehicles is provided in both teller window drive-through lanes. This queue would not ' extend out the driveway to Osgood Street. Lj Lj r' LJ U P U r� r •. �J S � U r 1 26 U Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r l J SECTION 5: RECOMMENDATIONS AND CONCLUSION Ell RECOMMENDATIONS The final phase of the analysis process is to identify the mitigation measures necessary to E. minimize the impact of the project on the transportation system. The proponent has made a commitment to implement the mitigation measures listed below. The capacity analyses performed indicate the critical movements at the Butcher Boy exit (left-turns out) are projected to operate at LOS E or LOS F during the respective peak hours. Actual delays for existing left turns was found to be 13 seconds during the weekday morning peak hour (LOS B operations), 39 seconds during the evening peak hour (LOS D operations) and 24 seconds during the Saturday midday peak hour (LOS C C operations). Compared to the level of service results in Table 13, actual conditions are significantly better than the modeled HCM capacity analysis results indicate. It is recommended that the site driveway continue to be placed under STOP sign control. It is recommended that tracking lines be shown to delineate the lanes for each teller window, as well as the ATM. Further, it is recommended that the Butcher Boy on-site intersection at the end of the Butcher Boy Plaza entrance (at the northwest corner of the Butcher Boy Marketplace) include STOP signs and DO NOT ENTER signs (preventing vehicles from exiting through the Butcher Boy Entrance driveway). L� CONCLUSION The proposed branch bank is to be located on the east side of Osgood Street, north of Great Pond Road. Currently, the site consists of the Butcher Boy Marketplace, a 30,495 square foot (sf) shopping center. The project will consist of the addition of a free- standing, approximately 3,672 sf branch bank building with three drive-through lanes kk� (two teller lanes and one ATM lane). L� On a typical weekday, the proposed branch bank is expected to generate 544 vehicle trips (272 vehicles entering and 272 vehicles exiting). During the weekday morning peak ri Li 27 U Q:\12PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r LJ hour, 45 vehicle trips (25 vehicles entering and 20 vehicles exiting) are expected. During r the weekday evening peak hour, 95 vehicle trips (48 vehicles entering and 47 vehicles exiting) are expected. On a Saturday, the proposed branch bank is expected to generate 316 vehicle trips (158 vehicles entering and 158 vehicles exiting). During the Saturday midday peak hour, 97 vehicle trips (50 vehicles entering and 47 vehicles exiting) are expected. n Capacity analyses were performed for each of the study area intersections for 2012 Existing, 2017 No-Build (without the branch bank) and 2017 Build conditions (with the branch bank). Based on the analyses performed, there is no significant change in level of service from No-Build to Build conditions. r- It is recommended that tracking lines be shown to delineate the lanes for each teller window, as well as the ATM. Further, it is recommended that the Butcher Boy on-site U intersection at the end of the Butcher Boy Plaza entrance (at the northwest corner of the n Butcher Boy Marketplace) include STOP signs and DO NOT ENTER signs (preventing vehicles from exiting through the Butcher Boy Entrance driveway). F r, Review of the proposed branch bank and access plan shows that in relation to roadway capacity, traffic safety, and traffic impacts upon the surrounding roadway network, the proposed project will meet safety standards and have a minimal impact on existing traffic r, conditions. With the proposed access, in conjunction with the mitigation measures ,r, described above and maintaining sight distances from the driveway (clear sight lines along frontage), safe and efficient access can be provided to the clienteles of the proposed branch bank and to the motoring public in the area. Any vehicle queuing expected at the teller windows or ATM will occur on the site. r� U n U LJ U r� LJ r- r, 28 , Q:\12 PROJECTS\2121491-LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\Reports\TIAS 112712 F.docx r i J C APPENDIX CTraffic Count Data Seasonal Adjustment Worksheets Crash Worksheets Traffic Growth Data Trip Generation Worksheets OCapacity Analysis Worksheets a 0 a C n V E El Traffic Count Data L C V r V Li r L, C C C C C Osgood Street rd east of Butcher Boy Plaza PRECISION City,State:North Andover,MA D A T A Client:Bayside/K.Cram INDUSTMKU.0 122978 AA Volume(Weekly) P.O.BM301 SeANMA 01503 OFFKa:50BA613M F-SM545.1234 Site Code:2121491 C E—Rd aequei ft011— Start 09-Jul-12 Tue Wed Thu Fri Sat Sun Week Average Time ES WB EB We E8 WB EB WB EB WB EB WB EB WB EB WB 12:00 AM 3633 38 31 66 47 47 37 01:00 13 15 12 17 29 1818 17 02:00 10 11 23 14 19 17 • 17 14 03:00 15 14 13 24 12 14 13 17 04:00 32 46 34 40 24 23 30 36 05:00 84 171 84 147 40 54 69 124 06:00 186 452 215 400 105 111 169 321 07:00 343 721: 359 631 200 236 301 529 08:00 ' 484 715 448 656 274 301 402 ;565 C' 09:00 e 445 444 476 506 359 376 a 427 442 10:00 393 445 439 456 488 435 443 445 11:00 467 485 :482 572 483 500: 477 519 12:00 PM ` 601 595` 577 S66 555 460 578 340. 01:00 ' 553 481 559 505 624 423 579 470 02:00 w 562 473 620 453 462 363 548 430 03:00 824 522 968 489 445 394 746 468 04:00 1035 588 1067• 545 358 348 820 494 05:00 1187 579 1044 505 359 366 863 483 06:00 736 411 713 426 346 315 598 384 07:00 413 320 407 284 263 277 361 294 08:00 308 265 311 235 207 216 275 239 09:00 211 173 203 165 179 156 198 165 10:00 151 96 131 110 131 121 138 109 11:00 1 100 561 102 691 101 661 101 64 Lane 0 0 0 0 0 0 9189 8111 9325 7840 6137 5637 0 0 8218 7196 Day 0 _ 0 0 17300 17165 11774 0 15414 AM Peak 08:00 07:00 11:00 08:00 10:00 11:00 11:00 08:00 1 � Vol.-- 484 721 482 650 496 500 477 555 U PM Peak 17:00 12:00 16:00 12:00 13:00 12:00 17:00 12:00 Vol__ 1187 595 1067 566 624 460 863 540 n Comb. Total 0 0 0 17300 17165 11774 0 15414 L ADT ADT 15,413 AADT 15,413 C CPage 1 C L� ra r Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,I.IC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 AA Volume Office:508.4813999 Fax:508.545AZ34 Site Code:2121491 Email:datarequesu@pdillc.com �.l Start EB WB Combined 12-Jul-12 Time A.M. P.M. A.M. P.M. A.M. P.M. Thu 12:00 13 144 10 151 23 295 12:15 7 146 15 151 22 297 12:30 8 146 3 154 11 300 a� 12:45 8 36 165 601 5 33 139 595 13 69 304 1196 01:00 5 135 7 134 12 269 01:15 2 146 3 113 5 259 01:30 2 140 2 124 4 264 L 01:45 4 13 132 553 3 15 110 481 7 28 242 1034 02:00 2 125 0 130 2 255 02:15 4 151 1 105 5 256 r 02:30 0 121 5 116 5 237 02:45 4 10 165 562 5 11 122 473 9 21 287 1035 03:00 5 154 4 117 9 271 03:15 1 162 2 142 3 304 03:30 6 235 4 131 10 366 03:45 3 15 273 824 4 14 132 522 7 29 405 1346 04:00 3 251 6 161 9 412 04:15 7 251 14 145 21 396 04:30 10 245 9 140 19 385 r- 04:45 12 32 288 1035 17 46 142 588 29 78 430 1623 05:00 13 298 25 188 38 486 05:15 20 338 48 151 68 489 05:30 18 286 44 127 62 413 05:45 33 84 265 1187 54 171 113 579 87 255 378 1766 06:00 27 250 88 108 115 358 L 06:15 33 195 107 97 140 292 06:30 59 159 120 103 179 262 06:45 67 186 132 736 137 452 103 411 204 638 235 1147 r 07:00 69 122 156 84 225 206 07:15 88 105 151 85 239 190 07:30 75 88 211 83 286 171 07:45 111 343 98 413 203 721 68 320 314 1064 166 733 08:00 95 84 199 75 294 159 08:15 100 81 188 75 288 156 08:30 125 67 183 65 308 132 08:45 164 484 76 308 145 715 50 265 309 1199 126 573 09:00 143 66 125 52 268 118 i 09:15 99 56 118 40 217 96 09:30 84 62 97 49 181 111 09:45 119 445 27 211 104 444 32 173 223 889 59 384 10:00 87 53 122 24 209 77 .� 10:15 94 39 94 33 188 72 10:30 100 31 108 17 208 48 10:45 112 393 28 151 121 445 22 96 233 838 50 247 11:00 107 29 103 17 210 46 11:15 111 19 120 15 231 34 11:30 115 27 133 18 248 45 11:45 134 467 25 100 129 485 6 56 263 952 31 156 LJ Total 2508 6681 3552 4559 6060 11240 Percent 41.4% 59.4% 58.6% 40.6% r-� Day Total 9189 8111 17300 u Peak 08:15 04:45 07:30 04:30 07:45 04:45 r Vol. 532 1210 801 621 1204 1818 P.H.F. 0.811 0.895 0.949 0.826 0.959 0.929 L J Page 1 , l J l ra Osgood Street PRECISION L east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box 301 Berlin,MA 01503 122978 AA Volume Office:508.481.3999 Fax508.545.1234 Site Code:2121491 Email:data req uestsfpdiliccom Li Start EB WB Combined 13-Jukl2 Time A.M. P.M. A.M. P.M. A.M. P.M. Fri �1 12:00 12 137 9 168 21 305 IU 12:15 8 150 12 143 20 293 12:30 5 130 6 134 11 264 12:45 13 38 160 577 4 31 121 566 17 69 281 1143 01:00 1 138 5 127 6 265 01:15 1 136 3 117 4 253 U 01:30 6 143 6 129 12 272 01:45 4 12 142 559 3 17 132 505 7 29 274 1064 02:00 6 153 2 104 8 257 F102:15 8 157 4 127 12 284 LLLL.....LLL� 02:30 6 148 6 120 12 268 02:45 3 23 162 620 2 14 102 453 5 37 264 1073 03:00 4 201 2 117 6 318 \ n 03:15 1 220 6 107 7 327 i 03:30 4 263 8 136 12 399 03:45 4 13 284 968 8 24 129 489 12 37 413 1457 04:00 3 252 3 131 6 383 04:15 9 258 4 116 13 374 04:30 9 283 16 168 25 451 04:45 13 34 274 1067 17 40 130 545 30 74 404 1612 05:00 12 268 26 168 38 436 05:15 22 295 27 126 49 421 f"0 05:30 27 264 39 124 66 388 05:45 23 84 217 1044 55 147 87 505 78 231 304 1549 Li 06:00 40 222 60 117 100 339 06:15 38 197 97 102 135 299 n 06:30 47 167 105 112 152 279 06:45 90 215 127 713 138 400 95 426 228 615 222 1139 U 07:00 59 111 126 89 185 200 07:15 72 118 150 68 222 186 07:30 99 99 157 62 256 161 07:45 129 359 79 407 198 631 65 284 327 990 144 691 ( 08:00 89 93 174 59 263 152 `i 08:15 96 65 169 64 265 129 08:30 105 82 164 69 269 151 n 08:45 158 448 71 311 143 650 43 235 301 1098 114 546 09:00 128 53 142 54 270 107 U 09:15 99 55 136 45 235 100 09:30 125 56 103 37 228 93 09:45 124 476 39 203 125 506 29 165 249 982 68 368 rl 10:00 105 43 118 26 223 69 10:15 112 30 111 26 223 56 U 10:30 105 29 109 32 214 61 10:45 117 439 29 131 118 456 26 110 235 895 55 241 n 11:00 101 30 129 8 230 38 11:15 132 23 122 21 254 44 (__1 11:30 113 24 144 22 257 46 11:45- 136 482 25 102 177 572 18 69 313 1054 43 171 Total 2623 6702 3488 4352 6111 11054 r Percent 42.9% 60.6% 57.1% 39.4% U Day Total 9325 7840 17165 Peak 08:45 04:30 07:45 04:30 07:45 04:30 1__! Vol. 510 1120 705 592 1124 1712 P.H.F. 0.807 0.949 0.890 0.881 0.859 0.949 U rt Page 2 V r L j ra r Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 AA Volume r Office:508.481.3999 Fax508.545.1234 Site Code:2121491 Email:datarequests@pdilic.com Start EB WB Combined 14-Jul-12 Time A.M. P.M. A.M. P.M. A.M. P.M. Sat r_1 12:00 26 155 17 137 43 292 12:15 17 153 16 116 33 269 12:30 15 123 9 94 24 217 `J 12:45 8 66 124 555 5 47 113 460 13 113 237 1015 01:00 15 138 5 103 20 241 r 1 01:15 5 159 8 99 13 258 01:30 5 165 2 104 7 269 01:45 4 29 162 624 3 18 117 423 7 47 279 1047 02:00 3 146 4 90 7 236 02:15 4 120 4 83 8 203 r i 02:30 7 94 2 100 9 194 02:45 5 19 102 462 7 17 90 363 12 36 192 825 `J 03:00 4 106 1 104 5 210 03:15 6 109 6 91 12 200 r l 03:30 2 126 3 107 5 233 03:45 0 12 104 445 4 14 92 394 4 26 196 839 04:00 4 91 2 98 6 189 04:15 2 86 5 84 7 170 04:30 9 80 3 80 12 160 04:45 9 24 101 358 13 23 86 348 22 47 187 706 05:00 4 112 4 95 -8 207 05:15 11 79 14 94 25 173 05:30 12 91 17 81 29 172 r'i 05:45 13 40 77 359 19 54 96 366 32 94 173 725 06:00 4 98 13 87 17 185 06:15 19 87 30 85 49 172 06:30 34 81 32 65 66 146 06:45 48 105 80 346 36 111 78 315 84 216 158 661 r 07:00 42 77 40 78 82 155 07:15 45 67 50 73 95 140 07:30 47 62 60 63 107 125 07:45 66 200 57 263 86 236 63 277 152 436 120 540 08:00 57 58 52 62 109 120 08:15 57 68 78 48 135 116 08:30 68 45 76 59 144 104 08:45 92 274 36 207 95 301 47 216 187 575 83 423 r 09:00 84 52 73 45 157 97 09:15 83 36 87 48 170 84 09:30 84 47 100 34 184 81 I 09:45 108 359 44 179 116 376 29 156 224 735 73 335 10:00 104 42 102 34 206 76 10:15 124 31 103 27 227 58 10:30 133 34 121 42 254 76 10:45 135 496 24 131 109 435 18 121 244 931 42 252 11:00 123 28 111 17 234 45 r 11:15 109 31 127 18 236 49 11:30 121 22 114 15 235 37 11:45 130 483 20 101 148 500 16 66 278 983 36 167 `l Total 2107 4030 2132 3505 4239 7535 Percent 49.7% 53.5% 50.3% 46.5% F) Day Total 6137 5637 11774 L Peak 10:15 01:15 11:00 12:00 11:00 01:00 r � Vol. 515 632 500 460 983 1047 P.H.F. 0.954 0.958 0.845 0.839 0.884 0.938 r L J Page 3 r r � l J r r L n ra L Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Beriin,MA 01503 122978 A Class Office:508.481.3999 Fax 508.545.1234 Site Code:2121491 EB EmaiL•datarequests@pdillccom Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/12/12 0 32 3 1 0 0 0 0 0 0 0 0 0 36 01:00 0 11 2 0 0 0 0 0 0 0 0 0 0 13 02:00 0 6 3 0 1 0 0 0 0 0 0 0 0 10 03:00 0 8 5 0 0 1 0 0 0 1 0 0 0 15 04:00 1 18 12 0 1 0 0 0 0 0 0 0 0 32 05:00 0 60 19 1 2 2 0 0 0 0 0 0 0 84 n 06:00 3 128 42 0 6 3 0 3 1 0 0 0 0 186 07:00 6 272 44 4 11 2 0 1 2 1 0 0 0 343 U 08:00 7 376 72 4 15 1 0 7 2 0 0 0 0 484 09:00 3 348 62 10 8 4 0 3 6 0 1 0 0 445 10:00 9 300 58 4 12 4 0 0 5 0 0 1 0 393 n 11:00 6 373 55 3 10 10 0 5 4 1 0 0 0 467 12 PM 9 458 90 7 21 5 0 7 4 0 0 0 0 601 �--� 13:00 2 446 71 4 13 8 0 6 3 0 0 0 0 553 14:00 6 437 89 4 14 5 0 2 3 0 1 0 1 562 15:00 8 645 122 4 23 7 0 10 3 1 0 1 0 824 16:00 13 816 153 9 21 5 0 13 3 2 0 0 0 1035 17:00 14 1018 118 2 15 3 0 11 3 3 0 0 0 1187 18:00 7 632 82 3 3 2 0 7 0 0 0 0 0 736 19:00 8 354 41 1 4 1 1 3 0 0 0 0 0 413 F1 20:00 2 269 32 0 4 0 0 1 0 0 0 0 0 308 ' 21:00 1 186 22 0 2 0 0 0 0 0 0 0 0 211 22:00 0 134 16 0 1 0 0 0 0 0 0 0 0 151 U 23:00 1 85 11 0 3 0 0 0 0 0 0 0 0 100 Percent 1.2% 80.7% 13.3% 0.7% 2.1% 0.7% 0.0% 0.9% 0.4% 0.1% 0.0% 0.0% 0.0% r- AM Peak 10:00 08:00 08:00 09:00 08:00 11:00 08:00 09:00 03:00 09:00 10:00 08:00 i Vol. 9 376 72 10 15 10 7 6 1 1 1 484 PM Peak 17:00 17:00 16:00 16:00 15:00 13:00 19:00 16:00 12:00 17:00 14:00 15:00 14:00 17:00 Vol. 14 1018 153 9 23 8 1 13 4 3 1 1 1 1187 n Li U n LJ n U Page 1 Li r Li L., ri Osgood Street PRECISION east of Butcher Boy Plaza D A T A L City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box 301 Berlin,MA 01503 122978 A Class Office:508.4813999 Fax 508.545.1234 Site Code:2121491 �� EB Email:datarequests@pdillc.com Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 AM <6 Axl 6 Axle >6 Axl L Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/13/12 0 34 4 0 0 0 0 0 0 0 0 0 0 38 01:00 0 7 5 0 0 0 0 0 0 0 0 0 0 12 r_l 02:00 0 16 5 0 2 0 0 0 0 0 0 0 0 23 03:00 0 8 3 0 1 0 0 0 1 0 0 0 0 13 L , 04:00 2 19 11 0 1 1 0 0 0 0 0 0 0 34 05:00 1 54 20 1 5 1 0 1 1 0 0 0 0 84 06:00 1 163 41 3 3 1 0 0 2 1 0 0 0 215 r 1 07:00 11 284 46 2 13 2 0 0 1 0 0 0 0 359 08:00 2 347 72 6 11 5 1 2 2 0 0 0 0 448 L 09:00 6 351 84 5 17 7 0 2 3 1 0 0 0 476 10:00 4 343 59 8 15 3 0 2 5 0 0 0 0 439 11:00 4 372 69 6 16 7 1 1 3 3 0 0 0 482 r-1 12 PM 8 470 67 5 18 2 0 4 2 1 0 0 0 577 13:00 4 437 83 5 15 7 0 4 4 0 0 0 0 559 t 14:00 10 479 91 6 18 5 0 6 4 0 1 0 0 620 15:00 8 777 132 8 23 6 0 7 1 4 0 2 0 968 16:00 17 859 148 4 21 6 0 8 1 0 2 0 1 1067 r l 17:00 10 887 115 3 7 1 0 14 3 0 2 0 2 1044 18:00 13 607 78 1 10 1 0 3 0 0 0 0 0 713 L , 19:00 6 348 45 2 5 0 0 1 0 0 0 0 0 407 20:00 4 259 43 1 2 1 0 1 0 0 0 0 0 311 21:00 3 177 21 0 1 0 0 1 0 0 0 0 0 203 r) 22:00 2 118 9 0 1 1 0 0 0 0 0 0 0 131 _ 23_.00 6 81 13 0-- 2 _0 __ 0 _ _0 0 0_ 0 0 0 102 Percent 1.3% _80.4% 13.6% 0.7% 2.2% 0.6% 0.0% 0.6% 0.4% 0.1% 0.1% 0.0% 0.0% AM Peak 07:00 11:00 09:00 10:00 09:00 09:00 08:00 08:00 10:00 11:00 11:00 Vol. 11 372 84 8 17 7 1 2 5 3 482 �1 PM Peak 16:00 17:00 16:00 15:00 15:00 13:00 17:00 13:00 15:00 16:00 15:00 17:00 16:00 Vol. 17 887 148 8 23 7 14 4 4 2 2 2 1067 L� rl v r 1 L r � V l .i U l� U r-1 J rl lJ Page 2 r � L J � 1 l J n ?as Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.QBox30l Berlin,MA 01503 122978 A Class Office:508.4813999 fax508.545.1234 Site Code:2121491 EB Email:datarequesrs@pdillc.com U Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl _Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/14/12 1 56 9 0 0 0 0 0 0 0 0 0 0 66 01:00 0 24 3 0 2 0 0 0 0 0 0 0 0 29 02:00 0 12 5 1 1 0 0 0 0 0 0 0 0 19 (J 03:00 0 9 2 0 1 0 0 0 0 0 0 0 0 12 04:00 1 16 6 0 1 0 0 0 0 0 0 0 0 24 05:00 1 26 7 1 4 1 0 0 0 0 0 0 0 40 06:00 3 80 18 0 2 2 0 0 0 0 0 0 0 105 07:00 5 144 36 2 11 0 0 1 1 0 0 0 0 200 U 08:00 2 215 43 1 8 4 0 0 1 0 0 0 0 274 09:00 4 290 53 3 5 1 0 2 1 0 0 0 0 359 10:00 4 395 77 0 13 3 0 2 2 0 0 0 0 496 rl 11:00 6 408 51 3 11 1 0 2 0 0 1 0 0 483 12 PM 5 475 67 0 7 1 0 0 0 0 0 0 0 555 13:00 11 536 66 0 7 0 0 3 1 0 0 0 0 624 14:00 3 383 63 1 5 2 0 5 0 0 0 0 0 462 15:00 5 375 52 3 9 0 0 1 0 0 0 0 0 445 16:00 11 305 38 1 3 0 0 0 0 0 0 0 0 358 17:00 7 306 39 1 6 0 0 0 0 0 0 0 0 359 Li 18:00 3 297 45 0 1 0 0 0 0 0 0 0 0 346 19:00 7 227 27 0 2 0 0 0 0 0 0 0 0 263 20:00 5 176 23 0 2 0 0 1 0 0 0 0 0 207 21:00 4 149 24 0 2 0 0 0 0 0 0 0 0 179 22:00 1 114 14 0 2 0 0 0 0 0 0 0 0 131 U 23:00 1 78 21 0 1 0 0 0 0 0 0 0 0 101 Percent 1.5% _83.0% _ 12.9% 0.3% 1.7% 0.2% _0.0% 0.3% 0.1% 0.0% 0.0% 0.0%-- 0.0% AM Peak 11:00 11:00 10:00. 09:00 10:00 08:00 09:00 16:00 11:00 10:00 n Vol. 6 _ 408 77 3 13 4 2 2 1 496 PM Peak 13:00 13:00 12:00 15:00 15:00 14:00 14:00 13:00 13:00 U Vol. 11 536 67 3 9 2 5 1 624 Grand 318 20005 3277 144 503 135 3 153 78 19 8 4 4 24651 n Total Percent 1.3% 81.2% 13.3% 0.6% 2.0% 0.5% 0.0% 0.6% 0.3% 0.1% 0.0% 0.0% 0.0% L1 r7 Li n Li n L n L n I Page 3 U n f U ' 1 l_1 ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A tJ City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 A Class i Office:50BA813999 Fax5O8.545.1234 Site Code:2121491 WB Email:datarequests@pdillccom Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axi 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/12/12 0 22 9 2 0 0 0 0 0 0 0 0 0 33 r l 01:00 0 10 3 0 2 0 0 0 0 0 0 0 0 15 02:00 0 4 5 0 2 0 0 0 0 0 0 0 0 11 03:00 0 6 5 1 1 1 0 0 0 0 0 0 0 14 L_. 04:00 1 25 12 3 4 0 0 0 1 0 0 0 0 46 05:00 2 101 35 6 19 3 0 1 3 1 0 0 0 171 06:00 10 277 93 3 49 9 0 8 1 2 0 0 0 452 r 1 07:00 9 531 112 8 40 6 0 9 1 4 0 0 1 721 08:00 2 509 127 6 51 2 0 12 3 1 1 0 1 715 09:00 3 292 98 5 30 6 0 6 4 0 0 0 0 444 10:00 5 284 105 11 29 4 0 5 2 0 0 0 0 445 11:00 3 321 107 1 39 5 0 5 3 1 0 0 0 485 r t 12 PM 6 403 125 8 36 6 0 9 2 0 0 0 0 595 13:00 7 292 132 1 38 6 0 5 0 0 0 0 0 481 t✓ 14:00 6 313 113 3 27 3 0 3 4 0 1 0 0 473 15:00 3 331 132 6 43 1 0 5 0 0 0 1 0 522 _ 16:00 4 399 143 2 32 2 0 6 0 0 0 0 0 588 r 1 17:00 11 428 114 2 22 0 0 2 0 0 0 0 0 579 18:00 9 281 102 1 18 0 0 0 0 0 0 0 0 411 ' 19:00 6 235 69 0 9 1 0 0 0 0 0 0 0 320 20:00 3 173 81 1 5 0 0 2 0 0 0 0 0 265 21:00 3 120 38 0 11 0 0 1 0 0 0 0 0 173 r 1 22:00 1 66 22 0 7 0 0 0 0 0 0 0 0 96 23:00 0 40 12 _ 0 _ 4 0 0 0 0 0 0 _ 0 0 _ 56 L J Percent 1.2% 67.4% 22.1% 0.9% 6.4% 0.7% 0.0% 1.0% 0.3% 0.1% 0.0% 0.0% 0.0% AM Peak 06:00 07:00 08:00 10:00 08:00 06:00 08:00 09:00 07:00 08:00 07:00 07:00 Vol. 10 531 127 11 51 9 ---- 12 4 4 1 1 721 PM Peak 17:00 17:00 16:00 12:00 15:00 12:00 12:00 14:00 14:00 15:00 12:00 Vol. 11 428 143 8 43 6 9 4 1 1 595 �J r1 r � ri V f1 l J rl v r—� LJ r U l . Page 4 r r � II in u n ' ra u Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIFS,LLC n Client:Bayside/K.Cram RO.Box301 Berlin,MA 01503 122978 A Class Office:508.4813999 Fax508.545.1234 Site Code:2121491 B Email:datarequests@pdillc.com U WB Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/13/12 0 19 10 1 1 0 0 0 0 0 0 0 0 31 01:00 0 15 2 0 0 0 0 0 0 0 0 0 0 17 02:00 0 7 4 0 3 0 0 0 0 0 0 0 0 14 U 03:00 0 16 5 0 1 2 0 0 0 0 0 0 0 24 04:00 2 24 5 3 6 0 0 0 0 0 0 0 0 40 05:00 2 86 25 7 18 5 0 2 2 0 0 0 0 147 n 06:00 7 259 69 8 37 9 0 4 3 3 1 0 0 400 07:00 5 448 107 3 44 4 0 11 6 3 0 0 0 631 U 08:00 3 437 146 6 35 6 0 11 4 1 1 0 0 650 09:00 7 309 126 12 35 5 0 9 3 0 0 0 0 506 10:00 3 306 89 6 36 4 2 6 4 0 0 0 0 456 n 11:00 3 362 139 11 44 6 0 3 4 0 0 0 0 572 f 12 PM 4 384 120 5 37 5 0 7 4 0 0 0 0 566 lJ 13:00 4 308 130 7 45 2 0 8 1 0 0 0 0 505 14:00 4 294 105 6 33 4 0 4 3 0 0 0 0 453 15:00 3 332 110 5 29 1 0 6 1 2 0 0 0 489 16:00 7 383 121 2 25 1 0 6 0 0 0 0 0 545 17:00 4 366 105 1 24 1 0 4 0 0 0 0 0 505 U 18:00 8 286 99 2 24 3 0 2 2 0 0 0 0 426 19:00 6 198 64 1 13 1 0 1 0 0 0 0 0 284 20:00 3 155 68 0 8 0 0 1 0 0 0 0 0 235 n 21:00 1 114 46 1 2 0 0 1 0 0 0 0 0 165 22:00 0 79 28 1 2 0 0 0 0 0 0 0 0 110 LJ _ 23:00 4_ 48 _ --16 0 1 0 0 0 0 0 0 0 0 69 Percent 1.0% 66.8% 22.2% 1.1% 6.4% 0.8% 0.0% 1.1% 0.5% 0.1% 0.0% 0.0% 0.0% n AM Peak 06:00 07:00 08:00 09:00 07:00 06:00 10:00 07:00 07:00 06:00 06:00 08:00 Vol. 7 448 146 12 44 9 2 11 6 3 1 650 PM Peak 18:00 12:00 13:00 13:00 13:00 12:00 13:00 12:00 15:00 12:00 U Vol. 8 384 130 7 45 5 8 4 2 566 n 'u n lj n L E n I U n Page 5 ' 1 Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box 301 Berlin,MA 01503 122978 A Class r Office:508A813999 Fa)c508.545.1234 Site Code:2121491 WB Email:datarequests@pdillc.com Start Cars& 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axi 6 Axle >6 Axl L _Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 07/14/12 0 30 15 1 1 0 0 0 0 0 0 0 0 47 r- 01:00 0 12 2 0 4 0 0 0 0 0 0 0 0 18 02:00 1 11 3 0 2 0 0 0 0 0 0 0 0 17 03:00 0 7 4 1 1 1 0 0 0 0 0 0 0 14 L/ 04:00 0 17 3 0 3 0 0 0 0 0 0 0 0 23 05:00 1 35 9 1 6 0 0 0 1 1 0 0 0 54 n 06:00 1 68 28 3 10 1 0 0 0 0 0 0 0 111 07:00 3 155 51 1 21 1 0 2 1 1 0 0 0 236 08:00 1 201 67 0 25 1 0 4 2 0 0 0 0 301 09:00 2 254 89 0 25 1 0 5 0 0 0 0 0 376 10:00 4 286 107 4 28 1 0 2 2 1 0 0 0 435 r 1 11:00 4 352 109 0 29 1 0 3 1 0 1 0 0 500 12 PM 2 333 97 0 20 1 0 6 0 1 0 0 0 460 13:00 5 304 91 1 15 0 0 6 1 0 0 0 0 423 14:00 5 253 81 2 15 0 0 6 0 0 1 0 0 363 15:00 8 274 94 1 16 0 0 1 0 0 0 0 0 394 r 1 16:00 0 257 72 1 16 0 0 2 0 0 0 0 0 348 17:00 9 264 73 1 18 0 0 1 0 0 0 0 0 366 18:00 3 226 71 1 12 0 0 2 0 0 0 0 0 315 19:00 5 197 67 0 7 0 0 1 0 0 0 0 0 277 20:00 6 148 55 0 7 0 0 0 0 0 0 0 0 216 21:00 1 110 39 0 5 0 0 1 0 0 .0 0 0 156 r 1 22:00 4 88 23 0 6 0 0 0 0 0 0 0 0 121 23:00 3 _ 39 20 0_ 3 0 0 1 0 0 0 _ 0 0 66 L J Percent 1.2% 69.6% 22.5% 0.3% 5.2% 0.1% 0.0% 0.8% 0.1% 0.1% 0.0% 0.0% 0.0% AM Peak 10:00 11:00 11:00 10:00 11:00 03:00 09:00 08:00 05:00 11:00 11:00 ,-1 _Vol. 4 352 109 _ 4 29 — 1 5 2 1 1 _ ___ 0 PM Peak 17:00 12:00 12:00 14:00 12:00 12:00 12:00 13:00 12:00 14:00 12:00 Vol. 9 333 97 2 20 1 6 1 1 1 460 Grand242 14619 4803 176 1316 122 2 208 69 Total22 6 1 2 21588 r 1 Percent 1.1% 67.7% 22.2% 0.8% 6.1% 0.6% 0.0% 1.0% 0.3% 0.1% 0.0% 0.0% 0.0% L✓ r j L , f1 LJ r •. LI r� L_J n LJ r � LJ 1 LJ Page 6 • r 1.1 l J n r U n . rd Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIFS,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 AA Speed Office:508.4813999 Fax:508.545.1134 Site Code:2121491 EB Emal�.datarequests@pdilic.com Lj Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 _19 24 29 34 39 44 49 54 59 64 69 9999 %ile Speed 07/12/1 2 0 0 0 3 11 3 13 5 1 0 0 0 0 36 44 38 Li 01:00 0 0 0 0 3 4 1 4 1 0 0 0 0 13 47 40 02:00 0 0 0 0 2 4 1 1 2 0 0 0 0 10 38 41 03:00 0 0 0 0 3 3 5 3 1 0 0 0 0 15 45 41 04:00 0 0 1 0 3 6 12 5 3 2 0 0 0 32 49 42 05:00 0 0 0 1 1 20 33 23 6 0 0 0 0 84 47 43 U 06:00 0 0 0 2 11 40 86 37 9 1 0 0 0 186 46 42 07:00 1 0 0 6 15 72 154 77 16 2 0 0 0 343 46 42 08:00 0 0 1 9 39 107 195 109 20 2 1 0 1 484 46 41 n, 09:00 0 0 1 7 43 112 189 84 9 0 0 0 0 445 45 41 10:00 0 0 4 12 39 112 157 62 7 0 0 0 0 393 45 40 11:00 0 0 0 10 37 134 204 78 4 0 0 0 0 467 45 40 12 PM 0 0 0 7 52 145 241 130 25 1 0 0 0 601 46 41 13:00 0 0 0 13 45 147 233 93 21 1 0 0 0 553 45 41 14:00 0 1 0 15 60 146 227 99 12 2 0 0 0 562 45 40 ji 15:00 0 0 0 10 58 194 365 165 28 3 1 0 0 824 46 41 16:00 2 0 0 11 71 257 475 197 21 1 0 0 0 1035 45 41 17:00 1 0 1 17 107 274 504 238 39 4 1 1 0 1187 46 41 r1 18:00 0 0 1 8 56 140 296 182 48 5 0 0 0 736 47 42 19:00 0 0 0 7 47 107 150 88 12 2 0 0 0 413 46 41 20:00 0 0 1 8 38 90 110 46 13 2 0 0 0 308 45 40 21:00 0 0 0 13 41 72 59 20 5 1 0 0 0 211 43 38 22:00 0 0 0 7 18 53 46 21 6 0 0 0 0 151 45 39 23:00 0 0 0 1 16 21 37 19 4 0 1 1 0 100 46 41 ___ % 0.0% 0.0% 0.1% 1.8% 8.9% 24.6% 41.3% 19.4% 3.4% 0.3% 0.0% 0.0% 0.0% _ AM 07:00 10:00 10:00 09:00 11:00 11:00 08:00 08:00 04:00 08:00 08:00 08:00 n Peak Vol. 1 _ 4 12 43 134 204 _109 20 2 --1 1---.484 _ 484 UPM Peaakk 16:00 14:00 17:00 17:00 17:00. 17:00 17:00 17:00 18:00 18:00 15:00 17:00 17:00 Vol. 2 1 1 17 107 274 504 238 48 5 1 1 1187 I-1. Total 4 1 10 167 816 2263 3793 1786 313 29 4 2 1 9189 1088 Pecent 15th Percentile: 34 MPH Li 50th Percentile: 40 MPH 85th Percentile: 46 MPH n 95th Percentile: 49 MPH U Stats 10 MPH Pace Speed: 37-46 MPH Number in Pace: 5864 rn Percent in Pace: 63.8% Number of Vehicles>45 MPH: 1856 Li Percent of Vehicles>45 MPH: 20.2% Mean Speed(Average): 41 MPH v I ' �1 f U r1 Page 1 ' l r . ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A LJ City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box301 Berlin,MA 01503 122978 AA Speed r Office:508.4813999 Fax:508.545.1234 Site Code:2121491 EB Email:data requests@pdillc.com Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave �J Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 %ile Speed 07/13/1 ( 1 2 0 0 0 3 8 11 7 7 2 0 0 0 0 38 45 39 01:00 0 0 0 0 2 1 5 4 0 0 0 0 0 12 46 42 02:00 0 0 0 1 5 4 4 6 3 0 0 0 0 23 48 41 03:00 0 0 0 0 0 3 6 4 0 0 0 0 0 13 46 42 04:00 0 0 1 0 0 7 11 12 2 1 0 0 0 34 47 43 r 7 05:00 0 0 0 1 4 7 37 24 10 1 0 0 0 84 49 44 06:00 0 0 0 3 13 49 86 48 14 2 0 0 0 215 47 42 07:00 0 0 0 5 22 89 151 78 13 1 0 0 0 359 46 41 08:00 0 0 0 1 37 89 197 111 13 0 0 0 0 448 46 42 09:00 1 0 0 11 43 119 200 75 26 0 0 0 1 476 45 41 r 1 10:00 2 0 1 11 53 101 189 65 15 0 1 0 1 439 45 40 11:00 1 0 1 6 49 139 199 72 15 0 0 0 0 482 45 40 12 PM 0 0 1 11 60 148 227 107 23 0 0 0 0 577 46 41 13:00 0 0 0 13 59 156 199 109 18 5 0 0 0 559 46 41 r_1 14:00 0 2 1 11 53 157 246 128 20 2 0 0 0 620 46 41 15:00 0 0 1 13 72 202 433 206 39 2 0 0 0 968 46 41 �.., 16:00 0 0 3 19 81 229 467 228 37 3 0 0 0 1067 46 41 17:00 0 2 0 18 70 239 433 244 32 5 0 0 1 1044 46 41 18:00 0 0 0 3 67 156 269 180 36 2 0 0 0 713 47 42 r } 19:00 0 0 1 4 38 94 173 80 16 1 0 0 0 407 46 41 20:00 0 0 1 7 64 92 99 42 4 2 0 0 0 311 44 39 v 21:00 0 0 0 14 32 74 65 16 1 0 1 0 0 203 43 38 22:00 0 0 0 5 28 39 42 15 2 0 0 0 0 131 43 39 23:00 0 0 0 7 20 26 36 7 6 0 0 0 0 102 44 39 % 0.0% 0.0% 0.1% 1.8% 9.4% 23.9% 40.5% 20.0% 3.7% 0.3% 0.0% 0.0% 0.0% AM 10:00 04:00 09:00 10:00 11:00 09:00 08:00 09:00 06:00 10:00 09:00 11:00 Peak r Vol. 2 1 11 53 139 200 111 26 2 1 1 482 PM 14:00 16:00 16:00 16:00 17:00 16:00 17:00 15:00 13:00 21:00 17:00 16:00 t Peak Vol. 2 3 19 81 239 467 244 39 5 1 1 1067 Total 4 4 11 167 880 2231 3781 1868 347 27 2 0 3 9325 1098 Pecent 15th Percentile: 34 MPH 50th Percentile: 40 MPH L ; 85th Percentile: 46 MPH 95th Percentile: 49 MPH t 1 Stats 10 MPH Pace Speed: 37-46 MPH Number in Pace: 5864 Percent in Pace: 62.9% r-. Number of Vehicles>45 MPH: 1946 Percent of Vehicles>45 MPH: 20.9% Mean Speed(Average): 41 MPH f-1 ("1 LJ r1 L� r � Page 2 r c . n Lj n r2i Osgood Street PRECISION U east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC rClient:Bayside/K.Cram P.03 301 Berrin,MA 01503 122978 AA Speed Office:508.4813999 Fax50&545.1234 Site Code:2121491 EB Email:datarequesu@pdillc.com Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 %ile Speed 07/14/1 2 0 0 1 2 11 18 21 13 0 0 0 0 0 66 45 39 U 01:00 0 0 0 1 0 8 12 7 1 0 0 0 0 29 45 42 02:00 0 0 0 0 1 5 10 2 1 0 0 0 0 19 43 41 03:00 0 0 0 0 2 4 2 2 1 1 0 0 0 12 38 42 r 04:00 0 0 0 2 1 4 6 7 4 0 0 0 0 24 50 43 05:00 0 0 0 2 2 10 11 8 6 1 0 0 0 40 49 42 U 06:00 0 0 0 0 5 13 51 29 6 0 1 0 0 105 47 43 07:00 0 0 0 2 14 48 76 51 6 2 1 0 0 200 46 42 08:00 0 0 0 4 27 75 104 54 10 0 0 0 0 274 46 41 n09:00 0 0 6 8 23 109 136 63 14 0 0 0 0 359 46 40 LJ 10:00 0 0 2 9 56 141 190 85 12 1 0 0 0 496 45 40 11:00 0 0 0 8 62 137 173 91 11 0 0 0 1 483 45 40 12 PM 0 0 0 7 49 142 245 95 16 1 0 0 0 555 45 41 n 13:00 0 0 2 9 40 151 254 140 24 4 0 0 0 624 46 41 14:00 0 0 0 8 41 117 168 104 23 1 0 0 0 462 46 41 U 15:00 0 0 0 6 43 107 161 109 13 5 1 0 0 445 46 41 16:00 0 0 0 4 40 87 144 65 17 0 1 0 0 358 46 41 17:00 0 0 1 9 49 75 133 75 15 2 0 0 0 359 46 41 n 18:00 0 0 0 3 45 71 138 67 21 1 0 0 0 346 46 41 ' 19:00 0 0 0 1 32 69 98 49 13 0 1 0 0 263 46 41 U 20:00 0 0 1 11 26 73 64 28 4 0 0 0 0 207 44 39 21:00 0 0 1 8 22 65 62 17 3 1 0 0 0 179 43 39 22:00 0 0 1 7 30 36 37 14 5 1 0 0 0 131 44 38 n 23:00 0 0 0 1 13 39 31 13 2 2 0 0 0 101 44 40 l J % 0.0% 0.0% 0.2% 1.8% 10.3% 26.1% 37.9% 19.4% 3.7% 0.4% 0.1% 0.0% 0.0% AM 09:00 10:00 11:00 10:00 10:00 11:00 09:00 07:00 06:00 11:00 10:00 n Peak _ Vol. _ _ _ __ 6 9 62 141 190 91 14 2 _1 __ 1 496 LJ PM 13:00 20:00 12:00 13:00 13:00 13:00 13:00 15:00 15:00 13:00 Peak Vol. 2 11 49 151 254 140 24 5 1 624 V-11 Total 0 0 15 112 634 1604 2327 1188 228 23 5 0 1 6137 1087 Pecent 15th Percentile: 34 MPH 50th Percentile: 40 MPH 85th Percentile: 46 MPH 95th Percentile: 49 MPH lJ Stats 10 MPH Pace Speed: 37-46 MPH Number in Pace: 3765 n Percent in Pace: 61.4% Number of Vehicles>45 MPH: 1252 Li Percent of Vehicles>45 MPH: 20.4% Mean Speed(Average): 41 MPH C I � t� n U r I U n Page 3 r-� ra Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.O.Box 301 Berlin,MA 01503 122978 AA Speed r-1 Office:508.4813999 Fax 508.545.1234 Site Code:2121491 WB Email:data requests@pdillccom Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave t Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 %ile Speed 07/12/1 r"1 2 0 0 0 1 2 4 12 8 4 1 1 0 0 33 49 44 01:00 0 0 0 0 2 3 5 4 1 0 0 0 0 15 46 42 02:00 0 0 0 0 2 0 4 4 1 0 0 0 0 11 47 43 03:00 0 0 0 0 1 3 5 5 0 0 0 0 0 14 46 42 04:00 0 0 0 2 3 9 13 9 7 3 0 0 0 46 50 43 r 1 05:00 0 0 0 4 11 22 41 59 29 3 2 0 0 171 50 44 06:00 0 0 1 3 11 41 119 200 60 16 1 0 0 452 50 45 07:00 0 0 0 3 27 72 220 295 84 20 0 0 0 721 49 45 08:00 1 0 1 3 33 92 249 230 94 9 2 1 0 715 49 44 r 09:00 0 0 1 2 20 64 173 126 49 7 2 0 0 444 48 44 10:00 0 2 1 4 11 68 154 159 39 7 0 0 0 445 48 44 11:00 0 0 0 5 25 56 179 176 41 3 0 0 0 485 48 44 12 PM 0 0 2 3 25 72 199 216 67 9 2 0 0 595 49 44 13:00 1 0 0 3 20 73 161 168 49 6 0 0 0 481 48 44 r } 14:00 0 0 0 2 21 54 166 161 53 14 2 0 0 473 49 44 15:00 0 0 0 3 22 51 160 191 76 19 0 0 0 522 50 45 t 16:00 0 0 3 8 21 66 223 208 48 9 2 0 0 588 48 44 17:00 1 0 0 5 18 86 192 205 64 8 0 0 0 579 49 44 r_I 18:00 0 0 1 1 12 40 119 159 68 11 0 0 0 411 50 45 19:00 0 0 1 1 17 35 119 116 26 3 1 1 0 320 48 44 20:00 0 0 0 0 11 39 103 75 29 8 0 0 0 265 49 44 t- 21:00 0 0 0 0 11 31 69 48 13 1 0 0 0 173 47 43 22:00 0 0 0 1 7 23 27 27 11 0 0 0 0 96 48 42 r-1 23:00 0 0 0 0 7 16 16 11 5 0 1 0 0 56 47 42 % 0.0% 0.0% 0.1% 0.7% 4.2% 12.6% 33.6% 35.3% 11.3% 1.9% 0.2% 0.0% 0.0% PAM 08:00 10:00 06:00 11:00 08:00 08:00 08:00 07:00 08:00 07:00 05:00 08:00 07:00 r 1 Vol 1 2 1 _5 _33 92 249 295 — 94 20 2_ 1 - 721 PM Peak 13:00 16:00 16:00 12:00 17:00 16:00 12:00 15:00 15:00 12:00 19:00 12:00 Vol. 1 3 8 25 86 223 216 76 19 2 1 595 Total 3 2 11 54 340 1020 2728 2860 918 157 16 2 0 8111 1162 Pecent 15th Percentile: 37 MPH 50th Percentile: 43 MPH L 85th Percentile: 49 MPH 95th Percentile: 52 MPH r .1 Stats 10 MPH Pace Speed: 40-49 MPH �J Number in Pace: 5149 Percent in Pace: 63.5% Number of Vehicles>45 MPH: 3374 Percent of Vehicles>45 MPH: 41.6% Mean Speed(Average): 44 MPH f 1 v u r . r � Page 4 r' u r ; LJ I U ?laws n Osgood Street PRECISION east of Butcher Boy Plaza D A T A City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram P.0.8=301 Berlin,MA 01503 122978 AA Speed Office:508.4813999 Fax5o8.545.1234 Site Code:2121491 WB Email:datarequesu@pdillccom Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 %ile Speed (- 07/13/1 2 0 0 0 1 4 4 14 5 2 1 0 0 0 31 46 42 LJ 01:00 0 0 0 0 0 5 8 2 1 0 1 0 0 17 44 43 02:00 0 0 0 0 1 5 7 1 0 0 0 0 0 14 43 40 03:00 0 0 0 0 3 2 12 7 0 0 0 0 0 24 46 42 04:00 0 0 1 0 3 4 12 14 4 2 0 0 0 40 49 44 05:00 0 0 0 2 10 9 27 53 34 10 2 0 0 147 52 46 Li 06:00 0 0 1 0 18 29 108 178 55 7 3 1 0 400 49 45 07:00 0 0 0 3 33 59 201 236 86 11 2 0 0 631 49 44 08:00 2 0 0 6 28 68 226 225 82 12 1 0 0 650 49 44 09:00 0 0 1 4 27 60 186 174 48 4 1 0 1 506 48 44 LJ 10:00 1 0 1 7 22 67 176 135 40 6 0 1 0 456 48 43 11:00 0 1 1 2 22 83 215 173 64 10 1 0 0 572 49 44 12 PM 0 2 0 1 25 69 199 190 71 8 1 0 0 566 49 44 n 13:00 0 0 0 3 15 64 193 174 47 7 2 0 0 505 48 44 14:00 0 0 1 5 16 67 144 159 52 9 0 0 0 453 49 44 Li 15:00 0 0 0 7 16 52 147 184 60 20 3 0 0 489 50 45 16:00 0 0 0 4 14 73 234 166 49 4 1 0 0 545 48 44 17:00 0 0 0 5 19 49 185 167 75 5 0 0 0 505 49 44 n, 18:00 0 0 1 2 18 41 139 151 59 14 1 0 0 426 50 45 + 19:00 0 0 0 4 25 28 104 87 28 8 0 0 0 284 49 43 U 20:00 0 0 0 3 14 33 76 81 24 3 1 0 0 235 48 44 21:00 0 0 0 2 14 38 69 35 4 3 0 0 0 165 46 41 22:00 0 0 0 2 4 28 40 28 7 1 0 0 0 110 47 42 23:00 0 0 0 1 5 8 28 23 2 1 1 0 0 69 47 43 Li %. 0.0% 0.0% 0.1% 0.8% 4.5% 12.1% 35.1% 33.8% 11.4% 1.9% 0.3% 0.0% 00% AM 08:00 11:00 04:00 10:00 07:00 11:00 08:00 07:00 07:00 08:00 06:00 06:00 09:00 08:00 Peak Vol. 2 1 1_ 7 33 83 _ 226 236 _ 86 12 _ 3 1 _ 1 650 _ U PM 12:00 14:00 15:00 12:00 16:00 16:00 12:00 17:00 15:00 15:00 12:00 Peak Vol. 2 1 7 25 73 234 190 75 20 3 566 —To-tal 3 3 7 64 356 945 2750 2648 894 146 21 2 1 7840 1152 Pecent 15th Percentile: 37 MPH v 50th Percentile: 43 MPH 85th Percentile: 49 MPH 95th Percentile: 52 MPH V Stats 10 MPH Pace Speed: 40-49 MPH Number in Pace: 4969 r Percent in Pace: 63.4% Number of Vehicles>45 MPH: 3184 Percent of Vehicles>45 MPH: 40.6% Mean Speed(Average): 44 MPH r I U n I n L C Page 5 C L rar� Osgood Street PRECISION east of Butcher Boy Plaza D A T A ` City,State:North Andover,MA INDUSTRIES,LLC Client:Bayside/K.Cram R0.8ox301 Berlin,MA 01503 122978 AA Speed r Office:508.4813999 Fax 508.545.1234 Site Code:2121491 WB Emait datarequests@pdillccom Start 1 15 20 25 30 35 40 45 50 55 60 65 70 Total 85th Ave Time 14 19 24 29 34 39 44 49 54 59 64 69 9999 %ile Speed 07/14/1 r 1 2 0 0 0 0 3 11 21 9 1 1 1 0 0 47 45 42 01:00 0 0 0 1 1 5 7 3 0 0 0 0 1 18 44 40 02:00 0 0 0 0 1 4 4 5 2 1 0 0 0 17 48 44 03:00 0 0 0 0 2 4 5 2 1 0 0 0 0 14 44 41 r i 04:00 0 0 0 0 0 3 10 8 2 0 0 0 0 23 47 44 05:00 0 0 0 1 1 10 8 19 14 1 0 0 0 54 51 45 06:00 0 0 0 1 1 8 37 43 16 5 0 0 0 111 50 45 07:00 0 0 0 4 17 32 62 90 29 2 0 0 0 236 49 44 08:00 0 0 0 3 13 33 100 110 33 7 2 0 0 301 49 44 r 1 09:00 0 0 0 4 20 49 103 139 53 7 0 1 0 376 49 44 10:00 0 0 0 3 29 62 131 137 64 8 1 0 0 435 49 44 11:00 0 0 0 3 22 70 197 133 64 10 1 0 0 500 49 44 12 PM 0 0 1 2 30 61 161 136 60 8 1 0 0 460 49 44 13:00 1 0 0 4 17 49 134 162 45 9 1 1 0 423 49 44 r l 14:00 0 0 0 4 15 47 85 147 53 10 1 1 0 363 50 45 15:00 0 0 0 3 19 29 109 162 64 7 1 0 0 394 50 45 L 16:00 0 0 1 2 11 38 103 125 56 11 1 0 0 348 50 45 17:00 0 0 0 5 14 29 102 144 58 10 4 0 0 366 50 45 18:00 0 0 0 3 15 35 91 120 47 4 0 0 0 315 49 44 19:00 0 0 0 0 16 31 98 93 35 4 0 0 0 277 49 44 20:00 0 0 1 2 13 32 83 68 14 3 0 0 0 216 47 43 21:00 0 0 0 1 18 31 58 35 12 0 1 0 0 156 47 42 22:00 0 0 0 0 7 31 45 25 13 0 0 0 0 121 48 42 r-1 23:00 0 0 0 1 3 14 27 12 6 2 1 0 0 66 48 43 _ % 0.0% 0.0_% 0.1% 0.8% 5.1% 12.7% 31.6% 34.2% 13.2% 2.0% 0.3% 0.1% 0.0%AM _ _ Peak 07:00 10:00 11:00 11:00 09:00 10:00 11:00 08:00 09:00 01:00 11:00 Vol. 4 _— 29 70 197 139 64 _ 10 _ 2 1 1 500 P M 13:00 12:00 17:00 12:00 12:00 12:00 13:00 15:00 16:00 17:00 13:00 12:00 ` Vol. 1 1 5 30 61 161 162 64 11 4 1 460 r� Total 1 0 3 47 288 718 1781 1927 742 110 16 3 1 5637 1160 Pecent 15th Percentile: 37 MPH 50th Percentile: 43 MPH L a 85th Percentile: 49 MPH 95th Percentile: 53 MPH Stats 10 MPH Pace Speed: 40-49 MPH `J Number in Pace: 3439 Percent in Pace: 61.0% r-ti Number of Vehicles>45 MPH: 2406 Percent of Vehicles>45 MPH: 42.7% ,J Mean Speed(Average): 44 MPH r� r-1 u r � t� Page 6 r r � �_1 i U 1--I N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A E/W: Great Pond Rd (Rte 13,3))/Casa Blanca �puA T� Site Code : 2121491 City, State: North Andover, MA P.O.Box301 Betlin,MA 01503 StartDate : 6/28/201: Office: 1234Client:Bayside Engineering/ K. Cram Emll:datarequests@pdilic.com Page No : 1 Lj Groups Printed-Cars- eaw Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thm Left FU-Tum Ri ht Thru Left I U-Tum Right I Thru Left U-Tum Ri ht Thrn Left I U-Turn Int.Total 07:00 AM 0 182 10 0 8 0 51 0 52 72 1 0 0 0 0 0 376 07:15 AM 0 179 7 0 7 0 71 0 42 103 0 0 0 0 0 0 409 07:30 AM 0 241 8 0 14 0 80 0 49 98 0 0 0 0 0 0 490 07:45 AM 0 222 10 0 13 0 113 0 62 114 0 0 0 0 0 0 534 Total 0 824 35 0 42 0 315 0 205 387 1 0 0 0 0 0 1809 t...1 08:00AM 0 194 14 0 12 0 93 0 50 107 2 0 0 0 0 0 472 n 08:15 AM 0 185 15 0 15 0 90 0 66 125 1 0 0 0 0 0 497 08:30 AM 0 153 18 0 29 1 98 0 71 127 1 0 1 0 0 0 499 Li 08:45 AM 1 181 20 0 28 0 108 0 85 157 0 0 1 0 0 0 581 Total 1 713 67 0 84 1 389 0 272 516 4 0 2 0 0 0 2049 Grand Total 1 1537 102 0 126 1 704 0 477 903 5 0 2 0 0 0 3858 1 Apprch% 0.1 93.7 6.2 0 15.2 0.1 84.7 0 34.4 65.2 0.4 0 100 0 0 0 U Total% 0 39.8 2.6 0 3.3 0 18.2 0 12.4 23.4 0.1 0 0.1 0 0 0 Cars 0 1486 86 0 118 1 673 0 450 861 4 0 2 0 0 0 3681 Cars 0 96.7 84.3 0 93.7 100 95.6 0 94.3 95.3 80 0 100 0 0 0 95.4 Heavy Vehicles 1 51 16 0 8 0 31 0 27 42 1 0 0 0 0 0 177 U%Heavy Vehicles 100 3.3 15.7 0 6.3 0 4.4 0 5.7 4.7 20 0 0 0 0 0 4.6 Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time R. h[ Thru Left U-Tum A .Tmal Right Thru Left U-T.. A .Taal Right Thru Left u-Tam A .Total Ri ht Thru Left U-Tum A .Tow Int.Total eak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 Weak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 194 14 0 208 12 0 93 0 105 50 107 2 0 159 0 0 0 0 0 472 08:15 AM 0 185 15 0 200 15 0 90 0 105 66 125 1 0 192 0 0 0 0 0 497 r 08:30 AM 0 153 18 0 171 29 1 98 0 128 71 127 1 0 199 1 0 0 0 1 499 08:45 AM 1 181 20 0 202 28 0 108 0 136 85 157 0 0 242 1 0 0 0 1 581 LJ Total Volume 1 713 67 0 781 84 1 389 0 474 272 516 4 0 792 2 0 0 0 2 2049 %App.Total 0.1 91.3 8.6 0 1 17.7 0.2 82.1 0 34.3 65.2 0.5 0 100 0 0 0 PHF .250 .919 .838 .000 .939 .724 .250 .900 .000 .871 .800 .822 .500 .000 .818 .500 .000 .000 .000 .500 .882 Cars 0 689 57 0 746 79 1 373 0 453 258 490 3 0 751 2 0 0 0 2 1952 U %Cars 0 96.6 85.1 0 95.5 94.0 100 95.9 0 95.6 94.9 95.0 75.0 0 94.8 100 0 0 0 100 95.3 Heavy Vehicles 1 24 10 0 35 5 0 16 0 21 14 26 1 0 41 0 0 0 0 0 97 xxaavyvenkiaa 100 3.4 14.9 0 4.5 6.0 0 4.1 0 4.4 5.1 5.0 25.0 0 5.2 0 0 0 0 0 4.7 n U C n ILJ n Lil n Li C i N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A E/W: Great Pond Rd (Rte 133))/Casa Blanca DuusARi A Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201; `J Office: .4813999 ?08545.1234Client:Bayside Engineering/ K. Cram Emil:datarequests@ dillc.com Page No 1 f } Groups Printed-Cars L Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left —u-Tum Ri ht Thru Left I U-Tum Right I Thru I Left U-Tum Right I Thru LeftU-Tum Int.Total r"1 07:00AM 0 175 9 0 8 0 49 0 49 67 1 0 0 0 0 0 358 07:15 AM 0 175 5 0 7 0 66 0 39 99 0 0 0 0 0 0 391 L_, 07:30 AM 0 233 6 0 11 0 78 0 47 95 0 0 0 0 0 0 470 07:45 AM 0 214 9 0 13 0 107 0 57 110 0 0 0 0 0 0 510 1 Total 0 797 29 0 39 0 300 0 192 371 1 0 0 0 0 0 1729 08:00 AM 0 191 11 0 11 0 84 0 45 105 1 0 0 0 0 0 448 i 08:15 AM 0 178 12 0 14 0 88 0 64 118 1 0 0 0 0 0 475 08:30 AM 0 146 15 0 27 1 96 0 68 118 1 0 1 0 0 0 473 t`� 08:45 AM 0 174 19 0 27 0 105 0 81 149 0 0 1 0 0 0 556 Total 0 689 57 0 79 1 373 0 1 258 490 3 0 2 0 0 0 1952 Grand Total 0 1486 86 0 118 1 673 0 450 861 4 0 2 0 0 0 3681 Apprch% 0 94.5 5.5 0 14.9 0.1 85 0 34.2 65.5 0.3 0 100 0 0 0 Total% 0 40.4 2.3 0 3.2 0 18.3 0 12.2 23.4 0.1 0 0.1 0 0 0 L , r—) Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left IU-Tum I App.Tow Right I Thru I Left I U-Tum A2p.Toml Right I Thru I ft I U-Tum App.Tow Right Thru I LeftI U-T= Aw.Tow in Totat { Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 191 11 0 202 11 0 84 0 95 45 105 1 0 151 0 0 0 0 0 448 L 08:15 AM 0 178 12 0 190 14 0 88 0 102 64 118 1 0 183 0 0 0 0 0 475 08:30 AM 0 146 15 0 161 27 1 96 0 124 68 118 1 0 187 1 0 0 0 1 473 t l 08:45 AM 0 174 19 0 193 27 0 105 0 132 81 149 0 0 230 1 0 0 0 1 556 Total Volume 0 689 57 0 746 79 1 373 0 453 258 490 3 0 751 2 0 0 0 2 1952 %_J %App.Total 0 92.4 7.6 0 17.4 0.2 82.3 0 34.4 65.2 0.4 0 100 0 0 0 PHF .000 .902 .750 .000 .923 .731 .250 .888 .000 .858 .796 .822 .750 .000 .816 .500 .000 .000 .000 .500 .878 r L f1 v ll �J f 1 �J f'1 C tiJ r � r � C • I� U r-1 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A G EM Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 City, P.O.BoIxD3015Bedin,MA 01503 Start Date : 6/28/201: Ci State: North Andover MA Client:Bayside Engineering/K. Cram OffEmail:.48 reque Fax50llc.co 234 Page No : 1 !-1 Email:datarequests@pdillc.com Li Groups Printed-Heavy Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru Lefr U-TumRi htThm Left I U-Tum Right I Thru 1 Right Thru Left I U-Turn Int Total U 07:00 AM 0 7 1 0 0 0 2 0 3 5 0 0 0 0 0 0 18 07:15 AM 0 4 2 0 0 0 5 0 3 4 0 0 0 0 0 0 18 07:30 AM 0 8 2 0 3 0 2 0 2 3 0 0 0 0 0 0 20 07:45 AM 0 8 1 0 0 0 6 0 5 4 0 0 0 0 0 0 24 Total 0 27 6 0 3 0 15 0 13 16 0 0 0 0 0 0 80 08:00 AM 0 3 3 0 1 0 9 0 5 2 1 0 0 0 0 0 24 f1 08:15 AM 0 7 3 0 1 0 2 0 2 7 0 0 0 0 0 0 22 08:30 AM 0 7 3 0 2 0 2 0 3 9 0 0 0 0 0 0 26 08:45 AM 1 7 1 0 1 0 3 0 4 8 0 0 0 0 0 0 25 Total 1 24 10 0 5 0 16 0 14 26 1 0 0 0 0 0 97 n Grand Total I 151 16 0 8 0 31 0 27 42 1 0 0 0 0 01 1.77 Apprch% 1.5 75 23.5 0 I 20.5 0 79.5 0 38.6 60 1.4 0 0 0 0 0 Total o 0.6 28.8 9 0 4.5 0 17.5 0 15.3 23.7 0.6 0 I 0 0 0 0 1 tJ Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From NorthFrom East From South From West Start Time I Right Thru Left I Uaum I A .Tmai I Right Thru I Left U-T= App.Tmal I Right I Thru I Left I u-Tum App.ToMl I Right Thru I LeftI u-Tum App.Tmol Int.Total leak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of I LPeak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 3 3 0 6 1 0 9 0 10 5 2 1 0 8 0 0 0 0 0 24 08:15 AM 0 7 3 0 10 1 0 2 0 3 2 7 0 0 9 0 0 0 0 0 22 08:30 AM 0 7 3 0 10 2 0 2 0 4 3 9 0 0 12 0 0 0 0 0 26 08:45 AM 1 7 1 0 9 1 0 3 0 4 4 8 0 0 12 0 0 0 0 0 25 Total Volume 1 24 10 0 35 5 0 16 0 21 14 26 1 0 41 0 0 0 0 0 97 %App.Total 1 2.9 68.6 28.6 0 23.8 0 76.2 0 34.1 63.4 2.4 0 0 0 0 0 n PHF 250 .857 .833 .000 .875 -625 .000 .444 .000 .525 -700 .722 .250 .000 .854 1 .000 .000 .000 .000 .000 .933 Li U C n Lj r L n V r 1 t , NIS: Osgood Street(Route 125) PRECISION File Name : 122978 A r E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code :2121491 �'> P.O.BoxD301 BedinSMA 01503 Start Date : 6/28/201: Ci State:North Andover MA Office:508.4813999 Fax:508.545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No Groups Printed-Peds and Bicycles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North I From East I From South From West Start Time Right I Thru I Left Peds I Right Thru I Left I Peds Right II Left Peds 7kiiiht 7 Thru I Left I Peds Int.Total f 07:00 AM 0 1 00 0 0 0 0 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 4 1 07:30 AM 0 6 0 0 0 0 3 0 1 2 0 0 0 0 0 0 12 07:45 AM 0 2 0 0 0 0 1 0 0 3 0 0 0 0 0 0 6 r'2 Total 0 9 0 0 1 0 0 6 0 3 5 0 0 0 0 0 0 23 08:00 AM 0 1 0 0 1 0 0 0 1 1 0 0 0 0 0 1 5 08:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 t 08:30 AM 0 1 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 08:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Total 0 3 0 0 1 0 2 0 1 2 0 0 0 0 0 1 10 Grand Total 0 12 0 0 1 0 8 0 4 7 0 0 0 0 0 1 33 t Apprch% 0 100 0 0 11.1 0 88.9 0 36.4 63.6 0 0 0 0 0 100 Total% 0 36.4 0 0 3 0 24.2 0 12.1 21.2 0 0 0 0 0 3 L' r � v Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left I eds I App.T.M1 I Right Thru I Lefl Peds I A .T i I Right Thru Left Peds App.Toml Ri ht I Thru Left I Peds App.ToW Int.Total r Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 00 0 0 2 0 2 2 0 0 0 2 0 0 0 0 0 4 07:30 AM 0 6 0 0 6 0 0 3 0 3 1 2 0 0 3 0 0 0 0 0 12 r 07:45 AM 0 2 0 0 2 0 0 1 0 1 0 3 0 0 3 0 0 0 0 0 6 08:00 AM 0 1 0 0 1 1 0 0 0 1 1 1 0 0 2 0 0 0 1 1 5 Total Volume 0 9 0 0 9 1 0 6 0 7 4 6 0 010 0 0 0 1 1 27 %App.Total 0 100 0 0 14.3 0 85.7 0 40 60 0 0 0 0 0 100 PHF .000 375 .000 .000 .375 .250 .000 .500 .000 .583 .500 .500 .000 .000 .833 1 .000 .000 .000 .250 .250 .563 r f ^ s` 1 l_J r � L� f 1 r � L.1 r 1 L r � r n n N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 301Ber `yP.O.BoxD5iin5 A 01503 LLC Ci , State: North Andover,MA Start Date : 6/28/201: Office:508.4813999 Fax508545.1234 Client- Bayside Engineering/ K. Cram Email:datarequests@pdilk.com Page No : 1 U n Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant l From North From East From South From West UStart Time Fight Thru Left u-Tum .Taw Ri t Thru Left u-rum A .Toni Right Thru Left o-Tum A raw Right Thru Left u-Tum A .Taw Int Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 194 14 0 208 12 0 93 0 105 50 107 2 0 159 0 0 0 0 0 472 08:15 AM 0 185 15 0 200 15 0 90 0 105 66 125 1 0 192 0 0 0 0 0 497 4.J 08:30 AM 0 153 18 0 171 29 1 98 0 128 71 127 1 0 199 1 0 0 0 1 499 08:45 AM 1 181 20 0 202 28 0 108 0 136 85 157 0 0 242 1 0 0 0 1 581 Total Volume 1 713 67 0 781 84 1 389 0 474 272 516 4 0 792 2 0 0 0 2 2049 n a/o App.Total 0.1 91.3 8.6 0 17.7 0.2 82.1 0 34.3 65.2 0.5 0 100 0 0 0 PHF 1 .250 .919 .838 .000 .939 .724 .250 .900 .000 .871 .800 .822 .500 .000 .818 .500 .000 .000 .000 .500 .882 Cars 1 0 689 57 0 746 79 1 373 0 453 258 490 3 0 751 2 0 0 0 2 1952 %Cars 0 96.6 85.1 0 95.5 94.0 100 95.9 0 95.6 94.9 95.0 75.0 0 94.8 100 0 0 0 100 95.3 n Heavy Vehicles 1 24 10 0 35 5 0 16 0 21 14 26 1 0 41 0 0 0 0 0 97 nu y Vawia 100 3.4 14.9 0 4.5 6.0 0 4.1 0 4.4 5.1 5.0 25.0 0 5.2 0 0 0 0 0 4.7 Osgood Street(Route 125) Out In Total 569 ;74611315 66 lJ 600 1381 0 689 57 0 1 24 10 0 tJ11 7131 671 0 Right Thru Left U-Tum f � y U Peak Hour Data «-_ LJ m .i � co North "' o �--y s a ' M c N o F-� Peak Hour Begins at 08:00 A ~� o o CN O N= N N W Curs w W w .-. to N ro ir� Heavy Vehicles �x u o M 000E C oa U H min D 3000 °' u T r Left Thru Ri ht U-Tum 3 490 258 0 y { 1 2131 14 0 0 4 5162721 0 8,51 n 81 1104 792 1896 U Out In Total n Li C r � N/S: Osgood Street (Route 125) PRECISION File Name : 122978 Al r E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 City, s P.O.Bo1xD3015Berl nSMA 01503 Start Date : 6/28/201, Ci State: North Andover MA Office:508.4813999 Fa:c508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillccom Page No 1 r , Groups Printed-Cars- eavy Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa BlancaRestaurant From North From East From South From West Start Time I Right I Thru Left U•Tum Ri ht Thru Left I U-Turn Right I firm Left I U-Turn Ri ht I Thru Left I U-Tum IInt Total 04:00PM 3 164 27 0 20 0 72 0 70 257 0 0 0 0 0 0 613 04:15 PM 0 167 14 0 24 0 102 0 72 200 1 0 2 0 0 0 582 ' 04:30 PM 0 174 15 .0 30 0 80 0 75 254 I 0 I 0 1 0 631 04:45 PM 2 183 33 0 20 0 63 0 91 296 4 0 0 0 1 0 693 r't Total 5 688 89 0 94 0 317 0 308 1007 6 0 3 0 2 0 2519 05:00 PM 1 206 29 0 22 0 45 0 67 292 2 0 0 0 0 0 664 05:15 PM 1 176 28 0 20 0 41 0 73 326 0 0 6 0 0 0 671 r 05:30 PM 2 145 19 0 12 0 51 0 94 301 2 0 2 0 0 0 628 05:45 PM 1 151 14 0 14 0 64 0 64 306 6 0 0 1 0 0 621 Total 5 678 90 0 68 0 201 0 298 1225 10 0 8 1 0 0 2584 Grand Tota] 10 1366 179 0 162 0 518 0 606 2232 16 0 I1 1 2 0 5103 t l Apprch% 0.6 87.8 11.5 0 23.8 0 76.2 0 21.2 78.2 0.6 0 78.6 7.1 14.3 0 Total% 0.2 26.8 3.5 0 3.2 0 10.2 0 11.9 43.7 0.3 0 0.2 0 0 0 t Cars 10 1354 177 0 150 0 506 0 592 . 2187 16 0 11 1 2 0 5006 %Cars 100 99.1 98.9 0 92.6 0 97.7 0 97.7 98 100 0 100 100 100 0 98.1 r-� Heavy Vehicles 0 12 2 0 12 0 12 0 14 45 0 0 0 0 0 0 97 %Heavy Vehicles 0 0.9 1.1 0 7.4 0 2.3 0 2.3 2 0 0 0 0 0 0 1.9 r � Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right I Thru I Left I u-rum I App.T- Right I Thru I Left I u-Tum I App.T-i Ri ht I Thru I Left I U-T m App.T-j I Right Thru I Left I u-rum Ap,.Tad 1nt.Totat r 1 Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 174 15 0 189 30 0 80 0 110 75 254 1 0 330 I 0 1 0 2 631 04:45 PM 2 183 33 0 218 20 0 63 0 83 91 296 4 0 391 0 0 1 0 1 693 05:00 PM 1 206 29 0 236 22 0 45 0 67 67 292 2 0 361 0 0 0 0 0 664 r'- 05:15 PM 1 176 28 0 205 20 0 41 0 61 73 326 0 0 399 6 0 0 0 6 671 Total Volume 4 739 105 0 848 92 0 229 0 321 306 1168 7 0 1481 7 0 2 0 9 2659 %A .Total 0.5 87.1 12.4 0 28.7 0 71.3 0203 78.9 0.5 0 1 77.8 0 22.2 0 PHF .500 .897 .795 .000 .898 .767 .000 .716 .000 .730 .841 .896 .438 .000 .928 .292 .000 .500 .000 .375 .959 r� Cars 4 734 103 0 841 87 0 223 0 310 298 1153 7 0 1458 7 0 2 0 9 2618 %Cars 100 99.3 98.1 0 99.2 94.6 0 97.4 0 96.6 97.4 98.7 100 0 98.4 100 0 100 0 100 98.5 Heavy Vehicles 0 5 2 0 7 5 0 6 0 11 8 15 0 0 23 0 0 0 0 0 41 %H-y Vehidi« 0 0.7 1.9 0 0.8 5.4 0 2.6 0 3.4 2.6 1.3 0 0 1.6 0 0 0 0 0 1.5 rt lJ ri �J rl u r� L J r 1 r � t J r� n h NIS: Osgood Street (Route 125) PRECISION File Name : 122978 A) E/W: Great Pond Rd (Rte 13,3))/Casa Blanca D A T A Site Code : 2121491 City, State: North Andover, R0.BoxD3015TRIBerInS MA A 01503 StartDate : 6/28/201'e Ofice:508.4813999 Fax:508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No : 1 V Groups Printed-Cars Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time ht Thru Left U-Tum Right Thru Left U-Turn Right Thru Left U-Tum Ri ht Thru Left U-Turn Int.Total U Right 04:00 PM 3 164 27 0 18 0 68 0 67 242 0 0 0 0 0 0 589 04:15 PM 0 163 14 0 23 0 100 0 70 190 1 0 2 0 0 0 563 04:30 PM 0 171 15 0 28 0 78 0 73 248 1 0 1 0 1 0 616 04:45 PM 2 182 33 0 19 0 62 0 88 292 4 0 0 0 1 0 683 ! Total 5 680 89 0 88 0 308 0 298 972 6 0 3 0 2 0 2451 U 05:00PM 1 205 27 0 20 0 44 0 65 290 2 0 0 0 0 0 654 05:15 PM 1 176 28 0 20 0 39 0 72 323 0 0 6 0 0 0 665 05:30 PM 2 142 19 0 11 0 51 0 94 300 2 0 2 0 0 0 623 05:45 PM 1 151 14 0 11 0 64 0 63 302 6 0 0 1 0 0 613 Total 5 674 88 0 62 0 198 0 294 1215 10 0 8 1 0 0 2555 I Grand Total 10 1354 177 0 I 150 0 506 0 592 2187 160 11 I 2 0 5006 Apprch% 0.6 87.9 11.5 0 22.9 0 77.1 0 21.2 78.2 0.6 0 78.6 7.1 14.3 0 �_4 Total% 0.2 27 3.5 0 3 0 10.1 0 11.8 43.7 0.3 0 I 0.2 0 0 0 n II U Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Ri ht Thm Left U-Tum A22.Tod Right Thru Left U-Tum .Tmd Right Thru Left u•Turn App.Tmo Right Thru Left U-T. .TomI.-T.--i-I ?eak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of I L-Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 2 182 33 0 21719 0 62 0 81 88 292 4 0 384 0 0 1 0 1 683 05:00 PM 1 205 27 0 233 20 0 44 0 64 65 290 2 0 357 0 0 0 0 0 654 n05:15 PM 1 176 28 0 205 20 0 39 0 59 72 323 0 0 395 6 0 0 0 6 665 05:30 PM 2 142 19 0 163 ll 0 51 0 62 94 300 2 0 396 2 0 0 0 2 623 Total Volume 6 705 107 0 818 70 0 196 0 266 319 1205 8 0 1532 8 0 1 0 9 2625 %App.Total 0.7 86.2 13.1 0 26.3 0 73.7 0 1 20.8 78.7 0.5 0 88.9 0 11.1 0 S PHF .750 .860 .811 .000 .878 .875 .000 .790 .000 .821 1 .848 .933 .500 .000 .967 1 .333 .000 .250 .000 .375 .961 U I� I ; U n Li E n f U n rti rd IL 1 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 A� r EM Great Pond Rd (Rte 133))/Casa Blanca D� usATRi s,uc Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/2012 `J Office:508.481.3999 Fax.508.545.1234 Client:Bayside Engineering/ K. Cram Email: Page No : 1 datarequests@pdillccom Groups Printed-Heayx Vehicles L Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North I From East From South From West Start Time Right Thru Left U-Tum I Right Thru Left U-Tum Right Thm Left I U-'IlanRi ht Thru Left U-Tum Int Total r 1 04:00 PM0 0 0 0 2 0 4 0 3 15 0 0 0 0 0 0 24 04:15 PM 0 4 0 0 1 0 2 0 2 10 0 0 0 0 0 0 19 `J 04:30 PM 0 3 0 0 2 0 2 0 2 6 0 0 0 0 0 0 15 04:45 PM 0 1 0 0 1 0 1 0 3 4 0 0 0 0 0 0 10 Total 0 8 0 0 1 6 0 9 0 10 35 0 0 0 0 0 0 68 05:00PM 0 1 2 0 2 0 1 0 2 2 0 0 0 0 0 0 10 'J 05:15 PM 0 0 0 0 0 0 2 0 1 3 0 0 0 0 0 0 6 05:30 PM 0 3 0 0 1 0 0 0 0 1 0 0 0 0 0 0 5 t ' 05:45 PM 0 0 0 0 3 0 0 0 1 4 0 0 0 0 0 0 8 Total 0 4 2 0 6 0 3 0 4 10 0 0 0 0 0 0 29 ` Grand Total 0 12 2 0 12 0 12 0 14 45 0 0 0 0 0 0 97 f Apprch% 0 85.7 14.3 0 50 0 50 0 23.7 76.3 0 0 0 0 0 0 Total% 0 12.4 2.1 0 12.4 0 12.4 0 14.4 46.4 0 0 0 0 0 0 c� Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right I Thru I Left I U-T.. I App.T-1 Right I ThruLeft I U-T.. I Ap TOW Ri t I Thru I Left I U-Tum A .Toni Right I Thru I Left I U-T. App.T..1 Inc.Total f" Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 4 J 04:00 PM 0 0 0 0 0 2 0 4 0 6 3 15 0 0 18 00 0 0 0 24 04A5 PM 0 4 0 0 4 1 0 2 0 3 2 10 0 0 12 0 0 0 0 0 19 04:30 PM 0 3 0 0 3 2 0 2 0 4 2 6 0 0 8 0 0 0 0 0 15 r-l 04:45 PM 0 1 0 0 1 1 0 1 0 2 3 4 0 0 7 0 0 0 0 0 10 Total Volume 0 8 0 0 8 6 0 9 0 15 10 35 0 0 45 00 0 0 0 68 %A .Total 0 100 0 0 40 0 60 0 22.2 77.8 0 0 0 0 0 0 PHF .000 .500 .000 .000 .500 .750 .000 .563 .000 .625 .833 .583 .000 .000 .625 1 .000 .000 .000 .000 .000 .708 r � t r � u l 1 l J l-1 r l t-J r� r7 r • r �. n n N/S: Osgood Street(Route 125) PRECISION File Name : 122978 Al EM Great Pond Rd (Rte 133))/Casa Blanca DDu� ArRlETs,u Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201 Office:508.4813999 Fax508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No 1 Li Groups Printed-Peds and Bicycles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant r From North From East From South From West Start Time Fight Thru Left Peds Right -;Fru Left Peds Ri ht Thru Left Peds Ri ht Thru Left Peds Int Total 04:00 PM 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 U 04:15 PM 0 0 0 0 0 0 2 0 0 3 0 0 0 0 0 0 5 04:30 PM 0 2 1 0 0 0 1 0 1 3 0 0 0 0 0 0 8 f� 04:45 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 Total 0 4 1 0 0 0 3 0 1 8 0 0 0 0 0 0 17 U 05:00 PM 0 3 0 0 1 0 0 0 2 1 0 0 0 0 0 0 7 r05:15 PM 0 1 1 0 1 0 0 0 2 2 0 0 0 0 0 0 7 l 05:30 PM 0 0 0 0 0 0 2 0 I 2 0 0 0 0 0 0 5 l.J 05:45 PM 0 2 0 1 ] 0 1 0 2 4 0 0 0 0 0 0 11 Total 0 6 1 1 3 0 3 0 7 9 0 0 0 0 0 0 30 n Grand Total 0 10 2 1 30 6 0 8 17 0 0 0 0 0 0 47 Apprch% ( 0 76.9 15.4 7.7 33.3 0 66.7 0 32 68 0 0 0 0 0 0 17 36.2 0 0 0 0 0 Total% 0 21.3 4.3 2.1 I 6.4 0 12.8 0 I 0 U Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left I Peds I AEp.Twm Right Thru I Left I Peds Ap2.Tow Right I Thru I Left I Peds I App.Tw Ri ht I Thru I Left I Peds App.Twi tnt.Total leak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of I L-Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 3 0 0 3 10 0 0 1 2 1 0 0 3 0 0 0 0 0 7 05:15 PM 0 1 1 0 2 1 0 0 0 1 2 2 0 0 4 0 0 0 0 0 7 n 05:30 PM 0 0 0 0 0 0 0 2 0 2 1 2 0 0 3 0 0 0 0 0 5 05:45 PM 0 2 0 1 3 1 0 1 0 2 2 4 0 0 6 0 0 0 0 0 11 Total Volume 0 6 1 1 8 3 0 3 0 6 7 9 0 0 16 0 0 0 0 0 30 %App.Total 0 75 12.5 12.5 50 0 50 0 143.8 56.2 0 0 0 0 0 0 PHF .000 .500 .250 .250 .667 .750 .000 .375 .000 .750 .875 .563 .000 .000 .667 1 .000 .000 .000 .000 .000 .682 t U n lJ n L n U n L n i Li n N/S: Osgood Street (Route 125) PRECISION File Name : 122978 Ai r E/W: Great Pond Rd (Rte 133))/Casa Blanca D A T A Site Code : 2121491 City, State:North Andover,MA P.O.BoixD3015BerinS A 01503 Start Date : 6/28/201, Office:508.4813999 Fax508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No 1 Osgood Street(Route 125) ad(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant r From North m East From South From West Start Time Right Thru Left u-Tum .Tmd [RMuft I u-'rum I Mi,.T.W I Right I Tin I Left I U-T. I App.Tow I Right Thru I Left I u-'rum .Tom Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 174 15 0 189 30 0 80 0 110 75 254 1 0 330 1 0 1 0 2 631 r 1 04:45 PM 2 183 33 0 218 20 0 63 0 83 91 296 4 0 391 0 0 1 0 1 693 05:00 PM 1 206 29 0 236 22 0 45 0 67 67 292 2 0 361 0 0 0 0 0 664 05:15 PM 1 176 28 0 205 20 0 41 0 61 73 326 0 0 399 6 0 0 0 6 671 Total volume 4 739 105 0 848 92 0 229 0 321 306 1168 7 0 1481 7 0 2 0 9 2659 r l %App.Total 0.5 87.1 12.4 0 28.7 0 71.3 0 20.7 78.9 0.5 0 77.8 0 22.2 0 PHF .500 .897 .795 .000 .898 .767 .000 .716 .000 .730 .841 .896 .438 .000 .928 .292 .000 .500 .000 .375 .959 Cars 4 734 103 0 841 87 0 223 0 310 298 1153 7 0 1458 7 0 2 0 9 2618 %Cars 100 99.3 98.1 0 99.2 94.6 0 97.4 0 96.6 97.4 98.7 100 0 98.4 100 0 100 0 100 98.5 Hcsa y Vehicles 0 5 2 0 7 5 0 6 0 11 8 15 0 0 23 0 0 0 0 0 41 f 1 %Hwy Vehicles 0 0.7 1.9 0 0.8 5.4 0 2.6 0 3.4 2.6 1.3 0 0 1.6 0 0 0 0 0 1.5 a� Osgood Street(Route 125) Out In Total 1242841 I 83 727 1262 t 4 734 103 0 r 0 5 2 0 41 7391 1051 0 Right Thru Left U-Tum t FJ 1 v Peak Hour Data r 1�a NON N 0 t:) G o m T J I ^�[Jf-4 jO� 0 0 o North 1 0 S it o 0 o F-� =Vehi at 04:30 P ~-2 o 0 0 _� f l 0 v non.- 'C N N N O no o ir� o m0o0o E c im 0 > 3 0 o w 4� T r' Left Thru Ri ht U-Tum 7 1153 298 0 f 0 15 8 0 71 11681 306 0 L_j 964 1458 2422 r 1 3 34 975 1481 456 Out In Total r1 r � r � J n r--� N/S: Osgood Street (Route 125) PRECISION File Name : 122978 AA1 E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 U INDUSTRIES,LLC City, State: North Andover,MA P.O.Box 301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.481.3999 Fax508545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No 1 Li Groups Printed-Cars- eavy Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right I T -u I Left U-Tum Right I Thru Left I U-Tum Right I Thru I LeftTU-Turn Right I n ru I Int.Total Li 10:30 AM 1 135 14 0 19 0 38 0 42 152 0 0 0 0 0 0 401 10:45 AM 0 139 17 0 19 0 41 0 33 182 1 0 0 0 0 0 432 { Total 1 274 31 0 38 0 79 0 75 334 1 0 0 0 0 0 833 11:00 AM 1 159 11 0 16 0 38 0 44 163 1 0 0 0 1 0 434 11:15 AM 1 139 12 0 16 0 43 0 42 165 0 0 0 0 1 0 419 11:30 AM 0 142 25 0 18 1 35 0 52 184 1 0 0 0 0 0 458 11:45 AM 0 133 14 0 13 0 37 0 51 180 3 0 0 0 0 0 431 Total 2 573 62 0 63 1 153 0 189 692 5 0 0 0 2 0 1742 U 12:00 PM 0 117 13 0 19 0 45 0 56 168 2 0 3 0 0 0 423 12:15 PM 0 146 18 0 30 0 42 0 55 168 0 0 1 0 0 0 460 12:30 PM 0 140 13 0 17 0 35 0 48 181 1 0 4 0 0 0 439 12:45 PM 1 142 14 0 14 0 45 0 51 155 0 0 0 0 0 0 422 Total 1 545 58 0 80 0 167 0 210 672 3 0 8 0 0 0 1744 01:00 PM 1 121 14 0 19 0 47 0 37 164 1 0 0 0 0 0 404 01:15 PM 3 121 19 0 13 0 35 0 35 182 0 0 3 0 0 0 411 U Grand Total 8 1634 184 0 213 1 481 0 546 2044 10 0 11 0 2 0 5134 Apprch% 0.4 89.5 10.1 0 30.6 0.1 69.2 0 21 78.6 0.4 0 84.6 0 15.4 0 Total% 0.2 31.8 3.6 0 4.1 0 9.4 0 10.6 39.8 0.2 0 0.2 0 0 0 Cars 8 1613 177 0 200 1 472 0 541 2005 10 0 11 0 2 0 5040 Cars 100 98.7 96.2 0 93.9 100 98.1 0 99.1 98.1 100 0 100 0 100 0 98.2 Heavy Vehicles 0 21 7 0 13 0 9 0 5 39 0 0 0 0 0 0 94 %Heavy Vehicles 0 1.3 3.8 0 6.1 0 1.9 0 0.9 1.9 0 0 0 0 0 0 1.8 n, Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Ri ht Thru LefrI U-Tum I App.Tm i Right I Thru I Left I U-Tum I App.Tmai Right I Thru I Left I U-rum App.Tom Right Thru Left I u-Tm App.Tom 171nr.Total eak Hour Analysis From 10:30 AM to 01:15 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 142 25 0 167 18 1 35 0 54 52 184 1 0 237 0 0 0 0 0 458 11:45 AM 0 133 14 0 147 13 0 37 0 50 51 180 3 0 234 0 0 0 0 0 431 L 12:00 PM 0 117 13 0 130 19 0 45 0 64 56 168 2 0 226 3 0 0 0 3 423 12:15 PM 1 0 146 18 0 164 30 0 42 0 72 55 168 0 0 223 1 0 0 0 1 460 Total Volume 0 538 70 0 608 80 1 159 0 240 214 700 6 0 920 4 0 0 0 4 1772 r/o A .Total 0 88.5 11.5 0 33.3 0.4 66.2 0 23.3 76.1 0.7 0 100 0 0 0 PHF .000 .921 .700 .000 .910 .667 .250 .883 .000 .833 .955 .951 .500 .000 .970 .333 .000 .000 .000 .333 .963 Cars 0 534 67 0 601 71 1 155 0 227 213 690 6 0 909 4 0 0 0 4 1741 %Cars 0 99.3 95.7 0 98.8 88.8 100 97.5 0 94.6 99.5 98.6 100 0 98.8 100 0 0 0 100 98.3 F3eavy Vehicles 0 4 3 0 7 9 0 4 0 13 1 10 0 0 11 0 0 0 0 0 31 %xnIy Vehicla 0 0.7 4.3 0 1.2 11.3 0 2.5 0 5.4 0.5 1.4 0 0 1.2 0 0 0 0 0 1.7 }n 1 n I U I Li C Li ' r � NIS: Osgood Street (Route 125) PRECISION File Name : 122978 AA r E/W: Great Pond Rd (Rte 133))/Casa Blanca D A T A Site Code : 2121491 City, State: North Andover,MA P.O.BofxD3015Berlin,MA 01503 Start Date : 6/30/2012 Ll Office:508.4813999 Fax 508545.1234 Client: Bayside Engineering/ K. Cram Email:data requests@pdillc.com Page No 1 Groups Printed-Cars L Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru Left U-Tum Right Thru Left U-Tum Right Thru LeftU-Tum Ri ht Thru Left U-Tum Int.Total 10:30 AM 1 134 14 0 18 0 38 0 42 146 0 0 0 0 0 0 393 10:45 AM 0 139 15 0 19 0 39 0 33 180 1 0 0 0 0 0 426 Total 1 273 29 0 1 37 0 77 0 75 326 1 0 0 0 0 0 819 r_7 11:00 AM 1 156 11 0 15 0 380 43 160 1 0 0 0 1 0 426 11:15 AM 1 137 11 0 16 0 41 0 41 163 0 0 0 0 1 0 411 �a 11:30 AM 0 139 23 0 17 1 32 0 51 181 1 0 0 0 0 0 445 11:45 AM 0 132 13 0 12 0 36 0 51 178 3 0 0 0 0 0 425 r. Total 2 564 58 0 60 1 147 0 1 186 682 5 0 1 0 0 2 0 1707 12:00 PM 0 117 13 0 19 0 45 0 56 165 2 0 3 0 0 0 420 12:15 PM 0 146 18 0 23 0 42 0 55 166 0 0 1 0 0 0 451 12:30 PM 0 135 13 0 17 0 35 0 48 176 1 0 4 0 0 0 429 t, 12:45 PM 1 139 14 0 14 0 45 0 50 153 0 0 0 0 0 0 416 Total 1 537 58 0 73 0 167 0 209 660 3 0 8 0 0 0 1716 L1 01:00 PM 1 118 13 0 19 0 46 0 37 158 1 0 0 0 0 0 393 r-) 01:15 PM 3 121 19 0 11 0 35 0 34 179 0 0 3 0 0 0 405 Grand Total 8 1613 177 0 200 1 472 0 541 2005 10 0 11 0 2 0 5040 Apprch% 0.4 89.7 9.8 0 29.7 0.1 70.1 0 21.2 78.4 0.4 0 84.6 0 15.4 0 Total% 1 0.2 32 3.5 0 4 0 9.4 0 10.7 39.8 0.2 0 0.2 0 0 0 t* LJ Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant r t From North From East From South From West Start Time Ri ht I Thru I Left I U-Tum I A .Tmei Right Thru I Left I U-Tum APP.Total I Right I Thru I Leh I U-T= ?2,2.Toni Right I Thru I Lefr I U-Tum A,.T..) Im.Totat a i Peak Hour Analysis From 10:30 AM to 0 1:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 139 23 0 162 1 11 1 32 050 51 181 1 0 233 0 0 0 0 0 445 r I 11:45 AM 0 132 13 0 145 12 0 36 0 48 51 178 3 0 232 0 0 0 0 0 425 12:00 PM 0 117 13 0 130 19 0 45 0 64 56 165 2 0 223 3 0 0 0 3 420 L-J 12:15 PM 0 146 18 0 164 23 0 42 0 65 55 166 0 0 221 1 0 0 0 1 451 Total volume 0 534 67 0 601 71 1 155 0 227 213 690 6 0 909 4 0 0 0 4 1741 11 %App.Total 0 88.9 11.1 0 31.3 0.4 68.3 0 23.4 75.9 0.7 0 100 0 0 0 PHF .000 .914 .728 .000 .916 .772 .250 .861 .000 .873 .951 .953 .500 .000 .975 .333 .000 .000 .000 .333 .965 s r � L� r1 L l r � L J r 1 l.J r � L J r 1 l J r f� NIS: Osgood Street (Route 125) PRECISION File Name : 122978 AA1 U E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code : 2121491 City, State: North Andover,Mf'i pl7 Box30$B II oSMA 01503 Start Date : 6/30/2012 Office: A813Far.508.545 234Client: Bayside Engineering/ K. Cram Email: mil:datarequesu@pdilic.com Page No 1 Grows Printed-HeM Vehicles Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru Left I U-Turn Right Thru Left I U-Turn Right I Thru I Left I U-Tum Right Thru Left I U-Tum Int Total U 10:30 AM 0 1 0 0 1 0 0 0 0 6 0 0 0 0 0 0 8 10:45 AM 0 0 2 0 0 0 2 0 0 2 0 0 0 0 0 0 6 Total 0 1 2 0 1 0 2 0 0 8 0 0 0 0 0 0 14 11:00 AM 0 3 0 0 1 0 0 0 1 3 0 0 0 0 0 0 8 tJ 11:15 AM 0 2 1 0 0 0 2 0 1 2 0 0 0 0 0 0 8 11:30 AM 0 3 2 0 1 0 3 0 1 3 0 0 0 0 0 0 13 11:45 AM 0 1 1 0 1 0 1 0 0 2 0 0 0 0 0 0 6 Total 0 9 4 0 3 0 6 0 3 10 0 0 0 0 0 0 35 U 12:00 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 12:15 PM 0 0 0 0 7 0 0 0 0 2 0 0 0 0 0 0 9 12:30 PM 0 5 0 0 0 0 0 0 0 5 0 0 0 0 0 0 10 12:45 PM 0 3 0 0 0 0 0 0 1 2 0 0 0 0 0 0 6 Total 0 8 0 0 7 0 0 0 1 12 0 0 0 0 0 0 28 01:00 PM 0 3 1 0 0 0 1 0 0 6 0 0 0 0 0 0 11 01:15 PM 0 0 0 0 2 0 0 0 1 3 0 0 0 0 0 0 6 t j Grand Total 0 21 7 0 13 0 9 0 5 39 0 0 0 0 0 0 94 Apprch% 0 75 25 0 59.1 0 40.9 0 11.4 88.6 0 0 0 0 0 0 �I Total% 0 22.3 7.4 0 13.8 0 9.6 0 5.3 41.5 0 0 0 0 0 0 U Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left I u-Tum I App.Tw Right I Thru I Left I u-rum App.Tow Right I Thru I Leh I u-Tum App.Tm:i Right Thru I ft I u-Tum A .Tonal mt.Tota! Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 0 0 0 0 7 0 0 0 7 0 2 0 0 2 0 0 0 0 0 9 12:30 PM 0 5 0 0 5 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 10 12:45 PM 0 3 0 0 3 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 6 01:00 PM 0 3 1 0 4 0 0 1 0 1 0 6 0 0 6 0 0 0 0 0 11 f—Fotal Volume 0 11 1 0 12 7 0 1 0 8 1 15 0 0 16 0 0 0 0 0 36 o App.Total 0 91.7 8.3 0 87.5 0 12.5 0 6.2 93.8 0 0 0 0 0 0 U PHF .000 .550 .250 .000 .600 .250 .000 .250 .000 .286 1 .250 .625 .000 .000 .667 1 .000 .000 .000 .000 .000 1 .818 n U li tJ L r � 1 J N/S: Osgood Street(Route 125) PRECISION File Name : 122978 AA1 E/W: Great Pond Rd (Rte 133)/Casa Blanca D A T A Site Code :2121491 City, State: North Andover,MA P.O.Box0301 8e lln,,MA 01503 Start Date : 6/30/2012 �J Office:508.4813999 Fax:508-545.1234 Client:Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No : 1 , Groups Printed-Peds and Bicycles �- Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time Right Thru Left Peds Ri t Thru Left Peds Right ThruLeft Peds Ri ht Thru Left Peds Int.Total 10:30 AM 0 2 0 0 0 0 0 0 3 6 0 0 0 0 0 0 11 10:45 AM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 `J Total 0 3 0 0 0 0 0 0 3 7 0 0 0 0 0 0 13 r 1 11:00 AM 0 1 0 0 0 0 0 0 3 2 0 0 0 0 0 0 6 11:15 AM 0 2 0 0 0 0 2 0 2 1 0 0 0 0 0 0 7 11:30 AM 0 0 0 0 1 0 0 0 6 2 0 0 0 0 0 0 9 11:45 AM 0 2 0 0 0 0 1 0 3 2 0 0 0 0 0 0 8 t Total 0 5 0 0 1 0 3 0 14 7 0 0 0 0 0 0 30 12:00 PM 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 4 12:15 PM 0 1 0 0 0 0 1 0 6 1 0 0 0 0 0 0 9 12:30 PM 0 4 0 0 0 0 l 0 2 1 0 0 0 0 0 0 8 f 12:45 PM 0 2 0 0 1 0 2 0 3 1 0 0 0 0 0 0 9 Total 0 7 0 0 1 0 6 0 13 3 0 0 0 0 0 0 30 L-J 01:00 PM 0 2 0 0 0 2 0 0 1 2 0 0 0 0 0 0 7 r 01:15 PM 0 1 1 0 0 0 1 0 2 2 0 0 0 0 0 0 7 Grand Total 0 18 1 0 2 2 10 0 33 21 0 0 0 0 0 0 87 Apprch% 0 94.7 5.3 0 14.3 14.3 71.4 0 61.1 38.9 0 0 0 0 0 0 Total% 0 20.7 1.1 0 2.3 2.3 11.5 0 37.9 24.1 0 0 0 0 0 0 r lJ Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant r 1 From North From East From South From West Start Time Right I Thru I Left I Peds I App.Total Right I Thro I LefrI Peds App.rma Right Thru I LeftI Peds App.Total Right I Thru I LeftI Peds A .rmai Int.Total 4 Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 oft Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 1 0 0 1 0 0 1 0 1 6 1 0 0 7 0 0 0 00 9 12:30 PM 0 4 0 0 4 0 0 1 0 1 2 1 0 0 3 0 0 0 0 0 8 12:45 PM 0 2 0 0 2 1 0 2 0 3 3 1 0 0 4 0 0 0 0 0 9 01:00 PM 0 2 0 0 2 0 2 0 0 2 1 2 0 0 3 0 0 0 0 0 7 Total volume 09 0 0 9 1 2 4 0 7 12 5 0 0 17 0 0 0 0 0 33 f l %App.Total 0 100 0 0 14.3 28.6 57.1 0 70.6 29.4 0 0 0 0 0 0 PHF 1 .000 .563 .000 .000 .563 .250 .250 .500 .000 .583 .500 .625 .000 .000 .607 1 .000 .000 .000 .000 .000 .917 r , tl t� r � t r-1 l.J r 1 l . 1 r� I , L4 r NIS: Osgood Street (Route 125) PRECISION File Name : 122978 AAf iJ E/W: Great Pond Rd (Rte 13{3))/Casa Blanca DpusArl;l�, MA A Site Code : 2121491 LLC City, State: North Andover, P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fa)c508545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No 1 �U Osgood Street(Route 125) Great Pond Road(Route 133) Osgood Street(Route 125) Casa Blanca Restaurant From North From East From South From West Start Time I Right I Thru I Left I u-rum .Taw Right I Thru I Left I u-T. I Ap.Tow Rjaht I Thru Left U-T. App.Tow Right I Thru I heft u-Tum App.Tow Int.Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM n 11:30 AM 0 142 25 0 167 18 l 35 0 54 52 184 1 0 237 0 0 0 0 0 458 1 11:45 AM 0 133 14 0 147 13 0 37 0 50 51 180 3 0 234 0 0 0 0 0 431 1 12:00 PM 0 117 13 0 130 19 0 45 0 64 56 168 2 0 226 3 0 0 0 3 423 12:15 PM 0 146 18 0 164 30 0 42 0 72 55 168 0 0 223 1 0 0 0 1 460 Total Volume 0 538 70 0 608 80 1 159 0 240 214 700 6 0 920 4 0 0 0 4 1772 n %A .Total 0 88.5 11.5 0 33.3 0.4 66.2 0 23.3 76.1 0.7 0 100 0 0 0 PHF .000 .921 .700 .000 .910 1 .667 .250 .883 .000 .833 .955 .951 .500 .000 .970 .333 .000 .000 .000 .333 .963 Cars 0 534 67 0 601 71 1 155 0 227 213 690 6 0 909 4 0 0 0 4 1741 %Cars 0 99.3 95.7 0 98.8 88.8 100 97.5 0 94.6 99.5 98.6 100 0 98.8 100 0 0 0 100 98.3 Heavy Vehicles 0 4 3 0 7 9 0 4 0 13 1 10 0 0 11 0 0 0 0 0 31 %H—YVawda 0 0.7 4.3 0 1.2 11.3 0 2.5 0 5.4 0.5 1.4 0 0 1.2 0 0 0 0 0 1.7 Osgood Street(Route 125) (`} Out In Total f 761 601 1362 19 7 26 U78 08 38 �l 0 534 67 0 04 3 0 U 0 5381 70 0 Right Thru Left U-Tum �..rl Peak Hour Data m �7 �0» M o 0 o North o m 0 0 � r�o� �� Peak Hour Begins at 11:30 A ~—'c —0— 3 '50 aoar ca o� Cars to r o r it i Hea ^ Vehicles �» N c m0� o0o E C c f U H od 3 00 w Left Thru Ri ht U-Tum 6 690 213 0 0 10 1 0 L 6 700 214 0 693 909 P16211 11 701 920 U Out In Total F1 iL lJ C � N/S: Osgood Street (Route 125) PRECISION File Name : 122978 B ' 1 E: Butcher Boy Plaza Entrance �DuslEs, A Site Code : 2121491 City, State: North Andover,lv1A P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201 Office:508.4813999 Fax:508545.1234 PN : 1 Client:Bayside Engineering/ K. Cram Page Email:datarequests@pdillc.com f Lj Grouns Printed-Cars-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South r Start Time Thru Left I U-Tum ]Right Left I U-Tum Right I Thru I U-Tum Int.Total 07:00 AM 187 6 0 0 a 0 10 71 0 274 J 07:15 AM 191 5 0 0 0 0 19 94 0 309 07:30 AM 242 15 0 0 0 0 16 97 0 370 07:45 AM 235 9 0 0 0 0 18 108 0 370 Total 855 35 0 0 0 0 63 370 0 1323 08:00 AM 205 10 0 0 0 0 30 91 0 336 08:15 AM 199 10 0 0 0 0 36 105 0 350 f 08:30 AM 173 6 0 0 0 0 29 127 0 335 08:45 AM 198 7 0 0 0 0 31 152 0 388 Total 775 33 0 0 0 0 126 475 0 1409 Grand Total 1630 68 0 0 0 0 189 845 0 2732 r Apprch% 96 4 0 0 0 0 18.3 81.7 0 L J Total% 59.7 2.5 0 0 0 0 6.9 30.9 0 Cars 1566 66 0 0 0 0 180 808 0 2620 %Cars 96.1 97.1 0 0 0 0 95.2 95.6 0 95.9 r Heavy Vehicles 64 2 0 0 0 0 9 37 0 112 %Heavy Vehicles 3.9 2.9 0 0 0 0 4.8 4.4 0 4.1 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time I Thm j Left I U-Tum A .Total Right Left U-Tum App.Total Right I Thm U-Tum App.Total Int Total r Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM IJ 07:30 AM 242 15 0 257 0 0 0 0 16 97 0 113 370 07:45 AM 235 9 0 244 0 0 0 0 18 108 0 126 370 08:00 AM 205 10 0 215 0 0 0 0 30 91 0 121 336 T 08:15 AM 199 10 0 209 0 0 0 0 36 105 0 141 350 Total Volume 881 44 0 925 0 0 0 0 100 401 0 501 1426 %App.Total 95.2 4.8 0 0 0 0 20 80 0 PHF .910 .733 .000 .900 .000 .000 .000 .000 .694 .928 .000 .888 .964 f Cars 848 43 0 891 0 0 0 0 99 380 0 479 1370 %Cars 96.3 97.7 0 96.3 0 0 0 0 99.0 94.8 0 95.6 96.1 �. Heavy Vehicles 33 1 0 34 0 0 0 0 1 21 0 22 56 %Heavy Vehicles 3.7 2.3 0 3.7 0 0 0 0 1.0 5.2 0 4.4 3.9 f"1 U r-, r1 to 1 1 Li r NIS: Osgood Street (Route 125) PRECISION File Name : 122978 B ij E:Butcher Boy Plaza Entrance D A T A Site Code : 2121491 LLC City, State: North Andover, A P.O.BoxDTRI3015Beri� Mro,A 0503 Start Date : 6/28/201: Office: 834ClientBayside Engineering/K. Cram Emil:dataroquests@pdilc.com Page No 1 U Groups Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left I U-Tum Ri ht Left I U-Turn Right I Thru I U-Tum Int.Total U 07:00 AM 180 6 0 0 0 0 9 68 0 263 07:15 AM 184 4 0 0 0 0 18 90 0 296 07:30 AM 235 14 0 0 0 0 16 91 0 356 07:45 AM 225 9 0 0 0 0 18 104 0 356 Lj Total 824 33 0 0 0 0 61 353 0 1271 08:00 AM 199 10 0 0 0 0 30 87 0 326 r) 08:15 AM 189 10 0 0 0 0 35 98 0 332 08:30 AM 164 6 0 0 0 0 27 123 0 320 U 08:45 AM 190 7 0 0 0 0 27 147 0 371 Total 742 33 0 0 0 0 119 455 0 1349 Grand Total 1566 66 0 0 0 0 180 808 0 2620 Apprch% I 96 4 0 0 0 0 18.2 81.8 0 Total% 59.8 2.5 0 0 0 0 I 6.9 30.8 0 U Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South ! Start Time Thru Lefr I U-Turn I App.Total Right Left U-Tum App.Total Right Thru I U- um Am.Total Int.Total 'eak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 --Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 235 14 0 249 0 0 0 0 16 91 0 107 356 07:45 AM 225 9 0 234 0 0 0 0 18 104 0 122 356 r 08:00 AM 199 10 0 209 0 0 0 0 30 87 0 117 326 08:15 AM 189 10 0 199 0 0 0 0 35 98 0 133 332 Total Volume 848 43 0 891 0 0 0 0 99 380 0 479 1370 %Ann.Total 1 95.2 4.8 0 0 0 0 1 20.7 79.3 0 PHF 1 .902 .768 .000 .895 .000 .000 .000 .000 1 .707 .913 .000 .900 .962 U U n UI r U U n i Li r , NIS: Osgood Street (Route 125) PRECISION File Name : 122978 B r , E: Butcher Boy Plaza EntranceD A T A Site Code : 2121491 City, State: North Andover,MA PO.BoxD301STRIEBerinSAA 01503 Start Date : 6/28/201" Office: .481.3q9 08545.1234Client: Bayside Engineering/K. Cram Emil:datarenesis@ dillc.com Page No 1 Groups Printed-Heavy Vehicles t Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Tum Right Left I U-Turn Right Thru U-TumInt Total 07:00 AM 7 0 0 0 0 0 1 30 11 07:15 AM 7 1 0 0 0 0 1 4 0 13 07:30 AM 7 1 0 0 0 0 0 6 0 14 07:45 AM 10 0 0 0 0 0 0 4 0 14 r Total 31 2 0 0 0 0 2 17 01 52 08:00 AM 6 0 0 0 0 0 0 4 0 10 08:15 AM 10 0 0 0 0 0 1 7 0 18 r� 08:30 AM 9 0 0 0 0 0 2 4 0 15 08:45 AM 8 0 0 0 0 0 4 5 0 17 Total 33 0 0 0 0 0 7 20 0 60 Grand Total 64 2 0 0 0 0 9 37 0 112 t Apprch% 97 3 0 0 0 0 19.6 80.4 0 Total% 57.1 1.8 0 0 0 0 8 33 0 L !`1 L1 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Leh I U-Turn App.Total Right I Left U-Tum App.Total Right Thru U- to App.Total Int Total ( `. Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 60 0 6 0 0 0 0 0 4 0 4 10 08:15 AM 10 0 0 10 0 0 0 0 1 7 0 8 18 08:30 AM 9 0 0 9 0 0 0 0 2 4 0 6 15 r 08:45 AM 8 0 0 8 0 0 0 0 4 5 0 9 17 Total Volume 33 0 0 33 0 0 0 0 7 20 0 27 60 `J %App.Total 100 0 0 0 0 0 25.9 74.1 0 PHF .825 .000 .000 .825 1 .000 .000 .000 .000 .438 .714 .000 .750 .833 i L ., r � L✓ f �J r� LJ �J r, r� . l NIS: Osgood Street (Route 125) PRECISION File Name : 122978 B IU E:Butcher Boy Plaza Entrance �puA T�A Site Code : 2121491 City,State: North Andover,MA P.O.Box 301 Berlin,MA 01503 Start Date : 6/28/201 Office:508.4813999 Fax508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No 1 LJ Groups Printed-Peds and Bicycles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South 1 Start Time I iiruT Left Peds Right Left Peds Ri t Thru Peds Int Total 07:00 AM 1 0 0 0 0 0 0 0 0 1 U 07:15 AM 0 0 0 0 0 0 0 0 0 0 07:30 AM 6 0 0 0 0 0 0 2 0 8 07:45 AM 2 0 0 0 0 0 0 3 0 5 LI Total 9 0 0 0 0 0 0 5 0 14 08:00 AM 2 0 0 0 0 0 0 2 0 4 n 08:15 AM 1 0 0 0 0 0 0 0 0 1 08:30 AM 1 0 0 0 0 0 0 1 0 2 Ij 08:45 AM 0 0 0 0 0 0 0 0 0 0 Total 4 0 0 0 0 0 0 3 0 7 rl Grand Total 13 0 0 0 0 0 0 8 0 21 Li Apprch% 100 0 0 I 0 0 0 0 100 0 Total% 61.9 0 0 0 0 0 I 0 Al 0 fn, I W Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thtu Left Peds App.Total Right Left Peds App.Total Right Thru Peds App.TotW Int Total } Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 6 0 0 6 00 0 0 0 2 0 2 8 07:45 AM 2 0 0 2 0 0 0 0 0 3 0 3 5 08:00 AM 2 0 0 2 0 0 0 0 0 2 0 2 4 08:15 AM 1 0 0 1 0 0 0 0 0 0 0 0 1 Total Volume 11 0 0 11 0 0 0 0 0 7 0 7 18 %App.Total 100 0 0 0 0 0 0 100 0 PHF .458 .000 .000 .458 .000 .000 .000 .000 .000 .583 .000 .583 1 .563 i l.J U I n U r � NIS: Osgood Street (Route 125) PRECISION File Name : 122978 B E: Butcher Boy Plaza Entran�cre� DousA T,L A Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201: Office:508.4813999 Fax:508545.1234 F Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No : 1 Osgood Street(Route 125) Butcher Boy Plaza Enhance Osgood Street(Route 125) 1 From North From East From South Start Time I Thru Left I U-Tum A2p.Total Right Left I U-Tum App.Total I Right I Thru I U-Tum A .Total Int.Total t. Peak Hour Analysis From 07:00 AM to 08.45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30AM 242 15 0 257 0 0 0 0 16 97 0 113 370 r 1 07:45 AM 235 9 0 244 0 0 0 0 18 108 0 126 370 08:00 AM 205 10 0 215 0 0 0 0 30 91 0 121 336 k 08:15 AM 199 10 0 209 0 0 0 0 36 105 0 141 350 Total Volume 881 44 0 925 0 0 0 0 100 401 0 501 1426 r Z %App.Total 95.2 4.8 0 0 0 0 20 80 0 PHF .910 .733 .000 .900 .000 .000 .000 .000 .694 .928 .000 .888 .964 IL Cars 848 43 0 891 0 0 0 0 99 380 0 479 1370 %Cars 96.3 97.7 0 96.3 0 0 0 0 99.0 94.8 0 95.6 96.1 Heavy Vehicles 33 1 0 34 0 0 0 0 1 21 0 22 56 t I %Heavy Vehicles 3.7 2.3 0 3.7 0 0 0 0 1.0 5.2 0 4.4 3.9 L� Osgood Street(Route 125) Out In Total r 1 M401EH& 71 55 Thru Left U-Tum 1 L+ y � Peak Hour Data O� North - 000 Peak Hour Begins at 07:30 A °c r1 �m Cars �000 0o rmi Lt Hea Vehicles m Am� N—0 T r+ Thru Ri ht U-Tum 380 99 0 r 1 21 1 0 4011 1001 0 848 479 F-1 3277 8 551 81 5 33 0 1382 r 1 Out In Total . 1 r1 E ?MS r N/S: Osgood Street (Route 125) PRECISION File Name : 122978 Bi L_J E: Butcher Boy Plaza EntranceDousARlT A Site Code : 2121491 City, State:North Andover,MA p.O.Box 301 Berlin,MA 01503 Start Date : 6/28/201. Office:508.4813999 Fax:508545.1234 (1 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No : 1 Groups Printed-Cars-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Turn Right Left U-Tum Right Thru U-Tum Int Total U 04:00 PM 202 17 1 0 0 0 40 238 0 .498 04:15 PM 188 14 1 0 0 0 52 180 0 435 04:30 PM 192 16 0 0 0 0 51 232 0 491 04:45 PM 213 22 1 0 0 0 54 263 0 553 U Total 795 69 3 0 0 0 197 913 0 1977 05:00 PM242 21 0 0 0 0 60 256 0 579 n 05:15 PM 201 18 0 0 0 0 44 303 0 566 � , 05:30 PM 171 14 0 0 0 0 39 265 0 489 1-t 05:45 PM 162 10 0 0 0 0 49 280 0 501 Total 776 63 0 0 0 0 192 1104 0 2135 Grand Total 1571 132 3 0 0 0 389 2017 0 4112 j Apprch% 92.1 7.7 0.2 0 0 0 16.2 83.8 0 Total% 38.2 3.2 0.1 0 0 0 9.5 49.1 0 Cars 1553 132 3 0 0 0 388 1958 0 4034 %Cars 98.9 100 100 0 0 0 99.7 97.1 0 98.1 Heavy Vehicles 18 0 0 0 0 0 1 59 0 78 U %Heavy Vehicles 1.1 0 0 0 0 0 0.3 2.9 0 1.9 r L.-1 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Tum App.Total Right Left U-Tum App.Total Right Thru U-Tum App.Total Int.Total I "eak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 t--?eak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 192 16 0 208 0 0 0 0 51 232 0 283 491 04:45 PM 213 22 1 236 0 0 0 0 54 263 0 317 553 05:00 PM 242 21 0 263 0 0 0 0 60 256 0 316 579 05:15 PM 201 18 0 219 0 0 0 0 44 303 0 347 566 Total Volume 848 77 l 926 0 0 0 0 209 1054 0 1263 2189 %App.Total 91.6 8.3 0.1 0 0 0 16.5 83.5 0 PHF .876 .875 .250 .880 .000 .000 .000 .000 .871 .870 .000 .910 .945 Cars840 77 1 918 0 0 0 0 209 1033 0 1242 2160 L_1 °/U Cars 99.1 100 100 99.1 0 0 0 0 100 98.0 0 98.3 98.7 Heavy Vehicles 8 0 0 8 0 0 0 0 0 21 0 21 29 %Heavy Vehicles 0.9 0 0 0.9 0 0 0 0 0 2.0 0 1.7 1.3 Li �7 1 U `R U u l d N/S: Osgood Street (Route 125) PRECISION File Name : 122978 B] r E: Butcher Boy Plaza Entran�cre� D�us�l�,u Site Code :2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201: / Office:508.4813999 Fax508545.1234 Page No 1 r Client: Bayside Engineering K. Cram Email:datarequests@pdillc.com Grou s Printed-Cars tJ Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South (- Start Time Thru Left U-Turn Right Left I U-Turn Ri t Thru U-Turn Int Total 04:00 PM 201 17 1 0 0 0 40 221 0 480 L J 04:15 PM 183 14 1 0 0 0 51 170 0 419 04:30 PM 189 16 0 0 0 0 51 224 0 480 04:45 PM 211 22 1 0 0 0 54 257 0 545 r Total 784 69 3 0 0 0 196 872 0 1924 05:00 PM 239 21 0 0 0 0 60 252 0 572 05:15 PM 201 18 0 0 0 0 44 300 0 563 r 05:30 PM 168 14 0 0 0 0 39 262 0 483 05:45 PM 161 10 0 0 0 0 49 272 0 492 Total 769 63 0 0 0 0 192 1086 0 2110 Grand Total 1553 132 3 0 0 0 388 1958 0 4034 t Apprch% 92 7.8 0.2 0 0 0 16.5 83.5 0 Total% 38.5 3.3 0.1 0 0 0 9.6 48.5 0 `f wt �f Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left I U-Tum App.Total Ri ht Left U-Tum App.Total Right I Thru U-Tum I Am.Total IInt Totat Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of I Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 211 22 1 234 0 0 0 0 54 257 0 311 545 05:00 PM 239 21 0 260 0 0 0 0 60 252 0 312 572 05:15 PM 201 18 0 219 0 0 0 0 44 300 0 344 563 05:30 PM 168 14 0 182 0 0 0 0 39 262 0 301 483 Total Volume 819 75 1 895 0 0 0 0 197 1071 0 1268 2163 %App.Total 91.5 8.4 0.1 0 0 0 15.5 84.5 0 PHF 1 .857 .852 .250 .861 .000 .000 .000 .000 1 .821 .893 .000 .922 .945 r r� r 1 l 1 f t.I f ` f 1 t 1 f 1 i_I 1-1 U I''1 NIS: Osgood Street (Route 125) PRECISION File Name : 122978 Bl E: Butcher Boy Plaza EntranceDpusAiRlESA T A Site Code : 2121491 City, State: North Andover,MA P.O.8ox301 Berlin,MA 01503 Start Date : 6/28/201: Office:508.4813999 Fax:508.545.1234 (1 Client:Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No : 1 U Groups Printed-Heavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Turn Right Left U-Turn Right I Thru U-Turn Int Total Li 04:00 PM 1 0 0 0 0 0 0 17 0 18 04:15 PM 5 0 0 0 0 0 1 10 0 16 04:30 PM 3 0 0 0 0 0 0 8 0 11 P 04:45 PM 2 0 0 0 0 0 0 6 0 8 Il i Total 11 0 0 0 0 01 1 41 0 53 U 05:00 PM 3 0 0 0 0 0 0 4 0 7 r1 05:15 PM 0 0 0 0 0 0 0 3 0 3 05:30 PM 3 0 0 0 0 0 0 3 0 6 U 05:45 PM 1 0 0 0 0 0 0 8 0 9 Total 7 0 0 0 0 0 0 18 0 25 Grand Total 18 0 0 0 0 0 1 59 0 78 Apprch% I 100 0 0 0 0 0 I 1.7 98.3 0 Total% 23.1 0 0 0 0 0 1.3 75.6 0 U Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left I U-Tum I Ann.Total I Right I Left U-Tum I App.Total Right Thru I U- urn App.Total Int Total leak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of I Weak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 1 0 0 1 0 0 0 0 0 17 0 17 18 04:15 PM 5 0 0 5 0 0 0 0 1 10 0 11 16 04:30 PM 3 0 0 3 0 0 0 0 0 8 0 8 11 L[ 04:45 PM 2 0 0 2 0 0 0 0 0 6 0 6 8 Total Volume 11 0 0 11 0 0 0 0 1 41 0 42 53 %App.Total 100 0 0 0 0 0 2.4 97.6 0 PHF .550 .000 .000 .550 .000 .000 .000 .000 1 .250 .603 .000 .618 .736 n u n lU Lj n n n N/S: Osgood Street (Route 125) PRECISION File Name : 122978 BJ r E: Butcher Boy Plaza EntranceD A T A Site Code :2121491 City, State: North Andover, MA P.O.BoIxD301 BerlinSMA 01503 Start Date : 6/28/201: `J Office:508.4813999 Fax:508545.1234 Client:Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No : 1 r-i Grou s Printed-Peds and Bicycles t-j Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time ThmT Left Peds Right Left Peds Right Thm Peds Int.Total r 7 04:00 PM 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 3 0 3 t� 04:30 PM 3 0 0 0 0 0 0 3 0 6 04:45 PM 2 0 0 1 0 0 0 1 0 2 0 4 Total 5 0 0 1 0 0 0 1 0 8 0 13 05:00 PM 2 0 0 0 0 0 0 2 0 4 } 05:15 PM 2 0 0 0 0 1 0 2 0 5 05:30 PM 0 0 0 0 0 0 0 3 0 3 r t 05:45 PM 2 0 0 0 0 0 0 5 0 7 Total 6 0 0 0 0 1 0 12 0 19 ' J Grand Total 11 00 0 0 1 0 20 0 32 f Apprch% 100 0 0 0 0 100 0 100 0 Total% 34.4 0 0 0 0 3.1 0 62.5 0 L J r 1 t r Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left I Peds Ann.Total Right Left Peds App.Total Right I Thru I Peds App.Total Int.Total f - Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 3 0 0 3 0 0 0 0 0 3 0 3 6 04:45 PM 2 0 0 2 0 0 0 0 0 2 0 2 4 05:00 PM 2 0 0 2 0 0 0 0 0 2 0 2 4 r 1 05:15 PM 2 0 0 2 0 0 1 1 0 2 0 2 5 Total Volume 9 0 0 9 0 0 1 1 0 9 0 9 19 %Any.Total 100 0 0 0 0 100 0 100 0 PHF .750 .000 .000 .750 .000 .000 .250 .250 1 .000 .750 .000 .750 .792 r r-� u r ; f , ! N 1 4 1 •J a J U r N/S: Osgood Street (Route 125) PRECISION File Name : 122978 BF U E:Butcher Boy Plaza EntranceD A T A Site Code :2121491 S,LLC City, State: North Andover,MA P.O.BolxD301 Be lin,MA 01503 Start Date : 6/28/201z' Office:508.4813999 fa:c508345.1234 Client: Bayside Engineering/K. Cram Email:datarequesu@pdillc.com Page No : 1 I � U Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South U Start Time Thru Left U-Tum App.Total Right Left U-Tum App.Total Fight Thru U-Turn Total Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 192 16 0 208 0 0 0 0 51 232 0 283 491 04:45 PM 213 22 1 236 0 0 0 0 54 263 0 317 553 05:00 PM 242 21 0 263 0 0 0 0 60 256 0 316 579 05:15 PM 201 18 0 219 0 0 0 0 44 303 0 347 566 Total Volume 848 77 1 926 0 0 0 0 209 1054 0 1263 2189 %App.Total 91.6 8.3 0.1 0 0 0 16.5 83.5 0 PHF .876 .875 .250 .880 .000 .000 .000 .000 .871 .870 .000 .910 .945 Cars 840 77 1 918 0 0 0 0 209 1033 0 1242 2160 Cars 99.1 100 100 99.1 0 0 0 0 100 98.0 0 98.3 98.7 Heavy Vehicles 8 0 0 8 0 0 0 0 0 21 0 21 29 %Heavy Vehicles 0.9 0 0 0.9 0 0 0 0 0 2.0 0 1.7 1.3 Li Osgood Street(Route 125) Out In Total 1033 918 1 1951 l S 21 8 1 29 1054 9 1 1980 840 77 1 ` 8 0 0 848 77 1 Thru Left U-Tum r j L► L n Peak Hour Data I 1 �o North `�O� ° c I'D�0 0 0 a Peak Hour Begins at 04:30 P 0 Cars X000 o O A HeavyVehicles m 0 0 0aP. .- m t J Thru Ril ht U-Tum n 1033 209 0 21 0 0 r; 1054 209 0 � 840 1242 2082 I 8 21 1 29 848 1263 1 2111 Out In Total r'1 � I l-J U r 1 t . N/S: Osgood Street (Route 125) PRECISION File Name : 122978 BB: r� E: Butcher Boy Plaza Entrance D A T A Site Code : 2121491 5 City, State: North Andover,MA P0 o.8ox3B Mins A 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:508.545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No : 1 f� Groups Printed-Cars-Heavy Vehicles iJ Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left U-Turn Right Left U-Turn Right Thru U-Turn Int.Total r 1 10:30 AM 148 27 0 0 0 0 48 123 0 346 10:45 AM 155 16 0 0 0 0 53 145 0 369 L Total 303 43 0 0 0 0 101 268 0 715 r1 11:00 AM 171 15 0 0 0 0 57 123 0 366 11:15 AM 156 20 0 0 0 0 54 129 0 359 �t 11:30 AM 167 12 0 0 0 0 48 154 0 381 11:45 AM 147 15 0 0 0 0 34 160 0 356 Total 641 62 0 0 0 0 193 566 0 1462 r 1 12:00 PM 128 17 0 0 1 0 46 140 0 332 J 12:15 PM 167 17 0 0 0 0 42 154 0 380 12:30 PM 152 17 0 0 0 0 55 143 0 367 t 1 12:45 PM 157 13 0 0 0 0 52 123 0 345 Total 604 64 0 0 1 0 195 560 0 1424 1-- 01:00 PM 137 16 0 0 0 0 58 124 0 335 r 1 01:15 PM 143 18 0 0 0 0 52 142 0 355 Grand Total 1828 203 0 0 1 0 599 1660 0 4291 Apprch% 90 10 0 0 100 0 26.5 73.5 0 Total% 42.6 4.7 0 0 0 0 14 38.7 0 Cars 1796 202 0 0 l 0 595 1617 0 4211 1 %Cars 98.2 99.5 0 0 100 0 99.3 97.4 0 98.1 Heavy Vehicles 32 1 0 0 0 0 4 43 0 80 ` %Heavy Vehicles 1.8 0.5 0 0 0 0 0.7 2.6 0 1.9 r1 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) t 1 From North From East From South Start Time Thru Left I U-Tum App.Total Right I Left U-Turn App.Total Right Thru U-Turn A .Tota! Int.Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 r r Peak Hour for Entire Intersection Begins at 10:45 AM 10:45 AM 155 16 0 171 0 0 0 0 53 145 0 198 369 t 11:00 AM 171 15 0 186 0 0 0 0 57 123 0 180 366 11:15 AM 156 20 0 176 0 0 0 0 54 129 0 183 359 1 11:30 AM 167 12 0 179 0 0 0 0 48 154 0 202 381 Total Volume 649 63 0 712 0 0 0 0 212 551 0 763 1475 %APP.Total 1 91.2 8.8 0 0 0 0 27.8 72.2 0 r PHF .949 .788 .000 .957 .000 .000 .000 .000 .930 .894 .000 .944 .968 Cars 637 63 0 700 0 0 0 0 211 542 0 753 1453 %Cars 98.2 100 0 98.3 0 0 0 0 99.5 98.4 0 98.7 98.5 Heavy Vehicles 12 0 0 12 0 0 0 0 1 9 0 10 22 h %Heavy Vehicles 1.8 0 0 1.7 0 0 0 0 0.5 1.6 0 1.3 1.5 v r \ �r r. ad r • 1 a.J n Li rd � N/S: Osgood Street (Route 125) PRECISION File Name : 122978 BBI j E:Butcher Boy Plaza Entrance D A T A Site Code : 2121491 City, State: North Andover,MA P.O.Bolx30 BR11inSMA 01503 Start Date : 6/30/2012 + Office: 99 234Client: Bayside Engineering//K. Cram Email:datareguests@pdilic.com Page No : 1 Li Groups Printed-Cars Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South ( I Start Time Tluu Left U-Turn Right Left U-Tum Ri t Thtu U-Tum Int.Total 1 1 10:30 AM 147 27 0 0 0 0 48 116 0 .338 10:45 AM 153 16 0 0 0 0 53 144 0 366 Total 300 43 0 0 0 0 101 260 0 704 11:00 AM 168 15 0 0 0 0 56 120 0 359 11:15 AM 152 20 0 0 0 0 54 127 0 353 11:30 AM 164 12 0 0 0 0 48 151 0 375 11:45 AM 145 15 0 0 0 0 33 158 0 351 Total 629 62 0 0 0 0 191 556 0 1438 t�- 12:00 PM 127 17 0 0 1 0 46 137 0 328 12:15 PM 165 17 0 0 0 0 42 146 0 370 12:30 PM 146 17 0 0 0 0 53 141 0 357 12:45 PM 152 13 0 0 0 0 52 120 0 337 Total 590 64 0 0 1 0 193 544 0 1392 01:00 PM 134 15 0 0 0 0 58 120 0 327 01:15 PM 143 18 0 0 0 0 52 137 0 350 Grand Total 1796 202 0 0 1 0 595 1617 0 4211 Apprch% 89.9 10.1 0 0 100 0 26.9 73.1 0 Total% 42.7 4.8 0 0 0 0 14.1 38.4 0 i Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South 4 Start Time Thru Left I U-Tum App.Total Right Left U-Tum —A—.Total Right I Thru I U-Turn App.Total Int Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak I of] weak Hour for Entire Intersection Begins at 10:45 AM 10:45AM 153 16 0 169 0 0 0 0 53 144 0 197 366 11:00 AM 168 15 0 183 0 0 0 0 56 120 0 176 359 11:15 AM 152 20 0 172 0 0 0 0 54 127 0 181 353 11:30 AM 164 12 0 176 0 0 0 0 48 151 0 199 375 r—I Total Volume 637 63 0 700 0 0 0 0 211 542 0 753 1453 ? %ADZ).Total 91 9 0 0 0 0 28 72 0 PHF 948 .788 .000 .956 .000 .000 .000 .000 1 .942 .897 .000 .946 .969 r w n Lj Lj n L` � 1 NIS: Osgood Street (Route 125) PRECISION File Name : 122978 BB: r-1 E: Butcher Boy Plaza Entrance D A T A Site Code : 2121491 City, P.O.Box Berlin,MA 01503 Start Date : 6/30/2012 `l Ci State: North Andover MA y Engineering/ Office: roque Fax50llc.co 1234 Page No : 1 rti Client: Bayside En eerie / K. Cram Emall:datarequests@pdilk.cam Groups Printed-Heavy Vehicles ' Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South r Start Time Thru I Left I U-Turn Right Left I U-Tum Right I Thu T U-Turn Int Total 10:30 AM 1 0 0 0 0 0 0 7 0 8 10:45 AM 2 0 0 0 0 0 0 1 0 3 LJ Total 3 0 0 0 0 0 0 8 0 11 r • 11:00 AM 3 0 0 0 0 0 1 3 0 7 11:15 AM 4 0 0 0 0 0 0 2 0 6 ■ 11:30 AM 3 0 0 0 0 0 0 3 0 6 11:45 AM 2 0 0 0 0 0 1 2 0 5 i ti Total 12 0 0 0 0 0 2 10 0 24 12:00 PM 1 0 0 0 0 0 0 3 0 4 J 12:15 PM 2 0 0 0 0 0 0 8 0 10 12:30 PM 6 0 0 0 0 0 2 2 0 10 1 12:45 PM 1 5 0 0 0 0 0 0 3 0 8 Total 14 0 0 0 0 0 2 16 0 32 01:00 PM 3 1 0 0 0 0 0 4 0 8 r } 01:15 PM 0 0 0 0 0 0 0 5 0 5 Grand Total 32 1 0 0 0 0 4 43 0 80 u Apprch% 97 3 0 0 0 0 8.5 91.5 0 Total% 40 1.2 0 0 0 0 5 53.8 0 Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru Left I U-Tum App.Total Right Left U-Turn A .Total Right Thru U-Tum Ann.Total I Int Total k-j Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 2 0 0 2 0 0 0 0 0 8 0 8 10 r� 12:30 PM 6 0 0 6 0 0 0 0 2 2 0 4 10 12:45 PM 5 0 0 5 0 0 0 0 0 3 0 3 8 01:00 PM 3 1 0 4 0 0 0 0 0 4 0 4 8 Total Volume 16 1 0 17 0 0 0 0 2 17 0 19 36 r %AnD.Total 94.1 5.9 0 0 0 0 1 10.5 89.5 0 PHF .667 .250 .000 .708 .000 .000 .000 .000 1 .250 .531 .000 .594 .900 l f— L� r� v F� v �1 ii r � n l__; n N/S: Osgood Street (Route 125) PRECISION File Name : 122978 BBF U E:Butcher Boy Plaza Entrance� D A T A Site Code : 2121491 City, State: North Andover,MA P.O.BoxD3015TRIBefln,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:508345.1234 Client: Bayside Engineering/ K. Cram Emaa:datarequestscpdillc.com Page No : 1 U Grouvs Printed-Peds and Bicycles Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South Start Time Thru I Left Peds -----Ri,--h-t-1 Left I Peds RijZht nuu, Peds Int Total 10:30 AM 2 0 0 0 0 0 0 7 0 9 10:45 AM 1 0 0 0 0 0 1 1 0 3 Total 3 0 0 0 0 0 1 8 0 12 �y 11:00 AM 1 0 0 0 0 0 0 2 0 3 1, 11:15 AM 1 0 0 0 0 0 0 1 0 2 11:30 AM 0 0 0 0 0 0 0 3 0 3 1 1:45 AM 3 0 0 0 0 0 0 3 0 6 i Total 5 0 0 0 0 0 0 9 0 14 LJ 12:00 PM 0 0 0 0 0 0 0 0 0 0 12:15 PM 1 0 0 0 0 0 0 1 0 2 12:30 PM 3 0 0 0 0 0 0 1 0 4 12:45 PM 2 0 0 0 0 0 0 2 0 4 Total 6 0 0 0 0 0 0 4 0 10 t� 01:00 PM 2 0 0 0 0 0 0 2 0 4 i 01:15 PM 2 0 0 0 0 0 0 2 0 4 Grand Total 18 0 0" 0 0 0 1 25 0 44 Apprch% 100 0 0 0 0 0 3.8 96.2 0 Total% 40.9 0 0 0 0 0 2.3 56.8 0 Li l Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) From North From East From South y Start Time Thru Left I Peds App.Total Right Left Peds App.Total Right Thru Peds App.Total Int.Total Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of 1 rPeak Hour for Entire Intersection Begins at 10:30 AM 10:3 0 AM 2 0 0 2 0 0 0 0 0 7 0 7 9 y 10:45 AM 1 0 0 1 0 0 0 0 1 1 0 2 3 11:00 AM 1 0 0 1 0 0 0 0 0 2 0 2 3 11:15 AM 1 0 0 1 0 0 0 0 0 1 0 1 2 rl Total Volume 5 0 0 5 0 0 0 0 1 11 0 12 17 I I %App.Total 100 0 0 0 0 0 8.3 91.7 0 E 1 PHF .625 .000 .000 .625 .000 .000 .000 .000 .250 .393 .000 .429 .472 r'1 u n u f t N/S: Osgood Street(Route 125) PRECISION File Name 122978 BB: E:Butcher Boy Plaza Entrance D A T A Site Code :2121491 INDUSTRIES, City, State: North Andover,MA P.o.Box301B iinSMA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:508.545.1234 Client:Bayside Engineering/K. Cram Email:datarequests@pdilic.com Page No : 1 r l.� Osgood Street(Route 125) Butcher Boy Plaza Entrance Osgood Street(Route 125) ( 1 From North From East From South Start Time Thru I Left I U-TumI Apv.Total Right I Left I U-Tum I Any.Total I Right I Thru I U-Tum I Int.Total t 1 Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of] Peak Hour for Entire Intersection Begins at 10:45 AM 10:45 AM 155 16 0 171 0 0 0 0 53 145 0 198 369 r 11:00 AM 171 15 0 186 0 0 0 0 57 123 0 180 366 11:15 AM 156 20 0 176 0 0 0 0 54 129 0 183 359 11:30 AM 167 12 0 179 0 0 0 0 48 154 0 202 381 Total Volume 649 63 0 712 0 0 0 0 212 551 0 763 1475 r %App.Total 91.2 8.8 0 0 0 0 27.8 72.2 0 PHF .949 .788 .000 .957 .000 .000 .000 .000 .930 .894 .000 .944 .968 Cars 637 63 0 700 0 0 0 0 211 542 0 753 1453 %Cars 98.2 100 0 98.3 0 0 0 0 99.5 98.4 0 98.7 98.5 Heavy Vehicles 12 0 0 12 0 0 0 0 1 9 0 10 22 %Heavy Vehicles 1.8 0 0 1.7 0 0 0 0 0.5 1.6 0 1.3 1.5 Osgood Street(Route 125) Out In Total t l 5421 L 7001242 9 12 21 u 55 63 637 63 0 r 12 0 0 649 63 0 i Thru Left U-Tum 1 L► f V Peak Hour Data 1 O NoRh �00003 =He ,h s at 10:45 A f 1 o00 0o m L� c rr c 4 300o Noiu � A—� lU r� Thru Ri ht U-Tum 542 211 0 9 1 0 551 212 0 t � 637 753 -13-90 t 12 10 2 649 763 2 Out In Total L r � l J • f a .. l J 7 Lj ?aws NIS: Osgood Street(Route 125) PRECISION File Name : 122978 C E/W:Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 IESLLC City,State: North Andover,MA vo.Box30 sBBedin IMA 01503 Start Date : 6/28/201: Office: 234Client:Bayside Engineering/ K. Cram Emil:datarequests@pdillc.com Page No 1 Li Groups Printed-Cats- eavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right I Thru I Left I U-Tum Right Thru I Left I U-Tum Right I Thru I Left U-Tum Right I Thru Left U-Turn Int Total U 07:00 AM 6 178 0 0 2 0 12 0 0 59 13 0 1 0 1 0 272 07:15 AM 5 177 0 0 2 0 18 0 0 88 5 0 4 0 1 0 300 07:30 AM 3 228 0 0 1 0 21 0 0 90 8 0 5 0 0 0 356 �- 07:45 AM 6 222 0 0 4 0 17 0 0 96 8 0 2 0 2 0 357 Total 20 805 0 0 9 0 68 0 0 333 34 0 12 0 4 0 1285 U 08:00AM 6 197 0 0 8 1 16 0 0 83 11 0 3 0 1 0 326 08:15 AM 1 186 0 0 8 0 19 0 0 99 6 0 6 0 3 0 328 08:30 AM 7 151 0 0 7 0 22 0 0 121 6 0 4 0 3 0 321 08:45 AM 4 172 0 0 4 1 24 0 0 142 9 0 9 0 2 0 367 Total 18 706 0 0 27 2 81 0 0 445 32 0 22 0 9 0 1342 r i Grand Total 38 1511 0 0 36 2 149 0 0 778 66 0 34 0 13 0 2627 L; Apprch Y. 2.5 97.5 0 0 19.3 1.1 79.7 0 0 92.2 7.8 0 72.3 0 27.7 0 t l Total% 1.4 57.5 0 0 1.4 0.1 5.7 0 0 29.6 2.5 0 1.3 0 0.5 0 Cars 35 1455 0 0 36 1 143 0 0 741 61 0 31 0 7 0 2510 %Cars 92.1 96.3 0 0 100 50 96 0 0 95.2 92.4 0 91.2 0 53.8 0 95.5 Heavy Vehicles 3 56 0 0 0 I 6 0 0 37 5 0 3 0 6 0 117 Heavy Vehicles 7.9 3.7 0 0 0 50 4 0 0 4.8 7.6 0 8.8 0 46.2 0 4.5 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri ht 1 Thm Lefr U-rum p .raei Right Thru Uft I U-r.. I p .anal Right Thru Leh I u-Tum App.T-1 Right I Thru !eL U-T= App.T-1 Int.T°tal eak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Weak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 3 228 0 0 231 1 0 21 0 22 090 8 0 98 5 0 0 0 5 356 07:45 AM 6 222 0 0 228 1 4 0 17 0 21 0 96 8 0 104 2 0 2 0 4 357 08:00 AM 6 197 0 0 203 8 1 16 0 25 0 83 11 0 94 3 0 1 0 4 326 ` 08:15 AM 1 186 0 0 187 8 0 19 0 27 0 99 6 0 105 6 0 3 0 9 328 l t Total Volume 16 833 0 0 849 21 1 73 0 95 0 368 33 0 401 16 0 6 0 22 1367 %App.Total 1.9 98.1 0 0 22.1 1.1 76.8 0 0 91.8 8.2 0 72.7 0 27.3 0 PHF 667 .913 .000 .000 .919 .656 .250 .869 .000 .880 .000 .929 .750 .000 .955 .667 .000 .500 .000 .611 .957 Cars 14 802 0 0 816 21 1 72 0 94 0 350 30 0 380 15 0 3 0 18 1308 V %Cars 87.5 96.3 0 0 96.1 100 100 98.6 0 98.9 0 95.1 90.9 0 94.8 93.8 0 50.0 0 81.8 95.7 Heavy Vehicles 2 31 0 0 33 0 0 1 0 1 0 18 3 0 21 1 0 3 0 4 59 %HnyV.W.In 12.5 3.7 0 0 3.9 0 0 1.4 0 1.1 0 4.9 9.1 0 5.2 6.3 0 50.0 0 18.2 4.3 w Li r7 I ; Li V U L� r1 ?Mows N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C t E/W: Butcher Boy Plaza Exit/Commerce Way DuuAAx1�,LA Site Code :2121491 �J City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201. Office:508.4813999 Fax508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pollk.com Page No : 1 r 1 Gmu s Printed Cars L Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West ) Start Time Right Thru Left U-Tum Right Thru I Left U-Tum Fight I Thru I Left U-T, Right Thru Left U-Tum Int Total 07:00 AM 5 171 0 0 2 0 12 0 0 56 13 0 1 0 0 0 260 t , 07:15 AM 5 172 0 0 2 0 16 0 0 84 5 0 4 0 0 0 288 07:30 AM 3 220 0 0 1 0 21 0 0 84 8 0 5 0 0 0 342 07:45 AM 5 215 0 0 4 0 16 0 0 93 7 0 2 0 1 0 343 r 1 Total 18 778 0 0 9 0 65 0 0 317 33 0 12 0 1 0 1233 08:00AM 6 190 0 0 8 1 16 0 0 80 10 0 3 0 0 0 314 08:15 AM 0 177 0 0 8 0 19 0 0 93 5 0 5 0 2 0 309 08:30 AM 7 143 0 0 7 0 21 0 0 112 5 0 3 0 3 0 301 08:45 AM 4 167 0 0 4 0 22 0 0 139 8 0 8 0 1 0 353 Total 17 677 0 0 27 1 78 0 0 424 28 0 19 0 6 0 1277 Grand Total 35 1455 0 0 36 1 143 0 0 741 61 0 31 0 7 0 2510 Apprch% 2.3 97.7 0 0 20 0.6 79.4 0 0 92.4 7.6 0 81.6 0 18.4 0 Total% 1.4 58 0 0 1.4 0 5.7 0 0 29.5 2.4 0 1.2 0 0.3 0 t L� Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left U-Tum A .Tow Right Thru Left U-Tum A .Tow Right Thru Leh U-Tum .Tow Ri t Thru Left I U-T.. A .row Int.Ttl , Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 07:30 AM , 07:30 AM 3 220 0 0 223 1 0 21 0 22 0 84 8 0 92 5 0 0 0 5 342 07:45 AM 5 215 0 0 220 4 0 16 0 20 0 93 7 0 100 2 0 1 0 3 343 r r 08:00 AM 6 190 0 0 196 8 1 16 0 25 0 80 10 0 90 3 0 0 0 3 314 08:15 AM 0 177 0 0 177 8 0 19 0 27 0 93 5 0 98 5 0 2 0 7 309 u Total Volume 14 802 0 0 816 21 1 72 0 94 0 350 30 0 380 15 0 3 0 18 1308 App.Total 1.7 98.3 0 0 122.3 1.1 76.6 0 0 92.1 7.9 0 83.3 0 16.7 0 PHF .583 .911 .000 .000 .915 .656 .250 .857 .000 .870 .000 .941 .750 .000 .950 1 .750 .000 .375 .000 .643 .953 n �a 1 � u r- u t � v s 7' LJ t 1 L.J l J ri .J n Li N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C E/W:Butcher Boy Plaza Exit/Commerce Way DousATRlET A Site Code : 2121491 City, State: North.Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201: Office:508.4813999 Fax:508545.1234 Client. Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No 1 Groups Printed-H=Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri ht Thru Left U-Tran Right Thru Left U-Tum Right Thru Left U-Turn Right Thru I Left U-Tum Int Total 07:00 AM 1 7 0 0 0 0 0 0 0 3 0 0 0 0 1 0 12 07:15 AM 0 5 0 0 0 0 2 0 0 4 0 0 0 0 1 0 12 07:30 AM 0 8 0 0 0 0 0 0 0 6 0 0 0 0 0 0 14 07:45 AM 1 7 0 0 0 0 1 0 0 3 . 1 0 0 0 1 oil 4 Total 2 27 0 0 0 0 3 01 0 16 1 0 0 0 3 0 52 E� 08:00AM 0 7 0 0 0 0 0 0 0 3 1 0 0 0 1 0 12 h 08:15 AM 1 9 0 0 0 0 0 0 0 6 1 0 1 0 1 0 19 08:30 AM 0 8 0 0 0 0 1 0 0 9 1 0 1 0 0 0 20 �y 08:45 AM 0 5 0 0 0 1 2 0 0 3 1 0 1 0 I 0 14 Total 1 29 0 0 0 l 3 0 0 21 4 0 3 0 3 0 65 [� Grand Total 3 56 0 0 1 6 0 0 37 5 0 3 0 6 0 117 Apprch% 5.1 94.9 0 001 0 14.3 85.7 0 0 88.1 11.9 0 33.3 0 66.7 0 2.6 0 5.1 I� Total% 2.6 47.9 0 0 0 0.9 5.1 0 I 0 31.6 4.3 0 I 0 r Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right I Thru I Left Iu-Tum I App.Tow Riaht Thru I Left I U-Tum App.T-1 Right Thru I Left I U-T. App.Taw Int.Total I Oeak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 7 0 0 8 00 1 0 1 0 3 1 0 4 0 0 1 0 1 14 08:00 AM 0 7 0 0 7 0 0 0 0 0 0 3 1 0 4 0 0 1 0 1 12 08:15 AM 1 9 0 0 10 0 0 0 0 0 0 6 1 0 7 1 0 1 0 2 19 08:30 AM 0 8 0 0 8 0 0 1 0 1 0 9 1 0 10 1 0 0 0 1 20 Total Volume 2 31 0 0 33 0 0 2 0 2 0 21 4 0 25 2 0 3 0 5 65 %App.Total 6.1 93.9 0 0 0 0 100 0 0 84 16 0 40 0 60 0 rt PHF .500 .861 .000 .000 .825 .000 .000 .500 .000 .500 1 .000 .583 1.00 .000 .625 .500 .000 .750 .000 .625 .813 1_.t1 U U u LI) n r1 LJ U U U r , N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C ri E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 TRIES,LLC City, State: North Andover,MA P.O.BolxD3015BeTlin, MA 01503 Start Date : 6/28/201 Office:508.4813999 F=508545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdilic.com Page No : 1 rl Groups Printed-Peds and Bicycles �J Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Ri t Thru Left Peds Ri ht Thru Left Peds Ri ht Thru Left Peds Ri ht Thru Left Peds Int.Total 07:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 6 0 0 0 0 0 0 0 2 0 0 0 0 0 0 8 07:45 AM 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 5 r 1 Total 0 9 0 0 0 0 0 0 0 5 0 0 0 0 0 0 14 A 08:00 AM 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 08:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 r.� 08:30 AM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 Grand Total 0 12 0 0 0 0 0 0 0 8 0 0 0 0 0 0 20 r-1 Apprch% 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 Total% 0 60 0 0 0 0 0 0 0 40 0 0 0 0 0 0 t ' Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Star4T. Right Thru Left Peds A .rural Right Tru Left Peds App.Tow Right Thru LeftPeds App.Tow Right Thru LeftPeds A .ra, 1nt.Totai r Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of I Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 8 07:45 AM 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 5 r1 08:00 AM 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 3 08:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total Volume 0 10 0 0 10 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 17 %Ant).Total 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 PHF 1 .000 .417 .000 .000 A17 .000 .000 .000 .000 .000 .000 .583 .000 .000 .583 1 .000 .000 .000 .000 .000 .531 r .J Lr r� l J r ? L J r- r, LJ LJ r , n NIS: Osgood Street (Route 125) PRECISION File Name : 122978 C E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 City,State: North Andover, A P.O.aoIxD301 Berliin MMA 01503 StartDate : 6/28/201,' Office:508.4813999 Fax 508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No 1 i Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time I Right I Thru I Left I u-Tum I App.T.W I Right Thru I Left I U-T. App.Tow Right I Thru I Left U-T= App.Tom Right Thn) I Left I U-T= .Tm i Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of I Peak Hour for Entire Intersection Begins at 07:30 AM n 07:30 AM 3 228 0 0 231 1 0 21 0 22 0 90 8 0 98 5 0 0 0 5 356 ff I' 07:45 AM 6 222 0 0 228 4 0 17 0 21 0 96 8 0 104 2 0 2 0 4 357 u 08:00 AM 6 197 0 0 203 8 1 16 0 25 0 83 11 0 94 3 0 1 0 4 326 08:15 AM 1 186 0 0 187 8 0 19 0 27 0 99 6 0 105 6 0 3 0 9 328 ry Total Volume 16 833 0 0 849 21 1 73 0 95 0 368 33 0 401 16 0 6 0 22 1367 `I 'I %App.Total 1.9 98.1 0 0 22.1 1.1 76.8 0 0 91.8 8.2 0 72.7 0 27.3 0 t t PHF .667 .913 .000 .000 .919 .656 .250 .869 .000 .880 .000 .929 .750 .000 .955 .667 .000 .500 .000 .611 .957 Cars 14 802 0 0 816 21 1 72 0 94 0 350 30 0 380 15 0 3 0 18 1308 %Cars 87.5 96.3 0 0 96.1 100 100 98.6 0 98.9 0 95.1 90.9 0 94.8 93.8 0 50.0 0 81.8 95.7 Heavy Vehicles 2 31 0 0 33 0 0 1 0 1 0 18 3 0 21 1 0 3 0 4 59 IUI %HaavyVehtcles 12.5 3.7 0 0 3.9 0 0 1.4 0 1.1 0 4.9 9.1 0 5.2 6.3 0 50.0 0 18.2 4.3 Osgood Street(Route 125) OutI Total 374119021 54 395 n 14 802 0 0 2 31 0 0 161 8331 01 0 Right Th Left U-Tum �Jr Peak Hour Data m O m H G » 3 0 0 0 North � o w m 2 S wa F- Peak Hour Begins at 07:30 A f-'c Et2 L Cars r-rr a v C w h c Hees Ve ices w N U <r N coop C orn x IT = A- � j O 00 4 ► T F► Left Thru Ri ht U-Tum n 301 350 0 0 f 1 3 18 0 0 n24 0 0889 3 33 1 54 1 1323 Li Out In Total `r U r � rd NIS: Osgood Street (Route 125) PRECISION File Name : 122978 C, ' E/W: Butcher Boy Plaza Exit/Commerce Way Rous lEs, A Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date :.6/28/201. Y Engineering/ Office:508.4813999 rax:50lfc.co 234 Page No : 1 f ' Client: Bayside En eeriri / K. Cram Emall:datarequests@pdilk.com. LJ Groups Printed-Cars- eavy Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West n Start Time Right I ThruI -E- ht Thru Left I U-Tum Right I Thru I Left U-Tum Right Thru I Left U-Tum Int Total 04:00 PM 4 180 0 0 17 0 30 0 0 228 7 0 8 0 4 0 478 04:15 PM 3 160 0 0 17 0 32 0 0 178 5 0 12 0 6 0 413 04:30 PM 5 143 0 0 23 1 53 0 0 224 8 0 13 0 8 0 478 04:45 PM 3 167 0 0 21 1 54 0 0 255 7 1 15 0 5 0 529 11 Total 15 650 0 0 78 2 169 0 0 885 27 1 48 0 23 0 1898 L_J 05:00 PM 3 194 0 0 28 0 52 0 0 252 5 0 11 0 6 0 551 05:15 PM 3 164 0 0 31 0 41 0 0 288 10 0 9 0 8 0 554 t7 05:30 PM 1 133 0 0 26 2 44 0 0 264 6 0 10 0 0 0 486 05:45 PM 2 129 0 0 22 0 37 0 0 272 9 0 5 0 1 0 477 t� Total 9 620 0 0 107 2 174 0 0 1076 30 0 35 0 15 0 2068 Grand Total 24 1270 0 0 185 4 343 . 0 0 1961 57 1 83 0 38 0 3966 Apprch% 1.9 98.1 0 0 34.8 0.8 64.5 0 0 97.1 2.8 0 68.6 0 31.4 0 u Total% 0.6 32 0 0 4.7 0.1 8.6 0 0 49.4 1.4 0 2.1 0 1 0 Cars 23 1253 0 0 185 4 342 0 0 1905 57 1 82 0 36 0 3888 %Cars 95.8 98.7 0 0 100 100 99.7 0 0 97.1 100 100 98.8 0 94.7 0 98 Heavy Vehicles 1 17 0 0 0 0 1 0 0 56 0 0 1 0 2 0 78 %Heavy Vehicles 4.2 1.3 0 0 0 0 0.3 0 0 2.9 0 0 1.2 0 5.3 0 2 L f"1 Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left U-Tum A .Tmal Right Thru Left u-Tum A .T..] Right Thru Left u-Tum App.T-i Ri ht Thru Left u-rum A .Trani 1m.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM L; 04:45 PM 3 167 0 0 170 21 1 54 0 76 0 255 7 1 263 15 0 5 0 20 529 05:00 PM 3 194 0 0 197 28 0 52 0 80 0 252 5 0 257 11 0 6 0 17 551 05:15 PM 3 164 0 0 167 31 0 41 0 72 0 288 10 0 298 9 0 8 0 17 554 05:30 PM 1 133 0 0 134 26 2 44 0 72 0 264 6 0 270 10 0 0 0 10 486 Total Volume 10 658 0 0 668 106 3 191 0 300 0 1059 28 1 1088 45 0 19 0 64 2120 lJ %App.Total 1 1.5 98.5 0 0 1 35.3 1 63.7 0 0 97.3 2.6 0.1 70.3 0 29.7 0 PHF .833 .848 .000 .000 .848 .855 .375 .884 .000 .938 .000 .919 .700 .250 .913 .750 .000 .594 .000 .800 .957 (� Cars 10 651 0 0 661 106 3 191 0 300 0 1044 '28 1 1073 44 0 19 0 63 2097 %Cars 100 98.9 0 0 99.0 100 100 100 0 100 0 98.6 100 100 98.6 97.8 0 100 0 98.4 98.9 Heavy Vehicles 0 7 0 0 7 0 0 0 0 0 0 15 0 0 15 1 0 0 0 1 23 �xa�yvemeie: 0 1.1 0 0 1.0 0 0 0 0 0 0 1.4 0 0 1.4 2.2 0 0 0 1.6 1.1 n LJ U f� f"1 U f ` L J LJ l J I' C N/S: Osgood Street (Route 125) PRECISION File Name : 122978 Ci E/W: Butcher Boy Plaza Exit/Commerce Way IN , City, T A Site Code : 2121491 Li City, State: North Andover,MES A P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201. Oce:508.4813999 Fax508545.1234 Office: g Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No : 1 Groups Prime d•Cars Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West C Start Time Fight I Thru I Left I U-Turn _Right_TghtT Thru I Left I U-Tum Right fi;u-T Left U-Turn Right Thru I Left U-Turn Int.Total 04:00 PM 4 178 0 0 17 0 30 0 0 212 7 0 8 0 3 0 459 04:15 PM 3 155 0 0 17 0 32 0 0 168 5 0 12 0 5 0 397 04:30 PM 4 141 0 0 23 1 52 0 0 216 8 0 13 0 8 0 466 C04:45 PM 3 165 0 0 21 1 54 0 0 250 7 1 15 0 5 0 522 Total 14 639 0 0 78 2 168 0 0 846 27 1 48 0 21 0 1844 05:00PM 3 192 0 0 28 0 52 0 0 248 5 0 10 0 6 0 544 05:15 PM 3 164 0 0 31 0 41 0 0 285 10 0 9 0 8 0 551 05:30 PM 1 130 0 0 26 2 44 0 0 261 6 0 10 0 0 0 480 v 05:45 PM 2 128 0 0 22 0 37 0 0 265 9 0 5 0 1 0 469 Total 9 614 0 0 107 2 174 0 0 1059 30 0 34 0 15 0 2044 Grand Total 23 1253 0 0 185 4 342 0 0 1905 57 1 82 0 36 0 3888 Apprch% 1.8 98.2 0 0 34.8 0.8 64.4 0 0 97 2.9 0.1 69.5 0 30.5 0 Li Total% 0.6 32.2 0 0 4.8 0.1 8.8 0 0 49 1.5 0 I 2.1 0 0.9 0 I Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left u--rumApp.Tota Right Thru Left U-Tum App.Tam Right Thru Left U-Tum A .Twi Right Thru Left U-Tum APP.ToW InGTotal eak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Weak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 165 0 0 168 21 1 54 0 76 0 250 7 1 258 15 0 5 0 20 522 05:00 PM 3 192 0 0 195 28 0 52 0 80 0 248 5 0 253 10 0 6 0 16 544 n 05:15 PM 3 164 0 0 167 31 0 41 0 72 0 285 10 0 295 9 0 8 0 17 551 05:30 PM 1 130 0 0 131 26 2 44 0 72 0 261 6 0 267 10 0 0 0 10 480 L—Total volume 10 651 0 0 661 106 3 191 0 300 0 1044 28 1 1073 44 0 19 0 63 2097 %App.Total 1.5 98.5 0 0 1 35.3 1 63.7 0 0 97.3 2.6 0.1 69.8 0 30.2 0 PHF .833 .848 .000 .000 .847 .855 .375 .884 .000 .938 1 .000 .916 .700 .250 .909 .733 .000 .594 .000 .788 1 .951 L I� Li U lU i__l r � r 00 t � NIS: Osgood Street (Route 125) PRECISION File Name : 122978 C( E/W: Butcher Boy Plaza Exit/Commerce Way DouA T c Site Code : 2121491 City, State: North Andover,MA P.O.BoxMl Berlin,MA 01503 Start Date : 6/28/201: Office:508.4813999 Fax:508545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com Page No : 1 r Groups Printed-HeM Vehicles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left U-Tum Ri ht Thru Left U-Turn Ri ht Thru Left U-Tum Right Thru Left U-Turn Int Total 04:00 PM 0 2 0 0 0 0 0 0 0 16 0 0 0 0 1 0 19 L , 04:15 PM 0 5 0 0 0 0 0 0 0 10 0 0 0 0 1 0 16 04:30 PM 1 2 0 0 0 0 1 0 0 8 0 0 0 0 0 0 12 04:45 PM 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 7 r Total 1 11 0 0 0 0 1 0 0 39 0 0 0 0 2 0 54 L� 05:00 PM0 2 0 0 0 0 0 0 0 4 0 0 1 0 0 0 7 05:15 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 r 05:30 PM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 05:45 PM 0 1 0 0 0 0 0 0 0 7 0 0 0 0 0 0 8 Total 0 6 0 0 0 0 0 0 0 17 0 0 1 0 0 0 24 Grand Total 1 17 0 0 0 0 1 0 0 56 0 0 1 0 2 0 78 r, Apprch% 5.6 94.4 0 0 0 0 100 0 0 100 0 0 33.3 0 66.7 0 Total% 1.3 21.8 0 0 0 0 1.3 0 0 71.8 0 0 1.3 0 2.6 0 rt Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West r, Start Time I Right I Thru I Left I U-T= I App.Tmd Right Thru I ft I u-Tum .Tmal Right I Thru I LeftI U-Tum App.Taw Right I Thru I LeftI U-Tam App.row Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM L 04:00 PM 0 2 0 0 2 0 0 0 0 0 0 16 0 0 16 0 0 1 0 1 19 04:15 PM 0 5 0 0 5 0 0 0 0 0 0 10 0 0 10 0 0 1 0 1 16 r 04:30 PM 1 2 0 0 3 0 0 1 0 1 0 8 0 0 8 0 0 0 0 0 12 04:45 PM 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 7 J Total Volume 1 11 0 0 12 0 0 1 0 1 0 39 0 0 39 0 0 2 0 2 54 %App.Total 1 8.3 91.7 0 0 0 0 100 0 0 100 0 0 0 0 100 0 PHF .250 .550 .000 .000 .600 .000 .000 .250 .000 .250 .000 .609 .000 .000 .609 .000 .000 .500 .000 .500 1 .711 r i L.: ci LJ L J L^J f I L. rt LJ t L J f 1 ■ r 1 ■ J i rd N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C( E/W: Butcher Boy Plaza Exiitr/Commerce Way �puSTRIESA T A Site Code : 2121491 City, State: North Andover, MA RO.Box 301 Berlin,MA 01503 Start Date :6/28/201: Office:508AB13999 Fax:508545.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No : 1 Groups Printed-Peds and Bicycles Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way C From North From East From South From West Start Time Right I Thru Left Peds Ri ht iir Left Peds Right Thru Left Peds Right Thru I—Left I Peds Int.Total 04:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:15 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 04:30 PM 0 2 0 0 0 0 0 0 0 3 0 0 1 0 0 0 6 04:45 PM 0 1 0 0 1 0 0 0 0 0 2 0 0 1 0 0 0 4 t__l�' Total 0 3 0 2 0 0 0 0 0 8 0 0 2 0 0 0 15 05:00 PM 0 3 0 0 0 0 0 0 0 2 0 0 0 0 0 0 5 05:15 PM 0 2 0 0 0 0 0 1 0 3 0 0 0 0 0 0 6 L 05:30 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 05:45 PM 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 I 8 Total 0 7 0 0 0 0 0 1 0 13 0 0 0 0 0 1 22 C Grand Total 0 10 0 2 0 0 0 1 0 21 0 0 2 0 0 l 37 Apprch% 0 83.3 0 16.7 0 0 0 100 0 100 0 0 66.7 0 0 33.3 Total% 0 27 0 5.4 0 0 0 2.7 I 0 56.8 0 0 5.4 0 0 2.7 I I Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West E'eakHo.,TAnalysis me Ri ht Thru Left Peds App.Total Right Thru Left Peds App.Toa Right Thru Left Peds A .Total Right Thru Left Peds A .ToW Int.Total From 04:00 PM to 05:45 PM-Peak I of 1 for Entire Intersection Begins at 05:00 PM 05:00 PM 0 3 0 0 3 0 0 0 0 0 0 2 0 0 2 0 00 0 0 5 05:15 PM 0 2 0 0 2 0 0 0 1 1 0 3 0 0 3 0 0 0 0 0 6 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 3 05:45 PM 0 2 0 0 2 0 0 0 0 0 0 5 0 0 5 0 0 0 1 1 8 Total Volume 0 7 0 0 7 0 0 0 1 1 0 13 0 0 13 0 0 0 1 1 22 "/o A .Total 0 100 0 0 0 0 0 100 0 100 0 0 0 0 0 100 �___tHF .000 .583 .000 .000 .583 .000 .000 .000 .250 .250 .000 .650 .000 .000 .650 .000 .000 .000 .250 .250 .688 I V U L Li j U U L ra N/S: Osgood Street (Route 125) PRECISION File Name : 122978 C( E/W: Butcher Boy Plaza Ext/Commerce Way �puA T L A Site Code : 2121491 t City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/28/201,' y Engineering/ Office:50:datareque ts@pdillc.co 1234 Page No : 1 r� Client: Bayside En eerie /K. Cram Email:datarequests�apdillc.com Osgood Street(Route 125) Butcher Boy Plaza Exit Osgood Street(Route 125) Commerce Way f From North From East From South From West Start Time Right Thru Left u-Tum App.Taal Ri ht Thru Left u-TM App.Tow Right Thru Left u-Tlaa .Tow Ri ht Thru Left u-Tum A .Tow Int.Total Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 167 0 0 170 21 1 54 0 76 0 255 7 1 263 15 0 5 0 20 529 05:00 PM 3 194 0 0 197 28 0 52 0 80 0 252 5 0 257 11 0 6 0 17 551 05:15 PM 3 164 0 0 167 31 0 41 0 72 0 288 10 0 298 9 0 8 0 17 554 t 05:30 PM 1 133 0 0 134 26 2 44 0 72 0 264 6 0 270 10 0 0 0 10 486 Total Volume 10 658. 0 0 668 106 3 191 0 300 0 1059 28 1 1088 45 0 19 0 64 2120 r %App.Total 1.5 98.5 0 0 35.3 1 63.7 0 0 97.3 2.6 0.1 70.3 0 29.7 0 PHF .833 .848 .000 .000 .848 .855 .375 .884 .000 .938 .000 .919 .700 .250 .913 .750 .000 .594 .000 .800 .957 L J Cars 10 651 0 0 661 106 3 191 0 300 0 1044 28 1 1073 44 0 19 0 63 2097 %Cars 100 98.9 0 0 99.0 100 100 100 0 100 0 98.6 100 100 98.6 97.8 0 100 0 98.4 98.9 Heavy Vehicles 0 7 0 0 7 0 0 0 0 0 0 15 0 0 15 1 0 0 0 1 23 } %Hees Vehicles 0 1.1 0 0 1.0 0 0 0 0 0 0 1.4 0 0 1.4 2.2 0 0 0 1.6 1.1 Osgood Street(Route 125) Out In Total e l 1169 661 1830 15 7 22 1184 85 J 10 651 0 0 r1 0 7 0 0 10 6581 01 0 t Right Thru Left U-Tum Peak Hour Data 3 0 0 0 2 North LL ri m F—� Peak Hour Begins at 04:45 P f—c o w o r Ev a Cars r,W � o 0 0 J £ a Heavy Vehicles o ID N 0 0 m C U�v v 000 = �0X O F = o °1 00 0 0 3 � 4� T r' Left Thru Ri ht U-Tum 28 10441 01 1 r ti 0 151 ol 0 281 10591 01 11 IL J 894 10881 1982 r 1 Out In Total 0..4 qtraLt Mmita 19.9;1 r� L.J r � L� C NIS: Osgood Street (Route 125) PRECISION File Name : 122978 CC E/W: Butcher Boy Plaza Exit/Commerce/Commerce Way Duu� Ai>31Es,LLc Site Code : 2121491 City, State:North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax508545.1234 CClient: Bayside Engineering/ K. Cram Email:datarequests@pdilic.com Page No 1 Grows Printed-Cars-Heavy Vehicles Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right I Thru I Left I U-Tum Right Thru I Left I U-Turn Ri ht Thro Left I U-Tum Ri ht Tiru I Left U-Turn Int.Total 10:30 AM 4 125 0 0 22 2 42 0 0 117 5 0 8 0 1 0 326 10:45 AM 4 116 0 0 18 1 44 0 0 135 8 2 8 0 6 0 342 Total 8 241 0 0 40 3 86 0 0 252 13 2 16 0 7 0 668 11:00 AM 2 124 0 0 20 2 42 0 0 110 10 0 20 0 2 0 332 11:15 AM 5 118 0 0 21 1 51 0 0 124 7 0 9 0 4 0 340 11:30 AM 1 117 0 0 23 0 50 0 0 149 5 0 6 0 5 0 356 11:45 AM 4 122 0 0 17 2 36 0 0 151 8 0 6 0 3 0 349 Total 12 481 0 0 81 5 179 0 0 534 30 0 41 0 14 0 1377 12:00PM 5 92 0 0 16 2 38 0 0 133 8 0 11 0 0 0 305 12:15 PM 3 143 0 0 22 3 39 0 0 144 9 0 4 0 2 0 369 12:30 PM 1 99 0 0 17 1 54 0 0 132 12 0 12 0 2 0 330 12:45 PM 3 121 0 0 18 0 42 0 0 111 10 0 8 0 2 1 316 Total 12 455 0 0 73 6 173 0 0 520 39 0 35 0 6 1 1320 01:00 PM 3 107 0 0 17 3 34 0 0 115 8 0 12 0 3 0 302 01:15 PM 4 96 0 0 21 1 55 0 0 133 7 0 7 0 0 0 324 Li Grand Total 39 1380 0 0 232 18 527 0 0 1554 97 2 111 0 30 1 3991 Apprch% 2.7 97.3 0 0 29.9 2.3 67.8 0 0 94 5.9 0.1 78.2 0 21.1 0.7 Total% 1 34.6 0 0 1 5.8 0.5 13.2 0 0 38.9 2.4 0.1 2.8 0 0.8 0 Cars 37 1353 0 0 227 18 526 0 0 1509 97 2 110 0 30 1 3910 Cars 94.9 98 0 0 97.8 100 99.8 0 0 97.1 100 100 99.1 0 100 100 98 Heavy Vehicles 2 27 0 0 5 0 1 0 0 45 0 0 1 0 0 0 81 %Heavy Vehicles 5.1 2 0 0 2.2 0 0.2 0 0 2.9 0 0 0.9 0 0 0 2 n Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right I Thru I Left I U-Tum I App.Toml Rioht Thru Left I U-Tum App.Tatd Right I Thru I LeftI u-Tum A .Tatal Right Thru I LeftI U-rum A .Tom int.Total eak Hour Analysis From 10:30 AM to 01:15 PM-Peak 1 of I Peak Hour for Entire Intersection Begins at 11:30 AM n 11:30 AM 1 117 0 0 118 1 23 0 50 0 73 0 149 5 0 154 6 0 5 0 I1 356 11:45 AM 4 122 0 0 126 17 2 36 0 55 0 151 8 0 159 6 0 3 0 9 349 u 12:00 PM 5 92 0 0 97 16 2 38 0 56 0 133 8 0 141 11 0 0 0 11 305 12:15 PM 3 143 0 0 146 22 3 39 0 64 0 144 9 0 153 4 0 2 0 6 369 Total Volume 13 474 0 0 487 78 7 163 0 248 0 577 30 0 607 27 0 10 0 37 1379 n'/o Am.Total 2.7 97.3 0 0 31.5 2.8 65.7 0 0 95.1 4.9 0 73 0 27 0 PHF .650 .829 .000 .000 .834 .848 .583 .815 .000 .849 1 .000 .955 .833 .000 .954 .614 .000 .500 .000 .841r230 Lj Cars 13 468 0 0 481 76 7 163 0 246 0 558 30 0 588 27 0 10 0 37 %Cars 100 98.7 0 0 98.8 97.4 100 100 0 99.2 0 96.7 100 0 96.9 100' 0 100 0 100 � vy vehicles 0 6 0 0 6 2 0 0 0 2 0 19 0 0 19 0 0 0 0 0 fU A nmvy Vehictas 0 1.3 0 0 1.2 2.6 0 0 0 0.8 0 3.3 0 0 3.1 0 0 0 0 0 n. U F LJ n L_1 n rd L w N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CC( E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 , INDUSTRIES,LLC - City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:5UB.545.1234 Client: Bayside Engineering/K. Cram Email:datarequests@pdillc.com page No : 1 l_J Grourn Printed-Cars Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start TimeRi ht Thru I Left I U-Tum Right Thru I Left I U-Tum Ri ht Thru Left U-Tum Ri ht Thru Left U-Tum Int.Total 10:30 AM 3 124 0 0 22 2 42 0 0 110 5 0 8 0 1 0 31.7 J 10:45 AM 4 114 0 0 17 1 44 0 0 134 8 2 8 0 6 0 338 Total 7 238 0 0 39 3 86 0 0 244 13 2 16 0 7 0 655 r� 11:00AM 2 122 0 0 20 2 42 0 0 107 10 0 19 0 2 0 326 11:15 AM 5 115 0 0 21 1 50 0 0 122 7 0 9 0 4 0 334 ' 11:30 AM 1 114 0 0 23 0 50 0 0 144 5 0 6 0 5 0 348 11:45 AM 4 120 0 0 16 2 36 0 0 148 8 0 6 0 3 0 343 r Total 12 471 0 0 80 5 178 0 0 521 30 0 40 0 14 0 1351 u 12:00 PM 5 91 0 0 15 2 38 0 0 130 8 0 11 0 0 0 300 12:15 PM 3 143 0 0 22 3 39 0 0 136 9 0 4 0 2 0 361 12:30 PM 1 93 0 0 17 1 54 0 0 131 12 0 12 0 2 0 323 12:45 PM 2 117 0 0 16 0 42 0 0 109 10 0 8 0 2 1 307 J Total 11 444 0 0 70 6 173 0 0 506 39 0 35 0 6 1 1291 01:00 PM 3 104 0 0 17 3 34 0 0 110 8 0 12 0 3 0 294 r 01:15 PM 4 96 0 0 21 1 55 0 0 128 7 0 7 0 0 0 319 Grand Total 37 1353 0 0 227 18 526 0 0 1509 97 2 110 0 30 1 3910 t—' Apprch% 2.7 97.3 0 0 29.4 2.3 68.2 0 0 93.8 6 0.1 78 0 21.3 0.7 Total% 1 0.9 34.6 0 0 5.8 0.5 13.5 0 0 38.6 2.5 0.1 2.8 0 0.8 0 u Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West I Start Time I Right I Thru I Left I U-Tum I ADP.Tow I Right I Thru I Left I U-Tum I ADD Tow I Right I Thru I Left I U-rum I ADD T w Right I Thru I Left u Tu A r i t Tm i L J Peak Hour Analysis From 10:30 AM to 0 1:15 PM-Peak I of I Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 1 114 0 0 115 23 0 50 073 0 144 5 0 149 6 0 5 0 11 348 r 11:45 AM 4 120 0 0 124 16 2 36 0 54 0 148 8 0 156 6 0 3 0 9 343 12:00 PM 5 91 0 0 96 15 2 38 0 55 0 130 8 0 138 11 0 0 0 11 300 �J 12:15 PM 3 143 0 0 146 22 3 39 0 64 0 136 9 0 145 4 0 2 0 6 361 Total Volume 13 468 0 0 481 76 7 163 0 246 0 558 30 0 588 27 0 10 0 37 1352 r %Am.Total 2.7 97.3 0 0 30.9 2.8 66.3 0 0 94.9 5.1 0 73 0 27 0 PHF .650 .818 .000 .000 .824 .826 .583 .815 .000 .842 .000 .943 .833 .000 .942 .614 .000 .500 .000 .841 .936 r� LJ r LJ r � l J r � l J r � L, r 1 l_J r � I L, rod I CN/S: Osgood Street (Route 125) PRECISION File Name : 122978 CG E/W: Butcher Boy Plaza Exit/Commerce Way DouA Ts,L A Site Code : 2121491 City, State: North Andover,MA P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 y Engineering/ Office:Emil: atareg99 Fax50llc.co 234 Page No : 1 C Client: Bayside En eerie /K. Cram Email:datarequests@pdillc.com Groups Printed-Heavy Vehicles Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right Thru Left U-Tum Ri ht Thru Left I U-Tum Right I Tim I Right Thru I Left U-Tum Int Total 10:30 AM 1 1 0 0 0 0 0 0 0 7 0 0 0 0 0 0 9 10:45 AM 0 2 0 0 1 0 0 0 0 1 0 0 0 0 0 0 4 Total 1 3 0 0 1 0 0 0 0 8 0 0 0 0 0 0 13 I ! 11:00 AM 0 2 0 0 0 0 0 0 0 3 0 0 1 0 0 0 6 �U1 11:15 AM 0 3 0 0 0 0 1 0 0 2 0 0 0 0 0 0 6 11:30 AM 0 3 0 0 0 0 0 0 0 5 0 0 0 0 0 0 8 C 11:45 AM 0 2 0 0 1 0 0 0 0 3 0 0 0 0 0 0 6 Total 0 10 0 0 1 0 1 0 0 13 0 0 l 0 0 0 26 12:00 PM 0 1 0 0 1 0 0 0 0 3 0 0 0 0 0 0 5 12:15 PM 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 8 12:30 PM 0 6 0 0 0 0 0 0 0 1 0 0 0 0 0 0 7 12:45 PM 1 4 0 0 2 0 0 0 0 2 0 0 0 0 0 0 9 Total 1 11 0 0 3 0 0 0 0 14 0 0 0 0 0 0 29 01:00 PM C 0 3 0 0 0 0 0 0 0 5 0 0 0 0 0 0 8 01:15 PM 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 5 Grand Total 2 27 0 0 5 0 1 0 0 45 0 0 1 0 0 0 81 Apprch% 6.9 93.1 0 0 83.3 0 16.7 0 0 100 0 0 100 0 0 0 Total% 2.5 33.3 0 0 6.2 0 1.2 0 0 55.6 0 0 1.2 0 0 0 Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time Right I Thru I Left I U-T= I App.Total I Right Thru I Left I U-T= APP.Tatal Right I Thru I Left I U-Tum App.Tm] Right I Thru I Left I U-Tum Alp.Toral 1,7 Total Peak Hour Analysis From 10:30 AM to 0 1:15 PM-Peak I of I Peak Hour for Entire Intersection Begins at 12:15 PM 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 00 8 12:30 PM 0 6 0 0 6 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 7 12:45 PM 1 4 0 0 5 2 0 0 0 2 0 2 0 0 2 0 0 0 0 0 9 01:00 PM 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 8 l Volume 1 13 0 0 14 2 0 0 0 2 0 16 0 0 16 0 0 0 0 0 32 EVT.O.taipp.Total 7.1 92.9 0 0 100 0 0 0 1 0 100 0 0 1 0 0 0 0 PHF .250 .542 .000 .000 .583 .250 .000 .000 .000 .250 1 .000 .500 .000 .000 .500 .000 .000 .000 .000 .000 .889 U C C lJ I ; L_1 C a l 1 N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CCC E/W:Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 City, State: North Andover, MA POBox30SB,ns a 01503 Start Date : 6/30/2012 Y g g Office: reque ts@pdilic.co 234 Page No : 1 Client: Bayside En eerie / K. Cram Email:datarequests@pdillc.com Groups Printed-Peds and Bicycles L� Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way From North From East From South From West Start Time ]k ht Thru Left Peds Right Thru Left Peds Right I Thr- Left Peds Right Thru7 Left I Peds Int.Total " 10:30 AM 0 2 0 0 0 0 0 0 0 7 0 0 0 0 0 0 9 10:45 AM 0 1 0 0 0 0 0 0 0 1 0 1 0 0 0 0 3 ' Total 0 3 0 0 0 0 0 0 0 8 0 1 0 0 0 0 12 r� 11:00AM 0 1 0 2 0 0 0 0 0 2 0 0 0 0 0 0 5 11:1! 0 2 0 2 0 0 0 0 0 1 0 0 0 0 0 0 5 i J 11:30 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 11:45 AM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 Total 0 6 0 4 0 0 0 0 0 9 0 0 0 0 0 0 19 12:00 PM 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 12:30 PM 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 0 5 ` 12:45 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 Total 0 7 0 0 0 0 0 0 0 4 0 0 0 0 0 0 11 01:00 PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 01:15PM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4 Grand Total 0 20 0 4 0 0 0 0 0 25 0 1 0 0 0 0 50 u Apprch% 0 83.3 0 16.7 0 0 0 0 0 96.2 0 3.8 0 0 0 0 Total% 0 40 0 8 0 0 0 0 0 50 0 2 0 0 0 0 l_J Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way 1 From North From East From South From West Start Time Right I Thru I Left I Peds I App.T-1 Ri ht Thru I Le fr Peds App.Total Ri ht I Thru I LeftI Peds App,T.W Ri ht I Thru I LefrI Peds App.TW.1 Int.Total t—j Peak Hour Analysis From 10:30 AM to 0 1:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 10:30 AM 10:30 AM 0 2 0 0 2 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 9 i 10:45AM 0 1 0 0 1 0 0 0 0 0 0 1 0 1 2 0 0 0 0 0 3 11.00 AM 0 1 0 2 3 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 5 ' 11:15 AM 0 2 0 2 4 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 5 Total Volume 0 6 0 4 10 0 0 0 0 0 0 11 0 1 12 0 0 0 0 0 22 %A .Total 0 60 0 40 0 0 0 0 0 91.7 0 8.3 0 0 0 0 PHF .000 .750 .000 .500 .625 .000 .000 .000 .000 .000 .000 .393 .000 .250 .429 1 .000 .000 .000 .000 .000 1 .611 r� l� l� V . r � IL r � l J ! 1 lJ C ?44ms N/S: Osgood Street (Route 125) PRECISION File Name : 122978 CC( E/W: Butcher Boy Plaza Exit/Commerce Way D A T A Site Code : 2121491 ,r INDUSTRIES,LLC M City, State: North Andover, A P.O.Box301 Berlin,MA 01503 Start Date : 6/30/2012 Office:508.4813999 Fax:508S45.1234 Client: Bayside Engineering/ K. Cram Email:datarequests@pdillc.com Page No 1 U r� Osgood Street(Route 125) Bucther Boy Plaza Exit Osgood Street(Route 125) Commerce Way ( I From No From East From South From West LJ Start Time I Ri ht I Thru I Left I U-T. I App.T w Right Thru I Left I U-T.. Am Tai Riot I Thru heft U-Tum App.Tmi Right Thru I Left I U-Tum I m,.Tnml Int Tntal Peak Hour Analysis From 10:30 AM to 01:15 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 11:30 AM n 11:30 AM 1 117 0 0 11823 0 50 0 73 0 149 5 0 154 6 0 5 0 11 356 11:45 AM 4 122 0 0 126 17 2 36 0 55 0 151 8 0 159 6 0 3 0 9 349 12:00 PM 5 92 0 0 97 16 2 38 0 56 0 133 8 0 141 11 0 0 0 11 305 12:15 PM 3 143 0 0 146 22 3 39 0 64 0 144 9 0 153 4 0 2 0 6 369 nTotal Volume 13 474 0 0 487 78 7 163 0 248 0 577 30 0 607 27 0 10 0 37 1379 %App.Total 2.7 97.3 0 0 31.5 2.8 65.7 0 0 95.1 4.9 0 73 0 27 0 lj PHF1 .650 .829 .000 .000 .834 1 .848 .583 .815 .000 .849 .000 .955 .833 .000 .954 .614 .000 .500 .000 .841 .934 Cars 13 468 0 0 481 76 7 163 0 246 0 558 30 0 588 27 0 10 0 37 1352 %Cars 100 98.7 0 0 98.8 97.4 100 100 0 99.2 0 96.7 100 0 96.9 100 0 100 0 100 98.0 nHeavy Vehicles 0 6 0 0 6 2 0 0 0 2 0 19 0 0 19 0 0 0 0 0 27 s Havr www. 0 1.3 0 0 1.2 2.6 0 0 0 0.8 0 3.3 0 0 3.1 0 0 0 0 0 2.0 Li Osgood Street(Route 125) Out In Total r1 644 481 1125 U 21 6 27 665 5 13 468 0 0 0 6 0 0 U 131 7 1 01 0 Right T� Left U-Tum 4.J u n Peak Hour Data J °>_ 0002 North oo � n 0 Peak Hour Begins at 11:30 A ~2 0_ o U E a rCars r m T 0 0 0 0 it 1 Heavy Vehicles U n n m 000� C -i x n j O O U f U +, T r► n Left Thru Ri ht U-Tum 30558 0 0 0 19 0 0 1-_d 1 301 5771 01 0 n Lj 664 609 1271 Out In Total n Li n L Lj 1L ,1 C Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 6/28/2012 Tim 9:OOam PDI File#122978 Client:Bayside Engineeringl K.Cram Client 8: 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Delay Gueuo Exking Oelay Queue Exiting Vehicle p Entered Guam Left Guam Vehicle a Entered Queue Loft Qusuo In see. Longth Tum in me. Length Tum 1 7:03:10 AM 7:03:34 AM 0024 1 Left Tum 1 7:09:23 AM 7:0925 AM 00:02 1 Right Tum Total Count 2 7:04:15 AM 7:04:28 AM 00:13 1 Left Tum 2 7:11:36 AM 7:11:49 AM 00:13 1 Right Tum 3 7:0528 AM 7:05:33 AM 00:05 1 Left Tum 3 7:13:08 AM 7:13:17 AM 00:09 1 Left Tum Left Lane 4 7:05:49 AM 7:05:58 AM 00:09 1 Left Tum 4 7:17:51 AM 7:17:58 AM 00:07 1 Left Tum Exiting n 5 7:07:45 AM 7:07:48 AM 00:03 1 Left Tum 5 727:01 AM 7:27:14 L AM- 00:13 1 Right Tum Totals 6 7:08:15 AM 7:08:18 AM 00:03 1 Lek Tum 6 728:54 AM 72Turn.8:59 AM 00:05 1 Right 7 7:09:43 AM 7:09:48 AM 00:05 1 Left Tum 7 7:4127 AM 7:41:44 AM' 00:17 I RightTum Total Vehicles 148 8 7:10:33 AM 7:11:07 AM 00:34 1 Left Tum 8. 7:46:33 AM: .7:46:39 AM' 00.06 '1 :Righl.Tum- Ave Stopped Time 00:14 9 7:12:14 AM 7:12:19 AM 00:05 1 Lek Tum .97:52:35 AM :7:52:38 AM: -00:03 1 Rigtit:Tum Max Stopped Time 00:56 10 7:12:38 AM 7:13:00 AM 00:22 1 Left Tum 10 :7:62:52 AM 7:52:54AM, OO."M 'A Right Tum Average Queue 1.24 t-ry 11 7:13:37 AM 7:13:39 AM 00:02 1 Left Tum 11.: 7:54-.41 ANI 75444 AM 00:031 "Right Tum Max Queue 4 L 12 7:15:04 AM 7:15:07 AM 00:03 1 Left Tum 12 7:i713 AM 7:57:27 AM 00:04 1 Right Tum Total Delay 0:33:25 13 7:1527 AM 7:15:31 AM 00:04 1 Left Tum 13. 8:03A6 AM- 8:03M AM 0010: 1 Right-Turn" 14 7:1829 AM 7:18:33 AM OD:04 1 Left Tum 14 8.04.37 AM 8:64:39 AM 00.02 1 -Right Tum 15 7:19:23 AM 7:19:27 AM 00:04 1 Left Tum 15. 8:08;10 AM "8:08:12 AM 00:02 1 .RightTum Right Lane 16 7:19:30 AM 7:19:32 AM 00:02 1 Left Tum 16.. 8:08:49 AM 8:08:45 AM DOM 1 Right Tum. Exiting C 17 7:20:13 AM 720:17 AM 00:04 1 Left Tum 17 810 50 AM 81053 AM 0003 1 RightTum Totals 18 7:20:44 AM 7:20:48 AM 00:04 1 Left Tum 18 81125 AM 81128 AM 00:03 1 Right Tum: 19 7:22:33 AM 7:22:48 AM 00:15 1 Left Tum 19 81333 AM' 8:13:35 AM 0002 1 RightTum Total Vehicles 42 20 722:41 AM 722:55 AM 00:14 2 Left Tum 20. :8.14.15 AM 81418 AM 00:63 1 Right Tum Ave Stopped Time DO:05 21 723:51 AM 724:04 AM 00:13 1 Left Tum 21, 8:1603 AM_ 8;16:05 AM. 00;02 1 Right Tum Max Stopped Time 0025 22 7:25:28 AM 725:54 AM 00:26 1 Left Tum 22: 8-18:58 AM "8:19:00 AM 00:02. 1 Right Tum Average Guam 1.00 23 725:34 AM 7:26:15 AM 00:41 2 Left Tum .23, .8:19:03AM 8:19:05 AM D022. 1- RightTum Max Queue 1 24 726:43 AM 7:27:13 AM 00:30 1 Left Tum 24 819.-M AM 8;437 AM .0002 1 RightTum Total Delay 0:03:40 C 25 72729 AM 7:27:31 AM 00:02 1 Lek Tum 25 82123 AM 821:39 AM 001§ 1 Pi . 26 7:27:37 AM 7:27:39 AM 00:02 1 Left Tum 26, :822:29 AM 82235 AM DOM 1- RightTum 27 7:28:01 AM 7:28:17 AM 00.16 1 Left Tum 2T 825:01 AM .625.09 AM 00.08' 1 PighfTum- 28 728:12 AM 7:2820 AM 00:08 2 Lek Tum 28 827:50 AM 827:52 AM ,00:02- 1 Right Tum 29 7:29:45 AM 7:30:09 AM 0024 1 Left Tum 29 8:33:54 AM 8:33:57 AM 00:03 1 Right Tum 30- 7 30:59 AM: 7:31:02 AM- .00:03. '1 'Left Tum: 30 8:35:55 AM 8:36:01 AM 00:06 1 Right Tum Peak Hour Count 31 7:3 1:20 AM 7.31:45 AM 0025 1 Left Tum 31 8:36:32 AM 8:36:36 AM 00:04 1 Right Tum 32 7:31:36 AM 7:32:65 AM- .00:90 2 Left Tum 32 8:3825 AM 8:3827 AM DO:02 1 Right Tum Left Lane U 33 7:31:58 AM. 7:32:12 AM: '00:14 2 Left Tum 33 8:39:34 AM 8:39:35 AM 00:01 1 RightTum Exiting 34 7:32:55 AM' 7:33:14 AM, 00:19 1 Left Tum 34 8:41:59 AM 8:42:10 AM 00:11 1 Right Tum Totals 35 7:34:13 AM .7:34:16 AM:. 0003 1: Left Tum. 35 8:42:40 AM 8:42:42 AM 00:02 1 Right Tum 36 7:34:33 AM 7:34:51 AM 00:18 -1 Left Tum' 36 8:46:18 AM 8:4622 AM 00:04 1 Left Tum Total Vehicles 75 37 7:36:01 AM 7 36:32 AM .00:31 '1 Left Tum- 37 8:48:39 AM 8:48:43 AM 00:04 1 Right Tum Ave Stopped Time 00:13 38 7:36:05 AM 7,31:41 AM 00:36 2 Left Tum: 38 8:48:47 AM 8:48:48 AM 00:01 1 Right Tum Max Stopped Tlms 00:38 39 7 37.12.AM 7:31:40 AM. 0028 1 Left Tum 39 8:60:54 AM 8:50:57 AM 00:03 1 Right Tum Average Queue 123 40 7:37:22 AM 7:37:55 AM 00:33 2 Left Tum 40 8:5527 AM 8:55:28 AM 00:01 1 Right Tum Max Queue 3 41 7:37:34 AM 7:3802 AM 0028 3 Left Tum 41 8:58:14 AM 8:58:39 AM 00:25 1 Thru Total Delay 0:16:41 42 7:38:54 AM 7:38:56 AM 00:02 1 Left Tum 42 8:59:49 AM 8:59:51 AM 00:02 ,1 Right Tum 43 7:40;07 AM 7:4021 AM 00:14 1 Left Tum 44. 7:41:03 AM 7:41:13 AM 00:10 1 Left Tum Right Lane 45- 7:42:02 AM 7:42:04 AM .00:02 1 Left Tum Exiting 46 7:42:22 AM, 7:42:26 AM 00:04 1 Left Tum Totals 47 7:42:42 AM 7:42:48 AM 00:06 1. Left Tum 48 7A3A6AM -7:43:17 AM 00:61 .1 Left Turn Total Vehicles 22 49 7:43:23 AM.. 7:43:30 AM '00:07 1 Left Tum- Ave Stopped Time 00:05 50. 7:44:28 AM. 7i45:06AM 00:38 '1 Left Tum Max Stopped Time 00:17 i 51 7:45:13 AM 7:45:18 AM 00:03 1 Left Tum- Average Queue 1.00 U 52 7:45:25 AM 7:45:36 AM- 00:11 1 Left Tum Max Queue 1 53 -7:47:52 AM 7:48;01 AM 00:09 1 Left Tum", Total Delay 0:01:42 54 7:48.10 AM- 7:48:13 AM. 00:03 1 Left Tum 55 7:48:26 AM- .7:48:46 AM' 0020 1 Left Tum (� 56 7:49:29 AM 7:49:43 AM- "00:14 1 Left Tum 57 .7:50:t0AM .7:50:22 AM 00:12 1 Left Tum i 58. 7:50:34 AM 7:50:46 AM 00:12 11 Left Turn: - t..J 59 7:51:01 AM 7i5133AM 00:32 1 Left Tum 60 7:51:30 AM T51:37 AM :00:07 2 Left Tum 61 7:53:11 AM: 753:15 AIM: .00:04 .1 'Left.Tum., 1"1 fit. 7:53:34 AM 7:53:42 AM' 00:08 1 Left Tum- f i :63- -7.54:03 AM 7.5:WAM 00:09 .1 'LeftTum- ` 64: 7 5425 AM 7.54:56 AM 00:31. 1. :Left Tum LJ :65 7.54.59 AM. 7.55:01 AM 00:02. .1 Left T6.m 66 7i 46AM 7:56:53 AM: 00:08 1 Left Turn - 67 .8:00:01 AM� 8:00 :04 AM: 0003 1- :LeftTum 68 8 00:10 AM "O.AAM 00:35. 1 :Left Turn .69, 8:00:19 AM. 8:D0:54 AM .00:35., 2- LeftTum, 70 8:00:27 AM .8.00:57 AM 00:30. 3' Left Turn. U 71 8:0.36.AM- :8:01:36'AM .0092 1- Left Turn 72- 8:02:18 AM 8:02:29 AM- 00:11 1 Left Tum :73 804:10AM 8:04:13 AM- 00:03 1 Left Tum 74 -805:38 AM: '8:05:41 AM 00:03. 1 Left-Turn: n .75 <8:05 52 AM' 8:06:02 AM 00:10 :1: Left Turn 76 8:06:17 AM 8:0635 AM 00:08 1: Left Turn '77: 8.08:38 AM 806:55 AM. .00:17 1" .Left TumLi ' 78' :807:18 AM. 8.0726AM 0002 '1' Thru: 798:08:00 AM -8:08-05 AM' -X06:05 1 -Left Turn 80' 8i0&04AM- 80823 AM: 00:19 2 Left Turn 81 809.5TAM 810:14 AM: -00 :17 1' .Heft Tum 82 813264M 81928AM 00:02. 1' Left Tum 83 .8:13:38-AM. 8:13:40 AM- 00:02 :1" 'Left Turn U -84: 8:15:46 AM. 8:15:49 AM. 00:03. 1 Left Tum 85 8:15:53 AM: 8:15:59 AM 0006! 1 i6RTurt.. 86 8:16:11 AM 8:1622 AM- 00:11 1 Left Turn. 87, 8;18;29 AM 8:16s46AM. 00:17- 1 Left Turn n 88. 8:17:50AM 8:18:OOAM: DO10 1' Left Tum 66 .. ... . 89 8:1929 AM- 8:19:33 AM00:04. 1 Left Turn U 90 8:19:44 AM 8:20:09AM.. :0025 1 Left Tum 91 X8:10:54 AM 8:20:12 AM 00118 2. 'LefCTuin 92 6:20:06 AM 820.16 AM 00:10- 3 Left Tum .93 :820:35:AM 8:21:67AM. 00:32 1 Le.ftT.um. n 94 8:21:01 AM 821:24 AM 0023 2. Left Tum U r • Butcher Boy Plaza Exit Driveway(Right/Left Lanes) QueusiDelay Study l J City,State:North Andover,MA Date:Thursday 6/28/2012 Time:7:00am-9:00am 1 PDI FIIelf 122978 Client:Bayside Engineering(K Cram Client#: 2121491 t....� Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane n Vehicle It Entered Queue Left Queue Delay quew Exiting Vehicle 0 Entered Queue Left Queue Deiey Queue ExtOng In see. LengM Tum in see. Lengm Tum 95 821:17AM 8.21:49 AM -00:32 2 Left Tum L_1 96. 821:311 AM 8:21:57 AM 00:26 2 Right Sum. 97 822:19.AM 8:22:21 AM 00:02 1 Left Tum '988:22i24AM- 822:34 AM 00:10 1 Left Turn 99. 8:22:56 AM 823:01.AM' 00:05: 1 Left Tum. ! i -100 :825:53 AM 826,00 AM. -00:07. 1 Leh Tum 101' .8:27:21 AM 827:23 AM 00:6 1 Left Tum 102. 8:28:03.AM 8:2 8:07 00:04 1 Left Turn - LJ 103 828:19 AM 82821 AM' '00:02 1 Left Tum. 104 :829:62.AM 8:3D.,09 AM: 0077' 1 Left Turn 105 8:3024 AM 8:30:38 AM 60:14 1 Left Tum 106 8:3126 AM 8:31:30 AM 00:04 1 Left Tum 107 8:32:00 AM 8:32:03 AM 00:03 1 Left Tum 108 8:32:04 AM 8:32:09 AM 00:05 1 Left Tum L j 109 8:32:06 AM 8:32:13 AM 00:07 2 Left Tum 110 8:32:51 AM 8:33:12 AM 00:21 1 Left Tum 111 8:33:18 AM 8:33:21 AM 00:03 1 Left Tum 1 112 8:33:23 AM 8:3327 AM 00:04 1 Left Tum 113 8:33:52 AM 8:34:21 AM 0029 1 Left Turn 114 8:33:58 AM 8:3427 AM 0029 2 Left Tum 115 8:34:03 AM 8:34:30 AM 00:27 3 Left Tum 116 8:34:08 AM 8:34:35 AM 0027 4 Left Tum 117 8:34:66 AM 8:35:15 AM 0"9 1 Lek Tum 118 8:37:03 AM 8:37:06 AM 00:03 1 Left Tum 1 119 8:39:47 AM 8:40:07 AM 00:20 1 Lek Tum 120 8:40:16 AM 8:40:17 AM 00:01 1 Left Tum 121 8:40:53 AM 8:40:58 AM 00:05 1 Left Tum Lj 122 8:41:37 AM 8:41:44 AM 00:07 1 Left Tum 123 8:41:49 AM 8:42:19 AM 00:30 1 Left Tum 124 8:4420 AM 8:44:30 AM 00:10 1 Left Tum r 125 8:44:33 AM 8:44:36 AM 00:03 1 Left Tum 126 8:45:58 AM 8:46:01 AM 00:03 1 Left Tum 127 8:46:25 AM 8:46:27 AM 00:02 1 Left Tum l J 128 8:46:32 AM 8:46:53 AM 0021 1 Left Tum 129 8:47:02 AM 8:47:06 AM 00:04 1 Left Tum 130 8:47:45 AM 8:48:12 AM 00:27 1 Left Tum 131 8:49:46 AM 8:49:55 AM 00:09 1 Left Tum r 132 8:50:26 AM 8:50:27 AM 00:01 1 Left Tum 133 8:50:49 AM 8:50:56 AM 00:07 1 Left Tum 134 8:51:27 AM 8:51:30 AM 00:03 1 Left Tum L-� 135 6:51:34 AM 8:51:42 AM 00:06 1 Left Tum 136 8:52:02 AM 8:52:05 AM 00:03 1 Left Tum 137 8:52:13 AM 8:52:52 AM 00:39 1 Left Tum r 138 8:52:40 AM 8:52:59 AM 00:19 2 Left Tum 139 8:5421 AM 8:54:26 AM 00:05 1 Left Tum 140 8:54:35 AM 8:55:02 AM 00:27 1 Left Tum L–j 141 8:55:43 AM 8:55:59 AM 00:16 1 Left Tum 142 8:55:48 AM 8:56:07 AM 00:19 2 Left Tum 143 8:55:51 AM 8:56:12 AM 0021 3 Left Tum 144 8:57:45 AM 8:58:40 AM 00:55 1 Left Tum 145 8:57:49 AM 8:58:45 AM 00:56 2 Left Tum 146 8:5822 AM 8:58:50 AM 00:28 3 Left Tum L- 147 8:59:45 AM 8:59:54 AM 00:09 1 Left Tum 148 8:59:47 AM 8:59:57 AM 00:10 2 Left Tum •-1 La l.� f 1 V l� s 1 t. C 1 • f 1 2 Lr r 1 v Butcher Boy Plaza Exit Driveway(Right f Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 6128/2012 n Time:4:00pm-6:00pm 1 PDI File#122978 Client Bayside Engineering/K.Cram ' li Client M 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Entered queue Left Queue Delay Queue Exiting . Vehicle# Entered Queue Left Queue Deley queue ExiOng In aec. Length Tum In sac. Length Tum 1 4:00:14 PM 4:00:19 PM 00:05 1 Left Tum 1 4:00:28 PM 4:00:33 PM DO:05 1 Right Tum Total Count 2 4:0022 PM 4:00:36 PM 00:14 1 Left Tum 2 4:01:12 PM 4:0128 PM 00:16 1 Right Tum 3 4:00:41 PM 4:00:44 PM 00:03 1 Left Tum 3 4:02:21 PM 4:0226 PM 00:05 1 Right Tum Left Lane 4 4:00:55 PM 4:0126 PM 00:31 1 Left Tum 4 4:02:30 PM 4:02:56 PM 0026 1 Right Tum Exiling _ 5 4:01:32 PM 4:01:36 PM 00:04 1 Left Tum 5 4:02:35 PM 4:03:02 PM 0027 2 Right Tum Totals 6 4:01:47 PM 4:01:54 PM 00:07 1 Left Tum 6 4:0322 PM 4:03:39 PM 00:17 1 Right Tum 7 4:03:18 PM 4:03:45 PM 0027 1 Left Tum 7 4:03:54 PM 4:03:56 PM 00:02 1 Right Tum Total Vehicles 341 8 4:03:34 PM 4:03:49 PM 00:15 2 Left Tum 8 4:04:48 PM 4:04:59 PM OD:11 1 Right Tum Ave Stopped Time 00:31 9 4:04:20 PM 4:04:33 PM 00:13 1 Left Tum 9 4:04:51 PM 4:05:03 PM 00:12 2 Right Tum Max Stopped Time 02:07 10 4:04:44 PM 4:04:55 PM 00:11 1 Left Tum 10 4:06:15 PM 4:0624 PM 00:09 1 Right Tum Average Queue 2.40 11 4:04:52 PM 4:05:07 PM 00:15 2 Left Tum 11 4:06:34 PM 4:08:41 PM 00:07 1 Right Tum Max Queue 9 12 4:05:16 PM 4:05:45 PM 0029 1 Left Tum 12 4:08:59 PM 4:09:04 PM 00:05 1 Right Tum Total Delay 2:56:14 13 4:05:23 PM 4:05:48 PM 00:25 2 Left Tum 13 4:10:14 PM 4:10:38 PM DO:24 1 Right Tum 14 4:0526 PM 4:05:55 PM 00:29 3 Left Tum 14 4:10:48 PM 4:10:54 PM 00:06 1 Right Tum 15 4:05:40 PM 4:06:04 PM 0024 4 Left Tum 15 4:11:04 PM 4:1128 PM 0024 1 Right Tum Right Lane 16 4:05:42 PM 4:06:17 PM 00:35 5 Left Tum 16 4:13:16 PM 4:1321 PM 00:05 1 Right Tum Exiling ^ 17 4:06:02 PM 4:06:43 PM 00:41 3 Left Tum 17 4:14:07 PM 4:14:13 PM 00:06 1 Right Tum Totals `i'L71 18 4:06:11 PM 4:06:58 PM 00:47 3 Left Tum 18 4:15:09 PM 4:15:14 PM 00:05 1 Right Tum 19 4:0826 PM 4:08:39 PM 00:13 1 Left Tum 19 4:1529 PM 4:15:39 PM 00:10 1 Right Tum Total Vehicles 180 20 4:06:48 PM 4:08:53 PM 00:05 1 Left Tum 20 4:15:54 PM 4:16:03 PM 00:09 1 Right Tum Ave Stopped Time 00:14 21 4:08:50 PM 4:09:06 PM 00:16 2 Left Tum 21 4:16:39 PM 4:16:41 PM DO:02 1 Right Tum Max Stopped Time 0125 22 4:09:48 PM 4:10:07 PM 00:19 1 Left Tum 22 4:17:42 PM 4:17:46 PM 00:04 1 Right Tum Average Queue 1.32 9�-t 23 4:10:57 PM 4:1129 PM 00:32 1 Left Tum 23 4:17:48 PM 4:17:50 PM 00:02 1 Right Tum Max Queue 5 i 24 4:1126 PM 4:11:47 PM 0021 2 Left Tum 24 4:19:11 PM 4:19:33 PM 0022 1 Right Tum Total Delay 0:41:49 25 4:12:10 PM 4:12:23 PM 00:13 1 Left Tum 25 4:20:10 PM 420:14 PM 00:04 1 Right Tum 26 4:12:15 PM 4:12:59 PM 00:44 2 Left Tum 26 420:36 PM 420:51 PM 00:15 1 Right Tum 27 4:13:00 PM 4:13:10 PM 00:10 1 Left Tum 27 421:03 PM 421:06 PM 00:03 1 Right Tum 28 4:13:23 PM 4:13:31 PM 00:08 1 Left Tum 28 421:30 PM 4:21:42 PM 00:12 1 Right Tum Peak Hour Count 29 4:1326 PM 4:13:34 PM 00:08 2 Left Tum 29 422:13 PM 4:22:18 PM 00:05 1 Right Tum 30 4:14:49 PM 4:15:11 PM 00:22 1 Left Tum 30 4:23:04 PM 4:23:10 PM 00:06 1 Right Tum Left Lane I 31 4:15:31 PM 4:15:41 PM 00:10 1 Left Tum 31 427:46 PM 428:09 PM 0023 1 Left Tum Exiling 1 32 4:15:47 PM 4:16:05 PM 00:18 1 Left Tum 32 428:18 PM 428:21 PM 00:03 1 Right Tum Totals lJ 33 4:15:50 PM 4:16:09 PM 00:19 2 Left Tum 33 428:40 PM 4:28:46 PM 00:06 1 RightTum 34 4:16:53 PM 4:1723 PM 0030 1 Left Tum 34 429:28 PM 4:29:41 PM 00:13 1 Right Tum Total Vehicles 203 35 4:17:52 PM 4:18:19 PM 0027 1 Left Tum 35 4:31:14 PM :4:37 24 PM 00:10 1 Right Tum Ave Stopped Time 00:39 n 36 4:17:55 PM 4:18:30 PM 00:35 2 Left Tum 96 4:31:19 PM 4:31:32.PM: DO:13 2 Thru: Max Stopped Time 02:07 37 4:18:50 PM 4:18:53 PM 00:03 1 Left Tum 37 -4:31:21 PM- 4:32:12.PM OM51 3 RightTum Average Queue 2.77 38 4:1924 PM 4:19:28 PM 00:04 1 Left Tum 38 4:32:08 PM, 4:33:07 PM. 00.59 2 Right Tum Max Queue 9 L_1 39 4:20:19 PM 420:58 PM 00:39 1 Left Tum 39 4:32:43 PM 4:3323 PM 00:40 2 RightTum Total Delay 2:03:10 40 420:43 PM 4:21:00 PM 00:17 2 Left Tum 40 4:33:14 PM :4:33:46 PM 00:32 2 Right Tum 41 4:21:54 PM 422:10 PM 00:16 1 Left Tum 41 4:33:33 PM 4:38:46 PM 00:13 2 Right Tum r��1 42 4:21:58 PM 4:22:24 PM 00:26 2 Left Tum 42 4:33:35 PM 4:33:51 PM 00:16 3 Right Tum Right Lane l i 43 4:22:58 PM 4:23:11 PM 00:13 1 Left Turn 43 4:34:30 PM 4:34:32 PM 00:02 1 Right Tum Exiting I 44 4:23:23 PM 42328 PM 00:05 1 Left Tum 44 4:35:28 PM 4:35:32 PM 00:04 1 -Right Tum Toteis LJ 45 4:24:36 PM 4:24:40 PM 00:04 1 Left Tum 45 4:36:51 PM 4:36:56 PM 00:65 1 Right Tum 46 4:24:41 PM 4:24:52 PM 00:11 1 Left Tum 46 4:37:11 PM 4:37:39 PM 0028 1 Right Tum Total Vehicles _ 98 47 4:24:45 PM 425:20 PM 00:35 2 Left Tum 47 4:38:16 PM. 4:38:39 PM 0023 T RightTum Ave Stopped Time 00:15 48 4:25:00 PM 4:25:25 PM 00:25 2 Left Tum 48 4AOA3.PM 4:40;46 PM 00:03 1 Right Tum Max Stopped Time 0125 49 4:25:03 PM 425:39 PM 00:36 3 Left Tum 40 4:40:54 PM 4:40:59 PM. .00:05: 1, RightTum Average Queue 1.42 50 4:25:32 PM 4:26:04 PM 00:32 2 Left Tum 156 4:41:02 PM 4:41:04 PM 00:02 1 .Right Tum Max Queue 5 51 4:26:12 PM 42623 PM 00:11 1 Left Tum 51 4:41:D8 PM -4:41:10 PM. 00:02 1 Right`Turh Total Delay 0:24:39 LJ 52 4:26:30 PM 426:34 PM OD:04 1 Left Tum 52. 4:41:32 PM 4:41:34 PM 60:02. 1 Right Tum 53 4:26:58 PM 427:11 PM 00:13 1 Left Tum 53 4:41:38 PM' 4:42:30:PM 00:52 .1 RightTum 54 427:13 PM 4:27:21 PM 00:08 1 Left Tum '54 '4:42:43 PM 4[42:44 PM 00:01: 1 Right Tum, 55 427:41 PM 427:49 PM 00:08 1 Left Tum 55 4[44112 PM. 4144:39 PM 0027 .1 RightTum' n 56 4:27:55 PM 428:10 PM 00:15 1 Left Tum .56 4.'":14 PM 4:44:49 PM 00:35 2 Right Turn 57 4:27:58 PM 428:13 PM 00:15 2 Left Tum 57 4:44:24 PM.. 4:44:52 PM 028. 3 ,Right Tum U 58 4:28:01 PM 42823 PM 00:22 3 Left Tum 58 4:45:48 PM 4;45:52 PM- 00:04 1 Right Tum 59 429:15 PM 4:29:54 PM 00:39 1 Lek Tum 59- 4:47:15 PM 4:47:17.PM 00:02 4 Right:Turn 60 429:18 PM 429:58 PM 00:40 2 Lefl Tum 60 4:48:12 PM 4:48:14.PM. 00:02 '1 Right Tum. 61 4:29:52 PM 4:30:03 PM 00:11 3 Left Tum 61 4:4829 PM '4 48;32 PM .00:03 1" PighfTum. n .62 4.30:14 PM- 4:3018 PK 00:04 .1 Left Tum 62 -4:4852 PM 4 48:57 PM Otr05. 1- RightSurn 63 4:3622 PM -4:30:48 PM- '00:26 1' Left?um. 63 4:49:08 PM `449,11.PM 00:03' 1 RightTum-. 64 4:31:06.PM 4:31:34 PM; `00:28 1 :Left Tum 64 4:4925 PM 4.49:31PM. '00:06? 1 .Right Turn IJ .. 65, .'4:31i38�P,M :4:32:OSPM�.:0027 1' Left 65. '4i50:00PM. �:450.09:PM' .00:09� 1' Ttuu _, 66: 4x31:44 PM .4:32:14 PM. '00t30: 2 teftTum 65 4:5013 PM 4:5020 PM-� 00:07: �9; .Right:Tum :6T 416PM 4132:17 PM` .00:01 1 left Tum 87. '4.51:33 PM 4:511:39.PM- 0006`: :1, 'LeNTum- 68 4332240 PM 4:3106 PM 0026 1 Left Tum 68 4:5136 PM 4:5146 PM "60.10 2 Right Tum 69 433 09.PM 4.3312 PMI. 00:03 1. Left Tum 69 4;52.07 PM 4:5224 PM: 0017 1 RightTum. 70 433:39 PM 4:33:58 PM 00:19 1 Left Turn. 70 4.5220 PM 4:5226 PM .00.06 2" Right Tum 71 4.33.56 PM 4.34:16 PM 0020 2. Left Tum 71 4.52 57 PM 4:5324 PM: 0027 T Flight Tum 72 4.34:19,PM 4:3424 PM 00;05- '1 left Tum 72 .4:54:00 PM. "4:6420 PM 0020 1' Right Tum 73, 4:35:02 PM. 4:35:08 PM .00:06 1 Left Turn 73 4:54.-N PM. .415414 PAA" 0.620 2: :Right Tum 74 4.35 05 PM 4:31:11 PM 06:06 2 Left Turn 74 454 40 PM 4:54 41 PM .0001 1- Right Tum 75 4:35:22 PM 4.3 524PM 0002 1 .Left Tum, 75 457 40 PM 4.5744 PM -0004 1 Right Tum 76 43534 PM 4:35:39 PM 00 05: 1 Left Tum 76 45845 PM A:58::58 PM 0013 1: Right Tum 77. 4:35W PM 435.53 PM 0016 2 Left Tum 77 4 5921 PM- 4:59:26W `0005 1: Right Tum:' '.78: 4:35:43 PM .4:38:119PNI 0026 2 Left Tum'. 78- :5:00:53 PM 5:00:57:PM -00:04- 1- RghtTurn 79" 436:03PM :4:3626PM .00:25 2 Left Turn 79.� Si0058PM� 5:01.00°PM� 00:02 :1' RightTum 80 4;36:37 PM: 4 36:39 PM `00:02 1 LeftTum 80 5:01:13 PM: 5;01.16 PM::,00 " 1.: RightTum 81: 436:48,PM.. 4:36:57 PM. 00:09 .1 :LeN Tum" 81 5:01.,58 PM: .5.02 38 PM. 00:40:: 1: RightTum 82' 4:37:04 PM. 4:37:47 PM 00:13_ -1. LeftT.um 82 5621OPM S:02¢40:PM 00:30' 2 RightTum'' 83 4037:07 PM! 4.37:45 PM 00:38 2 Left7um:: 83 5:02:93 PM :5:&A4 PM :00:31 3 Right Tum_ 64. 437:.14PM 437:45 PM 60:31" 3 LeftTum -84: 5A226 PM 5:02-06PM. 0020. 4 f*ht Turn ... .. .. .. :L . ... .. . .... .125 f*ht :65.. 4:37;35..PM, 4:32:48 PM: .00:13 3 :Left Tum: 85-. .5:02:32 PM. ;5:03:57:PM: :0125,. �5` :RightTum-. 86 4:37:52 PM 417:63 PM -00:01 1 Left Tum- 86 `5:62:56 PM. 5:04:05 PM 01:0 '2 Right Tum . .. . . .. 87 4.37:58 PM. 438:01.PM 00:03 1 LeR Tum 87 503:12 PM .5:0427:PM 01:1.5 3 Rght.Tum 88 4:3.6-0.41 PM 438:97 PM 00:03 1 Left Turn 88 5:06:04 PM 5:0610 PM 00.06: 1 Right Tum 89 4.36A3PM 438.138 PM 00:25 1- LeftTym 89 '5:0723 PM :5'0726PM. 00:03 1 RightTum' L_I 90 :4:38:42 PM. 4.38:60M :00:12 1 Left Tum' 90- :5:08:17PM .5:08:19 PAA 00`.02 1 RlghtTurn .91 439:03 PM 439:10 PM 00071- Left7um- 91 5:0951.PM .5i09i57:PM, 0.0:06,, 1' RightTurn� 92 4 39:07 PM 4:39114 PM 00:07: 2 Left Tum 92 : 5:1022 PM: .5:1625'PM 00:03 1 Right Tum" -93- 439:16 PM' 4:39:42 PM 0026 1 .Left Tum 93- 5i11l02PM 5:l1:O7PM- 00:05 1' Right Turn . . . . .�. 4:3929.!?M' 439:52 PM 0023 2 Left7um 94- 5:19:18 PM 5:9927lPM 00:11 'k RghtTfim. ' I Li , EI l Butcher Boy Plaza Exit Driveway(Right 1 Left Lanes) Queue/Delay Study t i City,State:North Andover,MA Daft:Thursday 6/28/2012 Time:4:00pm-6:00pm 1 PDI Flle#122978 Client Bayside Engineering)K Cram Client M. 2121491 l� Butcher Boy Plate Exit Left Lane Butcher Boy Plaza Exit Right Lane Delay Queue FxlBng Doisy Queue Exiting ! 1 Vehicle# Entered Queue Left Queue m we Length Tum Vehlele# Enbrsd Queue UR Queue in sec Length Tum 95 :4:39:31 PM. 4:319;56 PM 0025 - 3' LeflTum 95''' 511-20 PM 5:11:29PM. 00:09 2-" Right Tom k J 96. 4:39:50.PM" 4:40:09 PM 00:19- 3 LeftT+im 96. 5:11:53 PM .5:12:03 PM 00:70 .1. RghtTum' g7 4:40:03 PM :4:40:17 PM 06:14 2 Left Tum 97 5:11:59 PM -5:12:40 PM -00:41 2 Right Tum 98 4., 40i20:PM 4:4023 PM. 0,0:03 1 Left Tum 98 5:12:39PM, 512:47: PM OD:O8,. .2. Right To 99 4:40:37 PM 4:40.48 PM. 00:11 1 Left-Tom 94 612:Q PM 5.12:49 PM':00:07 2 RghtTum' C 1 100 4.40:41 PM 4:40:58 PM 00:17. 2 Left Tum 106 511:55 P.M :5:13!06 PM _00:1.1 .1.- RightTum, 101 44114 PTA, 4:41:18 PM 00:04 -1 Lett Turn101 513:33.PM5:13:34PM: 00:01: 1t Turn, .102 4:41:22.PM 4:4125PM :00:03 1 Left Tum :102 5.13:59PM 5.14:04:PM 00:05 1 Right Tum L-1 1D3 4:41:48 PM 4:42:28 PM 00:40 1 Left Turn 103 :5:14:19 PM 5:14:44 PM 0025 1 Right 104'.' 4 41:54 PM 414238 PM .00:44' 2 Left Tum 104: 5;14:31 PM 5:14:50 PM :00:19 2. Right?um 105 _4:42:18 PM- 4:42:48 PM. 0028 3 Leh Tum 105 5:14:56 PM 51.5.00 PM 00:04 1 Not Tum !-• .106 4:4220 PM :4:4320 PM -01:00, 4. .LeflTum. 106: ,5:15:11 PM" 5:1524 PM ,09:13. 1 :Right Tum. 107. 4:42:49 PM: 4:4325 PM -00:36' 2 Left Tum 107 5:15:14 PM 5:1528 PM :00:14 2- Right Tom 166 4:42:53 PM 4:43:36PM.. 00:43. :3 Left Turn ,108 5:1527PM 5i15:42:PM. .0016' .2�1 Right Tum.. .109 4:42:57 PM 4:4144 PM, 00:47 4 Right Tom -109 5:15:37PM 5:15i450M' 00:08: 2` RigMTum 110 4:43:08.PM 4:43:49 PM 00:41' .5. .1611 Tom :110 '5:16:42 PM 516:59.PM 00:17-. 1.00.117. 1. 111 :4:43:32PM .4:43:56 PM 00:24 4 Left Tum '111. 5:17iD6.PM 5:1729-PM 00:23 1 Not Tom r 112 4:4346B PM 4.44:46 PM '00:50 1 Left Tom: .112 5:1821:PM 5:18:26:PM' 00:05: :1 Not Turn. 113 4:44:18 PM 4:44:54 PM 00:36 2 Left-Tum '113 5:18:37PM :5:18:38PM: 00:D1d: Rightrum-- 114. 4:44:59 PM, -4:45:17 PM: ,00:181 Left Tom .114 3:18:46 PM b:18:48'PM' :00:02 '1 Riot Tum: 115. 4:4519PM 4:45:25 PM 00:06. 1 'Left.Tum 115 :5:19:14PM 5:19:18-PM 00:04- :1 RigMTum 116 4:45:60 PM 4:4554PM 00:04 1. .Left Tom .118. 5:19:17.PM 51929:PM: .00:12, 2;. .Right Toro. 117 4:46:17 PM' 4:46:47 PM 00:30 1 Left Tum: 117 8i19:43PM '5:19:45 PM. 00:62: 1. .Right Tum: 116 4:4622 PM 4:46:50 PM 00;28 2 Left Tum 118. 5:19:55 PM :5:19:56PM; 00:03. 1 .RigMTum - 1 119 4:46:25 PM 4:46:53 PM: 6028 3 Leh Tum 119: .520:39 PM 5:20:42 PM; 60:03 1 *Rigtit Tum' 120 '4:46;58 PM 4:47:02 PM. 00:04 '1 Left .120. 521:04 PM 521.38'PM, 00:34'. ;1' Right 121 '4:47:01 PM 4:47:06 PM 00:05 2 Left Tum -121 5:22:00 PM 5:22:05 PM' "00:05. 1 Not Turn l� 122 4:47:08L PM 4:47:10PM .00:02 1- Left Tum' .122 522:04 PM 522:09;PM 00:05 2. ,.Right?um 123: 4:4726 PM, 4:47:53 PM. 60:27. '1 'Leh.Tum. .123 522:15PM' 522:48PM X00:33.: 1. Right.Tum 124L 4;47:49 PM: '4:48.08 PM ;00:19 2 Left Tom: -124:: 522:24 PM: 522.51:PM. '0027,: .2" Right Turn: 125 4:48:02 PM 4:48:15 PM 00:13 2 Left Tum 125 52320 PM: 5:2325 PM 00:05: 1 ,Right Tom. 126 4:46:24 PM 4:49:13 PM 00:49 1 Left Tum. 126- .52417 PM. 624:41 PM 00:14' ..1 Right Turn 127 4:4827 PM '4:49:16 PM- :00:49. 2 Left Tum 127 5:24:40.PM 524:45 PM 00:05 2' R of turn L J 128, 4: 48:34�PM. 4:4927 PM 00:53 3 Left Tom 126 525:40PM 5:25:44;PM, .00:04 1 RightT6m. 129 4:48:44 PM: '4:49:33 PM. 00:49 4 Left Tum 129 526:04 PM 526:08 PM 00:04 1 Right Tum. 130 4:48:58 PM 4:49:35 PM 00:37 5 Left'Tom 936 52823 PM 528:46-PM- 0029 1 Right Tum _ 131 4:49:00 PM 4:49:39 PM 00:39 6 Left Tum 131- 528:26 PM 5.28:67.PM 00:31 2 Right Tum ( 1 .132 4:49:02 PM 4:49:54 PM 00:52 7 Left Tom 132. 529:33 PM 5:29'.42-PM 00:09. 1 Right To 133 4:49:37 PM 4:50:18 PM 00:41 3 Left Tom 133 5:30:00 PM 5:30:02 PM 00:02 1 Right Tum 134 4:49:43 PM 4:5026 PM. 00:43 3 Left Tum 134 5:30:03 PM 5:30:39 PM 0036 1 Right Tum L.J 135 4:50:21 PM 4:51:22 PM 01:01 2 Left Tum 135 5:30:06 PM 5:30:44 PM 00:38 2 Right Tum 136 4:50:42 PM 4:5228 PM 01:46 2 :Left Tum 136 5:31:58 PM 5:3225 PM 00:27 1 Right Tum 137 4:51:53 PM 4:52:39 PM 00:46 2 Left Tum 137 5:32:39 PM 5:32:49 PM 00:10 1 Right Tum 138 4:52:10 PM 4:52:44 PM 00:34 .3 Left Tum 138 5:32:58 PM 5:33:00 PM 00:02 1 Right Tum 139 4:52:16 PM 4:53:34 PM .01:18 4 Left.Tum 139 5:33:27 PM 5:33:31 PM 00:04 1 Right Tum 140 4:52:31 PM 4:53:38 PM 01:07 4 Left Tum 140 5:34:09 PM 5:3425 PM 00:16 1 Right Tum L 141 4:52:50 PM 4:53:42 PM 00:52 3 Left Tum 141 5:35:01 PM 5:35:03 PM 00:02 1 Right Tum 147 .4:52:52 PM 4:53:48 PM .00:56 4 Left Tum 142 5:35:05 PM 5:35:08 PM 00:03 1 Right Tum 143 4:53:19.PM 4:54:25PM 01:06 .5 Left Tom 143 5:36:02 PM 5:36:03 PM D0:01 1 Left Tum 144 .4:5321 PM 4:64:33 PM. .01:12 .6. "Left Tam 144 5:36:23 PM 5:36:56 PM 00:35 1 Right Tum f 145 ,453:30:PM 454:37 PM. 01:07 7 Left Tum 145 5:37:44 PM 5:37:55 PM 00:11 1 Right Tum 146 4:53:32 PM 4:54:48 PM 01:16 8Left Tum 146 5:38:34 PM 5:39:06 PM 00:32 1 Right Tum L� -147 453:44 PM 4:54:54 PM 01:10 6 Left:Turn 147 5:38:53 PM 5:39:09 PM 00:16 2 Right Tum 148 4:54:12 PM :4:55:28 PM 01:16 6 Left Tum 148 5:36:54 PM 5:39:11 PM 00:17 3 Right Tum 149 4:54:14 PM: 4:55:42 PM 01:28 7 Left Tam 149 5:39:37 PM 5:39:48 PM 00:11 1 Right Tum _ 150 4:54:55 PM 4:55:49 PM 00:54 3 Left Tum 150 5:39:40 PM 5:39:58 PM 00:18 2 Right Tom f 1 151 4:54:58 PM 4:56:32 PM 01:34 4 LeflTum 151 5:39:42 PM 5:40:01 PM 00:19 3 Right Tum 162 4:5524 PM 4:56:38 PM 6:14 5 left Tum 152 5:40:11 PM 5:40:15 PM DD:04 1 Right Tom 153, :4:55:34:PM: 4:56:42 PM 01:08 5 Left Turn 153 5:42:09 PM 5:42:16 PM 00:07 1 Right Tum V 154 45537 PM 4:57:37 PM' 02:00 6 '.Left Tum' 154 5:42:21 PM 5:4216 PM 00:05 1 Right Tum 155 4:56:18 PM .4:57:53 PM :01:35- '5 Left Tum. 155 5:4228 PM 5:42:57 PM 0029 1 Right Tum 156 4W:63 PM 4:506 PM' :07:03. 3 LeR Turn 156 5:42:55 PM 5:43:12 PM 00:17 2 Right Tum 157 4;5727 PM 4:58:09 PM 00:42 4 Left Tum 157 5:43:36 PM 5:43:41 PM 00:05 1 Right Tum .156- 4-'57.WP.M 4:58:14 PM :00:44 .5 Left Sum. 158 5:43:39 PM 5:43:43 PM 00:04 2 Right Tum 159 4M1.04 PM- 4:58:17 PM: 00:13: 4 LeftTurn159 5:44:13 PM 5:4425 PM 00:12 1 Right Tum L, 160 4:58:12.PM 4:58:48.PM. :00:36 :3 :Left Tum 160 5:46:09 PM 5:46:29 PM 0020 1 Right Tum 161 -4:58:31 PM 4:59:09PM :00:38 2 Leh Tum 161 5:46:31 PM 5:46:32 PM 00:01 1 Right Tom 162 4:58:33 PM- 4:$9:14 PM 00;41 ":3 Left Tum 162 5:46:43 PM 5:46:44 PM 00:01 1 Right Tum 163- 4:58:50 PM 4:59:18 PM 0028 3 Left Tum 163 5:47:43 PM 5:47:45 PM 00:02 1 Right Tum ,164 4:58:59 PM 4:5929 PM. :00:30 4 :Leh Tum 164 5:48:13 PM 5:48:46 PM 00:33 1 Right Tum `165 4:59:021 PM 4:59:32 PM- 0629 5 Left Tum 165 5:4827 PM 5:48:50 PM 0023 2 Right Tum 1� 166' 4:59:45.PM. -5:00:00 P.M .00:15 .1 .Left Tum 166 5:48:40 PM 5:48:56 PM 00:16 3 Right Tum 167 5:00:01 PM 5:00:07 PM, DOM 1 Left Tum 167 5:49:16 PM 5:49:36 PM 00:20 1 Right Tum 168. 5!06:37.PM 5:00:46 PM `60:09' .1 :Left Tum, 168 5:4921 PM 5:49:39 PM 00:18 2 Right Tum 169 5:00:40 PM 5:00:50 PM 00:10. '2 'Left Tum 169 5:49:57 PM 5:50:00 PM 00:03 1 Right Tum (`1 170 :5:01:42 PM 5:01.46 PM. 60:04. 1 LeR.Tum 170 5:50:43 PM 5:50:59 PM 00:16 1 Right Tom 171.: 502:48 PM: 502:50 PM 00:02: 1' Leff To 171 5:51:19 PM 5:5124 PM 00:05 1 Right Tum 972- 5:03:07 PM .5.03:58 PM 00x49 .1 :Left Tum 172 5:53:17 PM 5:5323 PM 00:06 1 Right Tum L J 173 5:03116 PM -5:04:119 PM` 00:53 �2 Left Tum 173 5:53:55 PM 5:54:03 PM 00:06 1 Right Tum .174 5:03:17:PM: .&D422 PMr' 01:05. 3 Left Tom: 174 5:54:58 PM 5:55:02 PM 00:04 1 Right Tum .175_ .5:0328 PM :5:04:28 PM 01:00: 4 Leh Tum 175 5:55:08 PM 5:55:16 PM 00:08 1 Right Tum ( 1 176 .5:63:44PM 5:(f4 33 PM: :00:49 5 Left Tom 176 5:56:43 PM 5:57:12 PM 0029 1 Right Tum j77' 5:04:17P M -5:0520 PM 01:03 4 Left Tum 177 5:56:56 PM 5:57:21 PM DO:25 2 Right Tom 178 5:0523PMS:0526.PM, :00:03 1 .Left_Tum 178 5:57:41 PM 5:5820 PM 00:39 1 Right Tum 178: 5:05:32 PM- :5:06:08 PM: 00:36: :1 Leh Tum. 179 5:5829 PM 5:58:30 PM 00:01 1 Right Tom 180- 5-0516 PM 5:06(12 PM 00:36 :2 Left Turn 180 5:59:08 PM 5:59:26 PM 00:18 1 Right Tom 181 5:05:39 PM 5:06.17PM '00:38 3 Leh Tom 162. 5:05;50 PM 5:0620 PM 00:30- 4 Left Tum, f 183 .5;0622 PM 5:0628 PM 00:04: 1 Left Tum 184 .5:06;31 PM- 5:07.06 PM .60:35 -1 Left Tum. 185 5:66:47 PM 5:07:17 PM. 60:30 2Leh Tum L J 186 507:20;PM 5.t7;21.PM. 00:01 1 Left.Tum 187 5:07:28 PM 5:08:32 PM :01:64 1 LeftTom . . o 168 5:07i31.PM 5A6:36 PM 01:07 2 LeN Tum f-' 2 a j aJ C Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 6/2812012 C Time:4:00pm-6:00pm PDI Filell 122978 Client Bayside Engineering/K Cram Client 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Doley Queue Exitng VehiNe- Entered Queue Left Queue Delay. Queue Exiting Vehkle 1 Entered Queue Left Queue Msec. Length Tum In see. Length Tum 189.. '.5;07:46 PM: 5:08:53 PM 011073 Left Tum 190 .5:07:53?M5:09:00 PM. 01:07 4 Leff Tum. 191 5:0829.PM. 5:09:05PM, 00:36 'S' Left Turn 192 5:08:36 PM S 0956 PM 9120 5 Left Tum 193 5:08:43 PM 51026 PM 01.43 5' Left Tum 194 :5:60:14 PM 51032 PM ;0:18, 1Left Tum:: 195 5 0996 PM 51036 PM 0120 4: Left Tum. :5:09:18PM . 5{ 10:4DPM' 01;22.. 6 :Left7um: 197j 510921 PM 3:1046 PM' 0125 6 Left tum :198 -509:23 PM. 5:7125 PM. 02:02 2. Left Tum. 199' 5 0924 PM 511 31 PM- 02:07 6 Left Tum ` .206 6:0944 PM. 5.11 34 0.M. 01:50, :9 Left Turn it J, 201; 510:38 PM .5:11 36 PM -00:59' 6 Left Tum 202 5,10:45 PM 5:12.04 P.M .01:19 6 .Left Turn. 203. 5:10:51 PM, 5:12:15 PMI 01:24: 6. Left Tum .204 5;10:54 PM '5:1221 PM: 01:27 7 Left Tum C 205 510:59 PM 5:12 25 PM: -01:26 8 Left Tum 206 511.43 PM 5:17190M. 00:46 5 Left Tum 207 511:45 PM 5:1233 PM 00:48 6, Left Tum Oil 512'00 PM 5.12.50 PM 00:50 7 .Left Tum: 209 5(12:08 PM: :5[1394 PM- 101:06. 7 Leh Tum 210 5:]2:45 PM 5i7326'PM:. 'OD:41 3 1eft7urn 211 513:03 PM 513:30PM 0027 3 Left Tum .212 .513:13 PM 513:36PM X00:23 4 Left7um I 213 5.13:19 PM 5.13:4'1 PM 00:22 4 Left Tum LJ 214 5:14:09 PM 5:14 :3¢ PM.,"0027 .1 LefttTurn 215 5:14:55 PM 5:14:58 PM 00:03. 1 Left Tum 216' 5:15:08 P.M 5:152.3 PM: 1 00: 15 1 left Turn 217' :5:15:26.PM 5:15:29 PM. OD:03: .1- Left Tum (� .218 515:47 PM 515:50 PM: 00:03; 1 Latium If 219 518:15 PM 51620 PM. 0D:05 1 Left Tum 220. 5;16 25 PM 5:1628 PM: 00:03. 1 Left Turn - 221 5:16:44.PM 5:17:34 PM- 00:50 1 Left Tum 222: 516:46 PM. .5:17:40 PM: .0054 '2 "Leff Tum 223' 5:17:33PM 5:18:30 PM. DO:57 3 Left Tum n 224 5:1828 PM 5:18:42 PM, 06:14 2 LeftTum 225 5:18:37 PM 5:18:49 PM 00:12 2 Left Tum 226 5:18:57 PM 5:19:36 PM 00:39 1 Left Tum L1 227 5i19:22.PM 5:19:40 PM 00:18 2 Left Tum 228 5:19:23 PM .5:19:46 PM 0023 .3 LeftTurn 229 5:19:39 PM 5:19:48 PM DO:09 3 Left Tum :230 5:19:40 PM 5:1951 PM 00:11 3 Left Tum 231 5:20:18 PM 520:30 PM -00:12 1 Left Tum 232 5:2026 PM 520:34 PM 00:08 2 Left Tum '� 233 520:38 PM 520:48 PM 00:10 1 Left Tum 234 5:20:46 PM 520:53 PM. 00:07. 2 Left Turn 235. 5:21:52 PM 5:21:57 PM 00:05 1 Left Tum ��-1 .236: 5:21:58 PM :5:22:10P.M. .00:12 1. Left Tum: Y237 :522:20 PM 5:22:49 PM' -0029 1 Left Tum ` .238 522:32.PM. '522:55 PM" '0023• 2 Leh Tum. 239 5:23:00 PM- 523:02 PM 06:02 1 Left Tum .240: :52323 PM- .523:33 PM .00:10 1 Left Tum 24 5:23:30 PM :5:23:42 PM 00:12 2 Left Tum. 242 3:23:31 PM .523:48PM 00:17, .3 Left Turn n 243 523:53 PM 523:56 PM' 00:03: 1 Left Tum :244 .524:15 PM '524:43 PM 0028 1 Left.Tum f 245 5:24:17 PM 524:47 PM. 00:36 2: ':Left Tum y :246 5 24:19.PM 524:50 PM 100:37 3 Left Turn 247' 5:24:22.PM- 5:24:54 PM_ !00:32 -4 Left Turn '248 5:26;11 1M .526:42 PM- 0631 1' .Left Turn 249 5:26:1.2 PM 526:44 PM 00:32 2; Left Tum :250 5.26:17.PM 526.SOPM 00:33 3 :Left Turn' 251- 526:19PM: 5:27,01 PM :00,42: 4' LeftTum. '� 53:252' 526:41:PM 527,08 PM 0027 5 .Left Tum. 2 :527119 PM 531:44 PM 00:25 1 Left Tuni 254 327:37,PM 52748 PM 00:1.1. 2: 'Leh Tum 255: .5:27:52 PM. :52754 PM` 00:02 :1 -Left Tum 258 :56:27:59 PM 628'09 PM.. :00:10 .1 :Leff Tum. 257 5:28:01 PM: 5:28:46PM- 00:45 -2: 'Left Tum: t 258 5.28:36 PIA .529:00 PM 0022; 2 ,.Left Tum. 1J 259- 5:26:41 PM529:04 PM 0023 3. Left Turn .. PM . 260.: 528:43PM �529S9PM�_.01;16. 4 Left Tum, 261 528:54 PM: 5:30:45 PM 01:51 4 Left Tum: 262 52902.014 530:47 PM 01:45 4 Left Tum: 263 52941 PM 530:50 PM 01:09 4- Leh Tum: 264: 539.45 PNI 5.3137.PM 01;52 . ;5 Left Tum Lf 265 5:30:09 PM 5:31:41 PM 01:32 5 Left Tum 266 5:30:10 PM 5:31:47 PM 01:37 6 Left Tum 267 5:3023 PM 5:31:52 PM 0129 7 Thru �-1 268 5:3125 PM 5:32:02 PM 00:37 5 Left Tum ' 1 269 5:31:56 PM 5:32:21 PM 00:25 2 Left Tum 270 5:32:32 PM 5:32:44 PM 00:12 1 Left Tum 271 5:32:36 PM 5:32:46 PM 00:10 2 Left Tum Lj 272 5:32:52 PM 5:32:55 PM 00:03 1 Left Tum 273 5:34:03 PM 5:3424 PM 0021 1 Leh Turn ^ 274 5:34:07 PM 5:34:39 PM 00:32 2 Left Tum ' 275 5:34:18 PM 5:34:45 PM 0027 3 Left Tum 276 5:34:22 PM 5:34:50 PM 0028 4 Leh Tum 277 5:35:10 PM 5:35:12 PM D0:02 1 Left Tum l_j 278 5:35:48 PM 5:35:57 PM 00:09 1 Left Tum 279 5:37:17 PM 5:37:19 PM 0092 1 Left Tum 280 5:37:30 PM 5:37:59 PM 0029 1 Left Tum n 281 5:38:31 PM 5:39:05 PM 00:34 1 Left Tum 282 5:36:49 PM 5:39:13 PM 00:24 2 Thru l ! 3 1 I U r� Butcher Boy Pura Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Thursday 6/2812012 Time:4:0Dpm-6:00pm PDI Fllep 122978 Client:Bayside Engineering/K.Cram ClientM 2121491 lJ Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Pxdt Right Lane Delay queue ExRing Onlay queue Exltng rl Vehicle p Entered queue Loft queue in see LongN Tum Vehicle p Entered queue Left queue in uc LengM Tum 283 5:38:56 PM 5:39:19 PM 0023 3 Left Tum L f 284 5:39:00 PM 5:40:03 PM 01:03 4 Left Tum 285 5:39:02 PM 5:40:09 PM 01:07 5 Left Tum 286 5:39:18 PM 5:40:14 PM 00:56 4 Left Tum 287 5:39:44 PM 5:4021 PM 00:37 4 Left Tum 288 5:39:46 PM 5:40:58 PM 01:12 5 Left Tum 289 5:4027 PM 5:41:02 PM 00:35 2 Left Tum 290 5:40:37 PM 5:41:09 PM 00:32 3 Left Tum 291 5:41:17 PM 5:4123 PM 00:06 1 Left Tum 292 5:41:27 PM 5:41:33 PM 00:06 1 Left Tum 293 5:41:35 PM 5:42:10 PM 00:35 1 Left Tum r. 294 5:41:47 PM 5:42:13 PM 0026 2 Left Tum 295 5:42:39 PM 5:43:14 PM 00:35 1 Left Tum 296 5:42:46 PM 5:4321 PM 00:35 2 Left Tum L 297 5:42:50 PM 5:43:25 PM 00:35 3 Left Tum 298 5:43:07 PM 5:43:30 PM 0023 4 Left Tum 299 5:43:15 PM 5:43:35 PM 00:20 4 Left Tum 300 5:43:20 PM 5:43:44 PM 00:24 5 Left Tum 301 5:43:46 PM 5:44:23 PM 00:37 1 Left Tum 302 5:44:28 PM 5:44:30 PM 00:02 1 Left Tum 303 5:44:33 PM 5:44:37 PM 00:04 1 Left Tum lJ 304 5:44:36 PM 5:44:41 PM 00:03 1 Left Tum 305 5:44:47 PM 5:44:52 PM 00:05 1 Left Tum 306 5:44:54 PM 5:45:13 PM 00:19 1 Left Tum ( 1 307 5:45:10 PM 5:4521 PM 00:11 2 Left Tum 308 5:45:18 PM 5:45:25 PM 00:07 2 Left Tum 309 5:45:43 PM 5:45:44 PM 00:01 1 Left Tum t_1 310 5:45:49 PM 5:45:50 PM 00:01 1 Left Tum 311 5:45:53 PM 5:46:34 PM 00:41 1 Left Tum 312 5:45:56 PM 5:46:30 PM 00:42 2 Left Tum -, 313 5:46:00 PM 5:46:45 PM 00:45 3 Left Tum 314 5:46:02 PM 5:46:49 PM DDA7 4 Left Tum 315 5:46:54 PM 5:46:57 PM 00:03 1 Left Tum L J 316 5:4729 PM 5:47:46 PM 00:17 1 Left Tum 317 5:46:10 PM 5:48:49 PM 00:39 1 Left Tum 318 5:4823 PM 5:48:58 PM 00:35 2 Left Tum 319 5:48:53 PM 5:49:01 PM 00:00 2 Left Tum r 1 320 5:49:06 PM 5:49:35 PM 0029 1 Left Tum 321 5:49:27 PM 5:49:36 PM 00:11 2 Left Tum 322 5:49:45 PM 5:50:04 PM 00:19 1 Left Tum a-/ 323 5:49:48 PM 5:50:07 PM 00:19 2 Left Tum 324 5:51:02 PM 5:51:09 PM 00:07 1 Left Tum 325 5:51:21 PM 5:52:02 PM 00:41 1 Left Turn f 1 326 5:51:31 PM 5:52:06 PM 00:35 2 Left Tum 327 5:53:03 PM 5:53:20 PM 00:17 1 Left Tum 328 5:53:10 PM 5:53:26 PM 00:16 2 Left Tum t__1 329 5:53:17 PM 5:53:30 PM 00:13 3 Left Tum 330 5:53:36 PM 5:54:05 PM 00:29 1 Left Tum 331 5:53:39 PM 5:54:14 PM 00:35 2 Left Tum 332 5:53:43 PM 5:54:19 PM 00:36 3 Left Tum 333 5:53:45 PM 5:54:23 PM 00:38 4 Left Tum 334 5:54:31 PM 5:54:34 PM 00:03 1 Left Tum 335 5:55:27 PM 5:5529 PM 00:02 1 Left Tum L J 336 5:57:16 PM 5:57:23 PM 00:07 1 Left Tum 337 5:57:20 PM 5:57:26 PM 00:06 2 Left Turn 338 5:57:43 PM 5:58:31 PM 00:48 1 Left Tum 339 5:57:47 PM 5:58:33 PM 00:46 2 Left Tum 340 5:58:23 PM 5:58:38 PM 00:15 3 Left Tum 341 5:59:00 PM 5:59:29 PM 00:29 1 Left Tum l_/ C L_1 r 1 L 1 (1 1.J L• � LJ (_1 4 a / r • �j Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study City,State:North Andover,MA Date:Saturday 6/3012012 Tune le#12 m-7:30pm Flle PDI #122978 Client Bayside Engineering/K Cram Client M. 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle# Emered Queue Left Queue Delay Queue Ex.t.. Vehicle# Entered Queue Left Queue Delay Queue Exiting In aec. LengM Tum in sae. Length I Tum Li 1 10:30:11 AM 10:30:35 AM 0024 1 Left Tum 1 10:30:18 AM 10:3020 AM 00:02 1 Right Tum Total Count 2 10:30:14 AM 10:30:42 AM 0028 2 Left Tum 2 10:32:16 AM 10:32:17 AM 00:01 1 Right Tum 3 10:31:46 AM 10:31:56 AM 00:10 1 Left Tum 3 10:33:01 AM 10:33:17 AM 00:16 1 Right Tum Left Lane 4 10:3222 AM 10:3223 AM 00:01 1 Left Tum 4 10:34:06 AM 10:34:09 AM 00:03 1 Right Tum Exiting 5 10:32:32 AM 10:32:35 AM 00:03 1 Left Tum 5 10:34:48 AM 10:34:52 AM 00:04 1 Right Tum Totals 6 10:32:34 AM 10:3325 AM 00:51 2 Left Tum 6 10:35:45 AM 10:35:47 AM 00:02 1 Right Tum 7 10:32:38 AM 10:33:30 AM 00:52 2 Left Tum 7 10:36:03 AM 10:36:14 AM 00:11 1 Thru Total Vehicles 533 8 10:32:49 AM 10:33:42 AM 00:63 3 Left Tum 8 10:3625 AM 10:36:35 AM 00:10 1 Right Tum Ave Stopped Time 00:19 9 10:33:02 AM 10:33:51 AM 00:49 4 Left Tum 9 10:36:55 AM 10:36:57 AM 00:02 1 Left Tum Max Stopped Time 02:03 10 10:33:22 AM 10:34:11 AM 00:49 5 Left Tum 10 10:37:07 AM 10:37:10 AM 00:03 1 Right Tum Average Queue 1.97 11 10:33:37 AM 10:34:16 AM 00:39 4 Left Tum 11 10:37:12 AM 10:37:14 AM 00:02 1 Right Tum Max Queue 7 I12 10:33:39 AM 10:34:22 AM 00:43 5 Left Tum 12 10:38:04 AM 10:38:06 AM 00:02 1 Right Tum Total Delay 2:47:02 13 10:33:39 AM 10:34:28 AM 00:49 6 Left Tum 13 10:39:33 AM 10:39:44 AM 00:11 1 Right Tum V14 10:33:41 AM 10:34:34 AM 00:53 7 Left Tum 14 10:39:40 AM 10:39:45 AM 00:05 2 Right Tum 15 10:34:14 AM 10:34:59 AM 00:45 5 Leh Tum 15 10:4024 AM 10:40:57 AM 00:33 1 Right Tum Right Lane 16 10:34:19 AM 10:35:05 AM 00:46 5 Left Tum 16 10:41:49 AM 10:41:51 AM 00:02 1 Right Tum Exiting C 17 10:34:45 AM 10:35:13 AM 0028 3 Left Tum 17 10:42:40 AM 10:42:45 AM 00:05 1 Right Tum Totals 18 1 D:35:14 AM 10:35:16 AM 00:02 1 Left Tum 18 10:42:50 AM 10:42:55 AM 00:05 1 Right Tum 19 10:35:27 AM 10:35:34 AM 00:07 1 Left Tum 19 10:43:38 AM 10:43:41 AM 00:03 1 Right Tum Total Vehicles 248 20 10:35:35 AM 10:36:08 AM 00:33 1 Left Tum 20 10:43:44 AM 10:43:46 AM 00:02 1 Right Tum Ave Stopped Time OOA7 21 10:35:52 AM 10:36:13 AM 0021 2 Left Tum 21 10:44:05 AM 10:44:19 AM 00:14 1 Thin Max Stopped Time 00:46 22 10:35:67 AM 10:36:18 AM 00:21 3 Left Tum 22 10:4422 AM 10:44:24 AM 00:02 1 Right Tum Average Queue 1.08 23 10:36:49 AM 10:36.16 AM 00:01 1 Left Tum 23 10:44:35 AM 10:44:37 AM 00:02 1 Right Tum Max Queue 3 24 10:37:05 AM 10:37:09 AM 00:04 1 Left Tum 24 10:44:45 AM 10:44:49 AM 00:04 1 Right Tum Total Delay 027:13 { 25 10:37:35 AM 10:37:37 AM 00:02 1 Left Tum 25 10:45:40 AM 10:45:44 AM 00:04 1 Right Tum 26 10:38:08 AM 10:38:46 AM 00:38 1 Left Tum 26 10:45:59 AM 70:46:01 AM 00:02 1 Right Tum 27 10:38:31 AM 10:39:12 AM 00:41 2 Left Tum 27 10:46:15 AM 10:46:16 AM 00:01 1 Right Tum Peak Hour Count 28 10:38:34 AM 10:39:47 AM 01:13 3 Left Tum 28 10:48:30 AM 10:48:31 AM 00:01 1 Right Tum 29 10:38:36 AM 10:39:57 AM 0121 4 Left Tum 29 10:49:12 AM 10:4922 AM 00:10 1 Right Tum Left Lane 30 10:38:48 AM 10:40:02 AM 01:14 4 Left Tum 30 10:50:30 AM 10:50:31 AM 00:01 1 Right Tum Exiting 31 10:38:62 AM 10:4D:05 AM 01:13 5 Left Turn 31 10:51:37 AM 10:51:45 AM 00:08 1 Right Tum Totals 32 10:39:01 AM 10:40:08 AM 01:07 6 Left Tum 32 10:5222 AM 10:5223 AM 00:01 1 Right Tum Total Vehicles 172 33 10:40:00 AM 10:40:12 AM 00:12 4 Leh Tum 33 10:53:34 AM 10:5420 AM 00:46 1 Left Tum Ave Stopped Time 0024 34 10:41:41 AM 10:41:47 AM 00:06 1 Left Tum 34 10:53:39 AM 10:5422 AM 00:43 2 Right Tum Max Stopped Time 02:03 35 10:42:19 AM 10:4221 AM 00:02 1 Left Tum 35 10:54:08 AM 10:5427 AM 00:19 3 Right Tum Average Queue 2.33 36 10:42:25 AM 10:4228 AM 00:03 1 Left Tum 36 10:57:00 AM 10.57:06 AM 00:06 1 Right Tum Max Queue 7 37 10:42:31 AM 10:42:43 AM 00:12 1 Left Tum 37 10:57:40 AM 10:57:42 AM 00:02 1 Right Tum Total Delay 1:09:58 L 38 10:42:47 AM 10:43:01 AM 00:14 1 Left Tum 38 10:59:00 AM 10:59:05 AM 00:05 1 Right Tum 39 10:42:58 AM 10:43:03 AM 00:05 2 Left Tum 39 10:59:07 AM 10:59:14 AM 00:07 1 Right Tum 40 10:43:57 AM 10:44:07 AM DO:10 1 Left Tum 40 10:59:10 AM 10:5923 AM 00:13 2 Right Tum Right Lane 41 10:44:30 AM 10:44:53 AM 0023 1 Left Tum 41 10:59:38 AM 10:59:42 AM 00:04 1 Right Tum Exiting 42 10:46:08 AM 10:46:10 AM 00:02 1 Left Tum 42 10:59:40 AM 10:59:44 AM 00:04 2 Left Tum Totals F' 43 10:47:41 AM 10:47:53 AM 00:12 1 Left Tum 43 10:59:46 AM 10:59:49 AM 00:03 1 Lett Tum 44 70:47:51 AM 70:47:58 AM 00:07 2 Left Tum 44 11:00:18 AM 11:0026 AM 00:08 1 Right Tum Total Vehicles 85 i 45 10:47:56 AM 10:48:04 AM 00:08 2 Left Tum 45 11:00:35 AM 11:00:39 AM 00:04 1 Right Tum Ave Stopped Time 00:07 �! 46 10:48:00 AM 10:48:08 AM 00:08 2 Left Tum 46 11:01:26 AM 11:01:28 AM 00:02 1 Right Tum Max Stopped Time 00:30 47 10:48:46 AM 10:49:18 AM 00:32 1 Left Turn 47 11:02:18 AM 11:02:19 AM 00:01 1 Right Tum Average Queue 1.06 48 10:49:17 AM 10:49:31 AM 00:14 2 Left Tum 48 11:02:35 AM 11:02:37 AM 00:02 1 Right Tum Max Queue 2 49 10:49:24 AM 10:49:35 AM 00:11 2 Let[Tum 49 11:02:48 AM 11:02:49 AM 00:01 1 Right Tum Total Delay 0:09:54 50 10:49:43 AM 10:49:45 AM 00:02 1' Left Tum 50 11:04:31 AM 11:04:42 AM 00:11 1 Right Tum 51 10:49:58 AM 10:50:09 AM 00:11 1 Left Tum 51 11:04:39 AM 11:04:49 AM 00:10 2 Right Tum LJ 52 10:50:04 AM 10:50:15 AM 00:11 2 Left Tum 52 11:06:09 AM 11:06:10 AM 00:01 1 Right Tum 53 10:5026 AM 10:50:27 AM 00:01 1 Left Tum 53 11:06:12 AM 11:06:14 AM 00:02 1 Right Tum 54 10:5028 AM 10:5029 AM 00:01 1 Left Tum 54 11:06:43 AM 11:06:44 AM 00:01 1 Right Tum 55 70:50:45 AM 10:50:49 AM OD:D4 1 Left Tum 55 11:06:55 AM 11:06:57 AM 00:02 1 Right Tum 56 10:50:53 AM 10:50:59 AM 00:06 1 Left Tum 56 11:06:59 AM 11:07:00 AM 00:01 1 Right Tum 57 10:50:56 AM 10:51:12 AM 00:16 2 Left Tum 57 11:07:02 AM 11:07:03 AM 00:01 1 Right Tum u 56 10:51:15 AM 10:51:16 AM 00:01 1 Left Tum 58 11:08:14 AM 11:0829 AM 00:15 1 Right Tum 59 10:51:18 AM 10:51:27 AM 00:09 1 Lek Tum 59 71:10:49 AM 11:10:53 AM 00:04 1 Right Tum 60 10:5124 AM 10:51:35 AM 00:11 2 Left Tum 60 11:12:33 AM 11:12:36 AM 00:03 1 Right Tum 61 10:51:50 AM 10:51:56 AM 00:06 1 Left Tum 61 11:12:38 AM 11:12:40 AM 00:02 1 Right Tum �1 62 10:52:41 AM 10:52:47 AM 00:06 1 Leh Tum 62 11:13:04 AM 11:13:06 AM 00:02 1 Right Tum r 63 10:52:42 AM 10:53:03 AM 00:21 2 Left Tum 63 11:13:32 AM 11:13:34 AM 00:02 1 Right Tum �L 64 10:52:43 AM 10:53:13 AM 00:30 3 Left Tum 64 11:14:33 AM 11:14:40 AM 00:07 1 Right Tum U 65 10:53:16 AM 10:5322 AM 00:06 1 Left Tum 65 11:14:48 AM 11:15:01 AM 00:13 1 Left Tum 66 10:53:29 AM 10:53:32 AM 00:03 1 Left Tum 66 11:14:57 AM 11:15:10 AM 00:13 2 Right Tum 67 10:54:03 AM 10:54:18 AM 00:15 1 Left Tum 67 11:15:49 AM 11:16:18 AM 0029 1 Right Tum 68 10:54:13 AM 10:5424 AM 00:11 2 Left Tum 68 11:16:10 AM 11:1623 AM 00:13 2 Right Tum 69 10:55:02 AM 10:5520 AM 00:18 1 Left Tum 69 11:16:35 AM 11:16:36 AM 00:01 1 Right Tum 70 10:55:06 AM 10:55:24 AM 00:18 2 Left Tum 70 11:18:39 AM 11:18:41 AM 00:02 1 Right Tum Lj 71 10:5521 AM 10:55:30 AM 00:09 2 Left Tum 71 11:18:43 AM 11:18:47 AM 00:04 1 Right Tum 72 10:56:00 AM 10:56:05 AM 00:05 1 Left Tum 72 11:19:36 AM 11:19:38 AM 00:02 1 Right Tum 73 10:56:09 AM 10:5622 AM 00:13 1 Left Tum 73 1121:38 AM 1121:40 AM 00:02 1 Right Tum 74 10:56:13 AM 10:5625 AM 00:12 2 Left Tum 74 1121:43 AM 1121:50 AM 00:07 1 Right Tum 75 10:56:17 AM 10:5629 AM 00:12 3 Leff Tum 75 112223 AM 112227 AM 00:04 1 Right Tum 76 10:5620 AM 10:56:35 AM 00:15 4 Left Tum 76 112326 AM 1123:33 AM 00:07 1 Right Tum 77 10:57:54 AM 10:58:04 AM 00:10 1 Left Tum 77 1124:40 AM 1124:45 AM 00:05 1 Right Tum 78 10:58:32 AM 10:58:40 AM 00:08 1 Left Tum 78 1125:10 AM 112526 AM 00:16 1 Left Tum 79 10:58:43 AM 10:59:76 AM 00:33 1 Left Tum 79 1125:54 AM 1125:57 AM 00:03 1 Right Tum 80 10:5921 AM 10:59:32 AM 00:11 1 Left Tum 80 1126:00 AM 1126:01 AM 00:01 1 Right Tum 81 10:59:48 AM 10:59:50 AM 00:02 1 Left Tum 81 1126:41 AM 1126:47 AM 00:06 1 Right Tum 82 11:00:15 AM 11:00:28 AM 00:13 1 Left Tum 82 1126:59 AM 1127:01 AM 00:02 1 Right Tum 83 11:00:31 AM 11:00:41 AM 00:10 1 Left Tum 83 1127:52 AM 1127:53 AM 00:01 1 Right Tum U 84 11:00:33 AM 11:00:44 AM 00:11 2 Left Tum 84 1128:12 AM 1128:14 AM 00:02 1 Thru 85 11:00:37 AM 11:00:50 AM 00:13 3 Left Tum 85 1128:15 AM 1128:16 AM 00:01 1 RightTum 86 11:0DA6 AM 11:01:00 AM 00:14 2 Left Tum 86 1128:24 AM 112825 AM 00:01 1 Right Tum 87 11:0120 AM 11:0124 AM 00:04 7 Left Tum 87 112828 AM 1128:30 AM 00:02 1 Right Tum 88 11:01:64 AM 11:01:65 AM 00:01 1 Left Tum 88 11:30.10 AM "11:30:11 AM 00:01 1 Right Tums 89 11:02:05 AM 11:02:06 AM 00:01 1 Left Tum 89 11:3.126 AM11:3128 AM .00:02: 1 ..Right Tum i LJ 90 11:0223 AM 11:02:38 AM 00:15 1 Left Tum 9D 11:32:07 AM 71:32:11 AM 00:04, 1 Right Turn 91 11:0323 AM 11:03:36 AM 00:13 1 Left Tum 91 11:32:14.AM 11:3229 AM :00:15- 1. -RightTum, 92 11:04:41 AM 11:04:51 AM 00:10 1 Left Tum 92. '11:32:39AM. 11:32.43 AM -00:04 -1 Right.Tum. 93 11:04:48 AM 11:04:58 AM 00:10 2 Left Tum 93 1.1:33 27AM 11-33:30 AM 00:03. 1 RightTum . 94 11:05:07 AM 11:0522 AM 00:15 1 Leff Tum 94 11:3357 AM 11:34:01 AM '00:04 1 Right Turn L7 _ 1 / l Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study t� City,State:North Andover,MA Date:Saturday 6/30/2012 Time:10:30am•1:30pm PDI F&P 122978 Client Bayside Engineering)K Cram Client 8: 2121491 L J Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle 1t Entered Queue Left Queue Delay Queue Exiting Vehicle t< Entered Queue Left Queue Delay Queue ExlOng ri In S.C. Length Tum in sec. Length Tum 95 11:05:46 AM 11:06:39 AM 00:53 1 Left Tum 95 11:33:59 AM :11:34:03 AM 00:04 -2 ',Rght Tum L 96 11:05:50 AM 11:06:45AM 00:55 2 Left Tum 98- .11:34:53 AM 71:34:55 AM 00:02: 1 "Right Tum_ 97 11:05:62 AM 11:06:50 AM 00:58 3 Left Tum 97 11:35:D7AM 11:35:09 AM: 00:02. :1 Right Turn 98 11:05:55 AM 11:07:04 AM 01:09 4 Leh Tum 98: l l.- '617 AM AM 11:35:19 ,00:02 .1 RightTurn 99 11:0621 AM 11:07:12 AM 00:51 5 Left Tum 99. '113523 AM 11:35:29AM: 00:06: .4, RghtTum. �. 100 11:0622 AM 11:07:42 AM 0120 6 Left Tum :10011:36:08AM- 1136;10AM :00:02. 1. .Rght7um; 101 11:0622 AM 11:07:46 AM 0124 7 Left Tum 101 1136:19 AM11 36:21 AM 00:02- 1. Right Turn L J 102 11:06:48 AM 11:07:50 AM 01:02 6 Left Tum .102: 11,3623 AM. 11.3625:AM 00:02-. 1 Right Tum 103 11:07:07 AM 11:07:58 AM DO:51 5 Left Tum 103 -11136:31 AM 11:36:33 AM 00:02: 1. Right Tum 1D4 11:07:09 AM 11:08:00 AM 00:51 6 Left Tum 104 11:39r01AM 11:39:03 AM X00:02: 7:- Right Tu , 105 11:07:41 AM 11:08:04 AM 0023 6 Left Tum 105 11:39:06 AM` 11:39:30 AM -0024- 1 Right Turn !� 106 11:08:16 AM 11:08:26 AM 00:10 1 Left Tum 166; 11;39:34 AM :11:39;44,AM' 00:10.: 1. Right Turn 107 11:08:43 AM 11:08:49 AM 00:06 1 Left Tum 107� 11:39:46 AM- '11:39:49 AM- 00:03 1 Right Tum- 108 11:08:47 AM 11:08:53 AM 00:06 2 Left Tum 108" 11:41:31.AM. -71:41:39AM: .00:06 1. .RghtTurn L� 109 11:09:03 AM 11:09:10 AM D0:07 1 Right Tum 109 11:42:38 AM l l:42:39 AM. 00:01: 1 Right Tum- 110 11:09:31 AM 11:09:36 AM 00:05 1 Left Tum -110- -11:42f52 AM .11:42;58 AM : 00:06. :1 Right Turn. 111 11:09:40 AM 11:09:43 AM 00:03 1 Left Tum 111. '11:44:00 AM 71.44:05 AM, .00:05. 1 Right:Tum:, r. 112 11:09:54 AM 11:09:56 AM 00:02 1 Left Tum :1.12. 11:44:24 AM 11:44t35AM 00:11 :1 :.Right Tum' 113 11:10:13 AM 11:10:32 AM 00:19 1 Left Tum 113 11:44:47 AM :11:44:52 AM. 00:05 1. Right Tum- 114 11:10:45 AM 11:10:51 AM 00:06 1 Left Tum AU-.11:45:44 AM. -11 46.00 AM 00:16 1 Right-Turn V 115 11:10:53 AM 11:10:59 AM 00:06 1 Left Tum .115: 11:46:48 AM" 11:47:08 AM .00:20: 1 Right.Tum: 116 11:10:57 AM 11:11:02 AM 00:05 2 Left Tum 116 11:4715 AMS 11:47:17 AM- 00:02. 1 . Right Tuin: 117 11:11:01 AM 11:11:36 AM 00:35 2 Leh Tum 117 11:4721 AM -11A724 AM 00:03 1. Right Tum. 118 11:11:40 AM 11:11:49AM 00:09 1 Left Tum '118 11:48:54 AM :7.1:4924"AM OD:30 1 -Rghf7um '"1 119 11:11:45 AM 11:11:53 AM 00:08 2 Left Tum 119 17:49:33 AM. 11:49:35 AM: 00:021 RightTum 120 11:11:58 AM 11:12:19 AM 00:21 1 Left Tum 120. 11:49:56 AM. 11,:5021.AM -00 17 ,RgMTum. 121 11:12:09 AM 11:12:23 AM 00:14 2 Left Tum 121 -11:50:45 AM: 11:50:46 AM 00:01:25. 1 Right Turn L-j 122 11:13:31 AM 11:13:33AM DO:02 1 Left Tum 122" 11:51:13 AM 11:5122AM 00:09- -1 Right:Tum 123 11:13AO AM 11:13:43 AM 00:03 1 Left Tum 123. 11:52:53 AM -11:52:57AM 00:04- 1 .RghtTurn 124 11:14:01 AM 11:14:06 AM 00:05 1 Left Tum 124 11:53:05 AM. '11:53:08 AM:"00;03 1 :RightTurn` 125 11:14:53 AM 11:15:00AM DOW 1 Left Tum 125 �11026AM: 11:5335AM :00.10 1got TOM. 126 11:15:39 AM 11:1621 AM 00:42 1 Left Tum 126 11.53:45 AM. 11:5346 AM 0001 1' ,Right Tum- 127 11:16:23AM 11:16:29AM 00:06 1 Left Tum 127- 11:65:52.AM., 11:56:011 AM .0009 .4 :Right Tum 128 11:16:59 AM 11:17:02 AM 00:03 1 Left Tum :126: 11456:47 AM: 71:56:59 AM .60:12 - :1 .Right Tum 129 11:17:16AM 11:1722 AM 00:06 1 Left Tum '129 11:57:48AM 11:58:04AM '06:13 1 Thru .-- 130 11:17:18 AM 11:17:38 AM 0020 2 Left Tum 130 11.:57:56 AM 11;58:10 AM- 00:14 2 -Right Tum 131 11:17:27 AM 11:17:40 AM 00:13 2 Left Tum .131 11:59:47 AM 11:59:57 AM: 00:10. 1 Right Tum r 132 11:17:32 AM 11:17:45 AM 00:13 3 Left Tum 132: 12:00:51 PM'. 12:00453-PM 00:02 1 Left Tum 133 11:17:51 AM 11:17:54 AM 00:03 1 Left Tum 133 12:01:06 PM 72:01:13 PM: 00:07 1 Right Tum 134 11:18:01 AM 11:18:11 AM 00:10 1 Left Tum 134 12:04:51 PM 12:04i55:PM- 00:04- .1' ,Right Turn L 135 11:18:12 AM 11:18:14 AM 00:02 1 Left Tum 135 12:0526 PM 12:0528 PM. -00:02' 1 Right Tum 136 11:18:17 AM 11:18:23 AM 00:06 1 Left Tum 136 .12:05:45 PM .12:06:08 PM 0023 1 Right Tum 137 11:18:20 AM 11:18:38 AM 00:18 2 Left Tum 137 12:0622 PM. 12:0623 PM 0001 1 Right Tum r-1 138 11:18:26 AM 11:19:01 AM 00:35 2 Left Tum 138 12:06:41 PM 12:06'.44,1*101 00:03 1 .Right Tum 139 11:18:29AM 11:19:14AM 00:45 3 Left Tum .139 112A7:11 PM 12:07:17 PM 6001. 1 Right Turn 140 11:16:45 AM 11:19:18 AM 00:33 3 Left Tum 140 12:0725 PM 12:07:28 PM 00:03 1 Right Tum t✓j 141 11:19:05 AM 11:19:23 AM 00:18 3 Left Tum -141 12:68:22 PM 12:08:25 PM 00:03 1 Right Tum . .. 142 11:19:28 AM 11:19:31 AM 00:03 1 Left Tum 142- 12:09:48 PM 12:09:52 PM 00:04- 1 Right Tum. 143 11:19:50 AM 11:19:52 AM 00: 14 02 1 Leh Tum 3 12:10:04 PM 12:10:26 PM i D.22 1 Thor 144 1120:57 AM 11:20:57 AM 00:00 1 Leh Tum 144: 12:11LA5 PM 12:1120 PM -00:05 1. :Right Tum 145 11:21:05 AM 11:2120 AM 00:15 1 Left Tum 145 12:1127 PM 12:11:29 PM '00:02- 1. Right Tum 146 11:21:22 AM 1121:30 AM 00:08 1 Left Tum 146 12:12:35 PM :12:12:38 PM 60:63 c1. Right Turn j 147 1121:31 AM 1121:34 AM 00:03 1 Left Tum 147 12:13:35 PM -12:13:53 PM 00:18- 1 Right Tum 148 1121:36 AM 11:21:44 AM 00:08 1 Left Tum 148 12:13;58 PM 12:14:02 PM 00:04. 1 RghtTum 149 11:21:49 AM 11:22:02 AM 00:13 1 Left Tum 149 12.14:15 PM 12:14:18 PM 00:03" 1- Right Tum 150 11:23:17 AM 1123:38 AM 0021 1 Left Tum 150 12:1725 PM '12:1:34 PM .00:09. 1. Rght Tum r 151 11:23:21 AM 11:23:43 AM 0022 2 Left Tum 151. 12x17:41 PM. 12:17:42 PM 00:01 1 :Right Tum 152 1123:23 AM 1123:45 AM 0022 3 Left Tum 152 12:19:02 PM: 12:19:09.PM 00:07.- 1 'Right Turn 153 1123:42 AM 11:23:51 AM 00:09 3 Left Tum 153: 12:19:24 PM 12:1925 PM 00:01 '.1 Right Tum L' 154 11:23:49 AM 1123:55 AM 00:06 2 Left Tum 154- -1220:02 PM- 12;20;05 PM '00:03 1: :Right Tum 155 11:24:OOAM 1124:03 AM 00:03 1 Leh Tum 153 12:2021i PM 122026 PM 00:01- 1. Right Tum 156 1124:10 AM 11:24:12 AM 00:02 1 Left Tum 156 1220 46 PM 1220:46:P101 00:06. 1 Right Tum 157 1124:17 AM 1124:32 AM 00:15 1 Left Tum 157 11210 PM' 1221:11 PM- 00:02 1. -Right Tum 158 11:24:35 AM 11:24:41 AM 00:06 1 Leh Tum 158 122212 PM' -122213 PM 100:01:01 .1 Right Turn" 159 1124:44 AM 1124:49 AM 00:05 1 Left Tum 759 1222:34 PM' 1222:36 PM.: 00:02, I Right Tum' 160 1125:16 AM 1125:37 AM 0021 1 Left Tum 160 122255 PM 12:?3:75:PM :0020 1 :Right-rum. 161 11:25AO AM 11:25:43 AM 00:03 1 Left Tum 161: :72:23:05 PM 1223:18 PM: :00:13` 2; Right Tum. 162 11:26:15 AM 1126:34 AM 00:19 1 Left Tum 162 12.2&.660.M 1215:09 PM: -00:09.. 1 iLghtTum. � 163 11:26:55 AM 11:26:56 AM 00:01 1 Left Tum 163 1225:02 PM: '1225:17 PM. 00:15. 2 .Right Tum 164 11:27:22 AM 1127:30 AM 00:08 1 Left Turn Tu :764 122529 PM t215:31,PM; ,00:02,: a' Right7um: 165 1127:33 AM 1127:35 AM 00:02 1 Left Tum 165' 122623 PM 1226:30 PM 00:07 :1 Right Tum L� 166 1127:48 AM 1127:49 AM 00:01 1 Left Tum 166 1226:44.PM .1226:56 PM- Di .1 Right Tum.. 167 11:28:19 AM 11:2821 AM 00:02 1 Left Tum 167 1227:37 PM 1227:39 PM- .00:02- 4Right Tum 168 11:28:37 AM 11:28:53 AM 00:16 1 Left Tum 1156: 1227:56 PM, :1228:02PM .00;06 -1. Right"funi. _ 169 11:28:42 AM 11:28:55 AM 00:13 2 Left Tum 169- 1228:26 PM .122827 PM: 60:01: 1 Right Turn- 170 11:28:56 AM 1129:00 AM 00:04 1 Leff Tum 170' 1228:30 PM :122834 PM.. '00:04: '1 Right?um.. 171 1129:14 AM 11:29:39 AM 0025 1 Left Tum 171 1228:57 PM 12:29:21 PM" 0024 1: LeflTarn .. .. .. 172 11:29:17 AM 1129:42 AM 0025 2 Left Tum 172: .122:13 9PM .122933 PM�:,0020., 2: Right Tum_ L � 173 11:2929 AM 1129:54 AM 0025 3 Left Tum 173 12:30:10 PM 12:30:13 PM 00:03 1 Right Tum 174 11:29:48 AM 1129:59 AM 00:11 2 Left Tum 174 12:3123 PM 12.31:38 PM 00:15 1 Right Tum .175 11:30:18 AM11:30:36 AM ;00:18 1 Left Tum- 175 12:33:02 PM 12:33:07 PM 00:05 1 Right Tum r � .. .. .. 176 11:30:SO.AM. :;71:30.¢1 AM- '00:0] 1 'Lefl Sum, 176 12:34:18 PM 12:3421 PM 00:03 1 Right Tum 177: 41:30:55 AM. 41:3057 AM: 00:02: 1- Lett Tum 177 12 :3524 PM 12:3527 PM 00:03 1 Right Tum 176 X7.1:31;10 AM- :11:31:12 AM 00r02 1 Left Tum 178 12:35:52 PM 12:35:54 PM 00:02 1 Right Tum 179' 11:32:02 AM .1ti32:30AM. 00:28 1 Lem Tum. 179 12:35:58 PM 12:36:02 PM 00:04 1 Right Tum 180 11:3210.AM: 11:32:34 AM '0024. 2. Left Tum 180 12:37:08 PM 12:37:11 PM 00:03 1 Right Tum 181 11:32:16AM. 113238 AM 00:22. 3 Left Tum 181 12:38:03 PM 12:38:08 PM 00:05 1 Right Tum 182 77:32:18 AM 11:3242 45 AM 0024 4 Left Tum 182 12:36:15 PM 12:38:15 PM OO:DO 1 Right Tum l 1 183 1:1:33:13 AM.' 11[33: AM :00:32 1 Left Turn 183 12:38:49 PM 12:38:52 PM 00:03 1 Right Tum 184 113321 AM 11.33:52AM .00:31 2 Left Tum 184 12:41:46 PM 12:41:56 PM 0010 1 Right Tum 165 11:36:34'AM: 11.34:04 AM 00:30 3 Left Tum 185 12:42:14 PM 12:42:15 PM 00:01 1 Right Tum 786' 1T.33i36.AN1 11:34:08 AM. .00:32 4 Leff Tum 186 12:43:33 PM 12:43:35 PM 00:02 1 Right Tum 1.87' 41:33:37:AM- 11:34.12 AM 00:35 5 Left Tum: 187 12: m 44:07 PM 12:44:12 PM 00:05 1 Right Tu 188 11 m:54 AM 11:34:1 16 AM 0022 4 Left Tum 188 12:44:46 PM 12:44:53 PM 00:07 1 Right Tum 2 e Lf I Butcher Boy Plaza Exit Driveway(Right/Left Lanes) L ; Queue/Delay Study u City,State:North Andover,MA Date:Saturday 613 012 01 2 Tims:10:30am-1:30pm PDI File#122978 Client:Bayside Engineering/K Cram Client#: 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane r f Delay Queue Exiting Deley. Queue Exiting Vehiele# Entered Queue Left Quoue 1n see. Length Tum Vehicle 9 Entered Qmus Left Queue In sec OumueLongth Tum U 189 11:34:07 AM 11:34:22 AM 00:15 4 Left Tum 169 12:45:00 PM 12:45:02 PM DD:02 1 Right Tum 190 11:M4 40,AM: 11:34:51-AM D0:71 1- Left tum 190 12:45:17 PM 12:45:19 PM DO:02 1 Right Tum 191 11:35:00 AM, 11:35;03 AM 00:03- 1 Left Tum 191 12:45:50 PM 12:45:53 PM 00:03 1 Right Tum 192 11:3527 AM .1Y 35:53 AM' 0026. 1 :Left Tum 192 12:48:37 PM 12:46:42 PM 00:05 1 Right Tum C -193 11.35:55 AM 11:35 57 AM 00:012 :.1 Left Tum 193 12:48:46 PM 12:48:53 PM 00:07 1 Right Tum 104 113628AM 113643AM- 0015. 1Left Turn 194 12:48:52 PM 12:49:01 PM 00:09 2 Right Tum 195 1136:34 AM 11:3653 AM:. 00.19 2 LeR Turn 195 12:49:48 PM 12:50:19 PM 00:31 1 Right Tum 186 1736:41 AM. ..11:36:56 AM. 00:15 1 Left Tum 196 12:50:07 PM 12:5022 PM 00:15 2 Right Tum 197 1137:07 AM: 11.'.37:12 AM DO:05 1 LeR Tum 197 12:50:45 PM 12:50:47 PM 00:02 1 Right Tum -37:27;AM .11:3728 AM:. 00:01 .1 :Left Tum 198 12:50:52 PM 12:50:56 PM 00:04 1 Right Tum 199 11 3729 AM 11:37:32 AM 00:03 1 Left Turn 199 12:51:46 PM 12:51:59 PM 00:13 1 Right Tum 200 1137:34 AM 11:3812 AM 00:38: 1 LeRTum 200 12:52:37 PM 12:52:58 PM 0021 1 Right Tum 201 11:38:15 AM 11:3819 AM' 00.04 1 Lek Tum 201 12:54:13 PM 12:54:19 PM 00:06 1 Right Tum :202 11.38:51.AM 11:38:52 AM. .00:01. 1 Leff Tum 202 12:56:08 PM 12:66:11 PM 00:03 1 Right Tum 203: 11:38:55 AM 11:38:58 AM: 00:03- 1 'Lafaum: 203 12:56:32 PM 12:56:34 PM 00:02 1 Right Tum 204 11;39:13-AM: 11:3925AM :00:12 1' .Left Tum 204 12:57:18 PM 12:57:31 PM 00:13 1 Right Tum 205 11 40:20 AM11:40 40 AM 0020 1 Left Tum 205 12:57:52 PM 12:57:55 PM 00:03 1 Right Tum 206 11 4042 AM 11446 0 AM 00:04 1 Left Tum- 206 12:58:02 PM 12:58:08 PM 00:06 1 Right Tum i 207 11 41:10 AM 11:4120 AM 00:10 1 Lek Tum 207 12:58:53 PM 12:58:54 PM 00:01 1 Right Tum 208 11:41:40 AM 114218 AM- 00:38 1 Left Tum 208 1:00:16 PM 1:00:18 PM 00:02 1 Right Tum 209' 11:41:49 AM 14;42:40 AM.. 00:51 2 Left Tum 209 1:01:06 PM 1:01:08 PM 00:02 1 Right Tum 210: 11.4207AM :11:42:44AM :00:37. :3 'LettTum 210 1:02:32 PM 1:02:46 PM 00:14 1 Right Tum. 211: 11142:11 AM :11`42:48 AM: 00:37 4 Left Tum 211 1:04:13 PM 1:04:36 PM 0023 1 Right Tum n .212 11 42:1P AM 11:42 56 AM- 00:44 .5 Lek Tum: 212 1:05:35 PM 1:05:36 PM 00:01 1 Right Tum 1 213 11 42.14 AM 11.43:0.5 m AM 00:51 6. Left Turn 213 1:06:35 PM 1:06:37 PM 00:02 1 Right Tu 214 114223 AM 11:4,316 AM 00:53 1.6 Left Tum 214 1:06:54 PM 1:07:03 PM 00:09 1 Thru 215 11:4225 AM 11.4323 AM 00:58 7 Left Tum 215 1:07:07 PM 1:07:13 PM 00:06 1 Thru .216. 11:42:44'AM' 11:4329 AM 00:45. 6. :Left Tum 216 1:07:40 PM 1:08:05 PM 0025 1 Right Tum 217- 11:43:01 AM 11t43:31AM. :00:30 5 Left Tum 217 1:08:26 PM 1:08:40 PM 00:14 1 Thor /--t '278:: 11:43:03.AM: 11:43:34 AM 00:31: 6- Left Tum 218 1:09:08 PM 1:09:10 PM 00:02 1 Right Tum t I 219 11:43:09 AM: 11:43:37 AM -00:28 6 Left Tum 219 1:09:31 PM 1:09:37 PM 00:06 1 Right Tum 1 220 11:43:14 AM 11:43:42 AM: :00:28. .7 Left Tum 220 1:09:46 PM 1:09:47 PM 00:01 1 Right Tum U 221 11:43:24 AM 11:43:48 AM 00:24 6 Left Tum 221 1:10:47 PM 1:10:56 PM 00:09 1 Right Tum .222. 11:4326 AM' 11:43:50 AM 0024 7. Left,Tum 222 1:11:11 PM 1:11:15 PM 00:04 1 Right Tum 223: 11:43:38 AM 11:43:56 AM:.00:18- 4 Left Turn 223 1:11:38 PM 1:11:41 PM 00:03 1 Right Tum .224 11:43:43 AM .1.1:44:03 AM- 0020_ 4 Lett Tum 224 1:11:51 PM 1:12:06 PM 00:15 1 Right Tum n 225 11:43:47 AM 11`44:37 AM, 00:50 5 Left Tum 225 1:13:12 PM 1:13:29 PM 00:17 1 Right Tum 226 11:44:26 AM 11:44:39 AM :00:13. 2 Left.Tuni 226 1:13:37 PM 1:13:40 PM 00:03 1 Right Tum U 227 11;44:28 AM 11:44:51 AM :0023 3 Left Tum 227 1:14:17 PM 1:1420 PM 00:03 1 Right Tum .228- 11:44:30 AM 11:44:55 AM 00:25 4 Left Tum 228 1:15:32 PM 1:15:36 PM 00:04 1 Right Tum '229 11:44:32 AM 11:45:07 AM 00:35 5. Left Tum 229 1:15:40 PM 1:15:42 PM 00:02 1 Right Tum 230 11:45:02 AM 11 A!05 AM 00:13 2 Left Tum 230 1:16:24 PM 1:1626 PM 00:02 1 Right Tum n 231 11:45:14 AM 11:4527 AM 00:13 2 Left Tum 231 1:16:31 PM 1:16:35 PM 00:04 1 Right Tum 232 11;45:59 AM 11:4607 AM 00:08 1 Left Tum 232 1:17:11 PM 1:1729 PM 00:18 1 Right Tum ` 233 11:46:05 AM 11:46:10 AM 00:05 2 Left Tum 233 1:17:20 PM 1:17:32 PM 00:12 2 Right Tum tJ 234 1.1:46:08 AM 11:46:14 AM 00:06 2 Left Tum 234 1:18:49 PM 1:18:51 PM 00:02 1 Right Tum 235 11:46:16 AM 11:4621 AM 00:05 1 Left Tum 235 121:32 PM 121:36 PM 00:04 1 Right Tum 236 11:46:20 AM '11:4623 AM .00:03 2 Left Tum 236 121:58 PM 1:22:01 PM 00:03 1 Right Tum 237 11:4722 AM 11:4725 AM 00:03 1' Lek Turn 237 121:59 PM 122:03 PM 00:04 2 Right Tum 236 11:47:33 AM. .11:47:38 AM. 00:06 1 LeRTum: 238 12228 PM 122:31 PM 00:03 1 Right Tum 239 7147:52 AM 11:4820'AM 00:28 1 Left Tum 239 1:23:40 PM 123:41 PM 00:01 1 Right Tum U 240 11:47:55 AM 11.:4822 AM 00:27 2 Left Tum, 240 12429 PM 124:30 PM 00:01 1 Right Tum 241 11:48:42 AM: 11:48:46 AM DO:04 1 Left Tum 241 125:38 PM 125:39 PM 0001 1 Right Tum 242 1.1:48:57,AM 11:4923 AM :0026- :1 Left Tum 242 12622 PM 12623 PM 00:01 1 Right Tum 243, 11:411:01 AM 1,I 4926 AM 00:15: 2 Left Tum 243 126:42 PM 126:43 PM OD:01 1 Right Tum 244- 11 49 D4 AM 11 49 31 AM 00:27 :3 Left Tum 244 12825 PM 12827 PM 00:02 1 Right Tum 245 11:50:14 AM 11 5019 AM 00:651 Left Tum 245 1:28:29 PM 128:32 PM 00:03 1 Right Tum 246 11 5D 19 AM 11:50:23A M 00'04 1 Left Tum 246 129:19 PM 129:36 PM 00:17 1 Right Tum 247- 11:50:28 AM 11:50:37 AM' :60:09 .1 LeftTum 247 12925 PM 129:40 PM 00:15 2 Right Tum 248 11i50:52.AM .11:50:58 AM 00:06 11 Left Turn 248 129:32 PM 129:46 PM 00:14 3 Right Tum 249 11:51:00AM� 14:51:31 AM 00:31' '.1. :Left Tui.- 1151:17AM 11.51:37AM 00.20: 2- Left Turn 1{ 25111 5314 AN 11 X5322 AM 0108: 1 Left Tuirn V 252' 11:5337AM. .11:6.3:41 AM .00.10 1: 'Left Tum.. . . ... :253. 11:53:39 AM fi54f38 AM' OOi57: 2 Left Tun: :254 11:64:20 AM- 111:54A1AM: ':00:21. 2. 'LeRTurn ' 255 11:6038 AM 11:54:51 AM 00:13 2 Left Turn 256 1154:48 AM 11 55:32 AM 60.44; 2 Left Tum .25T 115457AM 1155:48 AM 00•51 '2: :Left Tum .256- .115501AM 1156:08AM 0107 3, Left Tum U 259 '11:55:03AM 11-.56:31 AM 0128: 4 Left Tum 366. '11:55:O6AM .11:57:09 AM 02:03 5 .Left Turn 261: 11:55:43 AM -11:57:17 AM 01:34 5 Left Tum 262. 11:55:46 AM 11.5724 AM 01:39 6' Left Tum n 263.: 1156:45 AM. 11:58:04 AM 01119 4 -Lek:Tum. ( 264. 1157A4 AM 1158:33AM: 60:48: 2- Lef:Tutn: 265 11:68:31 AM 11 59:17 AM: ODA6: 2 Left Tum.: 19: 266. 11:59:06 AM 59:32AM: 00:26` .2 .Left Turn: 267: 11 t5927AM 12:00:15 PM. 00:48 2 Left Tum- . ..� . ..... .: 266 12:00:77 PM 120024PM` :00:13. 2 Left Tu 269 12:0021:PM 12:00:34 PM 00:13 -2: Left:Tum 270 12:00:30`PM. 1202:30 PM .02:00.. 2: :Left Tum 279: 120228.PM 12:0239 PM 00:31: 2 -Left Tum U 277 .12:02.38 PM .12.03:16 PM. DOW. 2 Left Tum 273. 12:02W,PM 12:0324 PM OUT 3 Left Tum. 274: 12.03:03 PM 120329 PM -0026' 3 .LeR Tum. ^ 275 120321014 12:D4.21 PM 01:00 3- LeRTum 276 12:00:16. 0M 120428 PM- 00:12 2 :Left Tum 277 120424 PM 12:04:54 PM.' 00:30' 2 Lek Tum iu .278 ,12;04:47.PM .121)5:07PM' 0020' 2. Left:Tum 279 72:04:50 PM 12:05:14 PM, 0024 3 Left Turn 280 .1205:04,PM .12:0523 P.M 00;19 3 :Leff Turd 281 12105:20.PM 12 06:08 PM 00[46 2 Left.Tum: .. m .... .. . . 282. 1205,38:PM "12116.40 PM 07:02 2 LeRTum ' U 3 Butcher Boy Plaza Exit Driveway(Right I Left Lanes) Ousua0alay Study t r City,State:North Andover,MA Date:Saturday 6/3012012 TIme:10:30am-1:30pm PDI F090122978 Client:Bayside Engineering/K Cram Client 2121491 U Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Vehicle a Entered Qwua Left Queue Delay Cwua Exiting Vahicb a Entered Cwue Left tiww Daley Cueue Exiting ( 1 In sec. Lan th Tum in sec. Length Tum 283- 12:06:38 PM. 12:07:05 PM' W.'27 2 Left Tum 284 12MA6PM 12 :07:34 PM 00:48 .2 .LeftIum t. J 285 '12:0727 PM: 12i08:09PM. 00:42 2 Left Tum .286- 12:08:02 PM- 12:08:34 PM. 00:32 2 Left Tum 287 .12:08:10 PM.12 12:08:40 PM 00:30 2 Left Tum 288 :08:14 PM: 42:08:44 PM' '00:30 3 Lek Tum: 289 12108:15 PM 12:08:48 PM 00:33 4 Left Tum 290` i2:08:17 16M.; :12:68:52 PM :00:35- 5 Left Tum: lJ 291 12:08:29 PM. 12:09:15 PM 00:46 6 Left T m '292' 12:08:30 PM: 12:0924 PM 00:54 7 Left 7urr 293 12:08:54 PM 42:09:31 PM: 00:37 3 Left Turn. 294 12:11:09 PM 12:11:18 PM :60:09 1 Left Tum / 295.' 12:11:31 PM 12:11.38 PM 00:07 1 Left.Tum .296 12:11:34 PM12:11:41 PM .00:07 2 Left Tum 12:11:36 PM 12.114.48 PM 00:12 9 Left Turn k- 297 l 298 12:12:10 PM, 12:12:15 PM 00 :05 - .1 Left Tum' 299 12:12:12.PM 12:1220 PM :00:08 2 Left Tum' 300. 12i12210M` '12i1224PM. 00:03 1. Left Turn '1 301' 12:12:49 PM- .12:12:57 PM00:08 1 Left Tum 302. 12:14:04 PM :12:14M.M. 00:04. 1 Left Turn 303 12:14:10 PM -12:14:12 PM' 00:02 1 Left Tum. 304 12:14:34 PM' 12141.371`101 00:03 4 Left Tum 305 12:14:58 PM 12:15:02PM :00:04 :1 Thiu. 306 12:15:04 PM, 12115,05 PM. :00:01 1 m Left Tu . 307 12:15:08 PM: 12:15:11,PM DO:03 1 Left Tum r .308 12:15:20 PM 12:1528 PM .00:08 :1 'Left Tum. 309 12:1624 PM: 12:16:27 PMI 00:03 1 Thru. L- '310 12:16:26 PM 12116:30 PM.'. 00:04 2 Left Tum ; 311 42:16:32 PW 12:16:41 PM 00:09 .1 Lett Tum .312 12:16:35 PM 12:16:53 PM 00:18„ 2 Left.Tum. 313'.. 12:17:07 PM 12:17:09PM 00:02 1- 'Left Tum• P ti 314 12:1728 PM: '12:17,,43 PM 00:15.. 1 Left Turn 315 1217:51 PM 12:18:09PM: 00:18 1. Left 315 12:18:18 PM 121010 PM 00:52 1 'Left.Tum: t--r 317: 12:18:44 PM' 12:14.16 PM 00:32 2 Left Tum 318 12:18:49.PM: .12:1923 PM -.00:34 3 Left Tum 319 12-18:59 PM 12:19126 PM 00:27 4 Left Tum 1 920. 12.19:36 PM 12 :19:45 PM 00:09 1 Left Tum 321 12:19:53 PM 12:20:18 PM 00:25 1 Left Tum 322 12:20:14 PM 122021 PM' 00:07 2 Left Tum l., 323:. 1220:15 PM 1220:28 PM 0013 3 Thru 324 12:20:38 PM 12:20:42 PM 00:04 1 Left Tum 325 1222:03 PM 1222:05 PM 00:02 1 Left Tum 326 12:22:53 PM 12:23:12 PM 00:19 1 Left Tum f 327 1223:00 PM 1223:16 PM 00:16 2 Left Tum 328 12:23:22 PM 122328 PM OD:06 1 Left Tum 329 4223:26 PM 1223:32 PM 00:06 2 Left Tum V 330 12:2327 PM 1223:49 PM 00:22 .3 Left Tum 331 1223:29 PM, 12:23:52 PM- :00:23 3 Left Tum 332, 1224:01 PM 1224:11:PM. :00:10. 1 Left Turn 333 -1224:45 PM -1225118 PM 00:33 1 Left Tum 334 12:25:57 PM .1226:05 PM. :00:08 1 Left Tum 335 1226:01 PM 122628*PM00:27. 2 Left Tum 336. 12:2608 PM 1226:32 PM 0024 2 Left Turn 337 -1226:12 Pk] 12:26:38 PM 0026 3 LeftTuM 938 12:26:24 PM: 1227:14 PM '00:50 4 Left Tum 339 1226:48 PM 1227:18 PM' 00:30 2 Left Tum f 340 12:26:49PM 12:2723 PM 00:34 3 Left Tum 341 12:26:50 PM: 1227:33 PM :00:43 4 Left Tum V -342: .9227:45 PM- 1228:03 PM 00:16 1 Left Tum 343 '12:28:48.PM' 12:28:51 PM 00:03 1' Left To 344; 1229:23 PM ,122929 PM .60:06 1 Left Tum 345 1229:36 Pk: 1229:39 PM 00:03 1 Left Turn r 1 946 1229:42.PM 122946PM :00:08:. -1 .LeftTum 34 ? 7 12:30:09 PM 12:30:28 PM 06:19 1 Left Tum 348 12:30:30 PM 12:30:32 PM 00:02 1 Left Tum t J 349 12:30:48 PM 12:30:50 PM 00:02 1 Left Tum 350 12:31:17 PM 12:31:40 PM 00:23 1 Left Tum 351 12:32:04 PM 12:32:07 PM 00:03 1 Left Tum f 1 352 12:32:10 PM 12:32:17 PM 00:07 1 Left Tum 353 12:32:16 PM 12:32:35 PM 00:19 2 Left Tum 354 12:3221 PM 12:32:39 PM 00:18 2 Left Tum l 355 12:32:39 PM 12:32:45 PM 00:06 1 Left Tum 356 12:32:52 PM 12:32:54 PM 00:02 1 Left Tum 357 12:33:11 PM 12:33:16 PM 00:05 1 Left Tum 358 12:33:14 PM 12:33:17 PM 00:03 2 Thru (� 359 12:33:19 PM 12:3326 PM DOW 1 Left Tum 360 12:3321 PM 12:3328 PM 00:07 2 Left Tum L.i 361 12:33:33 PM 12:33:36 PM 00:03 1 Lek Tum 362 12:33:36 PM 12:33:39 PM 00:03 1 Left Tum 363 12:33:41 PM 12:33:46 PM 00:05 1 Lek Tum 364 12:33:43 PM 12:33:51 PM 00:08 2 Lek Tum 365 12:33:49 PM 12:34:09 PM DO20 2 Left Tum 366 12:33:51 PM 12:34:17 PM 00:26 2 Lek Tum 367 12:33:52 PM 12:3424 PM 00:32 3 Left Tum L f 368 12:33:54 PM 12:3427 PM 00:33 4 Left Tum 369 12:33:57 PM 12:34:31 PM 00:34 5 Left Tum 370 12:34:05 PM 12:34:34 PM 0029 6 Thru f 1 371 12:35:14 PM 12:35:20 PM 00:06 1 Left Tum 372 12:36:08 PM 12:36:10 PM 00:02 1 Left Tum 373 12:36:12 PM 12:3622 PM 00:10 1 Lek Tum L, 374 12:36:47 PM 12:37:02 PM 00:15 1 Left Tum 375 12:3723 PM 12:3726 PM 00:03 1 Left Tum 376 12:3729 PM 12:37:31 PM 00:02 1 Left Tum • f 4 f'1 t � Butcher Boy Plaza Exit Driveway(Right/Left Lanes) ' DueuelDelay Study City,State:North Andover,MA Date:Saturday 6/3012012 C Tim10:30am•1:30pm F PDI ileg 122978 Client,Bayside Engineering/K Cram Client 0: 2121491 Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane C Vehicle t1 Entered Queue Left Queue Delay Queue Exiting Vetkie R Entered Queue Laft Queue Delay Queue ExiBng in sec. Length Tum in sec. Length Tum 377 12:37:53 PM 12:36:04 PM 00:11 1 Left Tum 378 12:37:58 PM 12:38:11 PM 00:13 2 Left Tum 379 12:38:39 PM 12:38:45 PM 00:06 1 Left Tum zz--••�� 380 12:38:43 PM 12:39:17 PM 00:34 2 Left Tum t I 381 12:36:56 PM 12:39:22 PM 0026 2 Left Tum 382 12:39:02 PM 12:3928 PM 0026 3 Left Tum U 383 12:40:50 PM 12:40:58 PM 00:08 1 Left Tum 384 12:41:21 PM 12:4126 PM 00:05 1 Left Tum 385 12:4126 PM 12:41:35 PM DO:09 1 Left Tum 386 12:41:33 PM 12:41:47 PM 00:14 2 Left Tum 387 12:41:38 PM 12:41:39 PM 00:01 2 Left Tum 388 12:41:42 PM 12:42:03 PM 00:21 3 Left Tum 389 12:41:45 PM 12:42:18 PM 00:33 4 Leff Tum 390 12:42:12 PM 12:42:35 PM 0023 2 Left Tum 391 12:42:38 PM 12:42:40 PM 00:02 1 Left Tum 392 12:42:43 PM 12:42:56 PM 60:13 1 Left Tum 393 12:42:58 PM 12:43:02 PM 00:04 1 Left Tum 394 12:43:04 PM 12:4324 PM 0020 1 Left Tum 395 12:43:16 PM 12:4327 PM 00:11 2 Left Tum Li 396 12:43:17 PM 12:43:36 PM 00:19 3 Left Tum 397 12:43:18 PM 12:43:39 PM 0021 4 Left Tum 398 12:43:42 PM 12:43:45 PM 00:03 1 Left Tum 399 12:44:14 PM 12:44:16 PM 00:02 1 Left Tum 400 12:44:33 PM 12:44:35 PM 00:02 1 Left Tum 401 12:44:37 PM 12:44:40 PM 00:03 1 Left Tum L402 12:44:42 PM 12:44:53 PM 00:11 1 Left Tum 403 12:46:18 PM 12:4624 PM 00:06 1 Left Tum 404 12:46:26 PM 12:46:31 PM 00:05 1 Left Tum 405 12:46:34 PM 12:46:38 PM DO:04 1 Left Tum f"1 406 12:46:37 PM 12:46:41 PM 00:04 2 Left Tum 407 12:46:42 PM 12:46:44 PM 00:02 1 Left Tum 408 12:46:45 PM 12:46:48 PM 00:03 1 Left Tum �--� 409 12:46:47 PM 12:46:53 PM 00:06 2 Left Tum 410 12:46:51 PM 12:4720 PM 0029 2 Left Tum 411 12:47:45 PM 12:47:46 PM 00:01 1 Left Tum 412 12:47:49 PM 12:47:50 PM 00:01 1 Left Tum 413 12:48:09 PM 12:48:12 PM 00:03 1 Left Tum 414 12:48:18 PM 12:4825 PM 00:07 1 Left Tum U 415 12:48:40 PM 12:49:07 PM 0027 1 Left Tum 416 12:49:21 PM 12:49:26 PM 00:05 1 Left Tum 417 12:49:22 PM 12:49:32 PM 00:10 2 Left Tum 418 12:4924 PM 12:49:38 PM 00:14 3 Left Tum n 419 12:49:37 PM 12:49:42 PM 00:05 2 Left Tum 420 12:49:45 PM 12:50:16 PM 00:31 1 Left Tum - 421 12:51:02 PM 12:5126 PM 0024 1 Left Tum lJ 422 12:51:05 PM 12:5126 PM 00:21 2 Left Tum 423 12:51:41 PM 12:52:01 PM 0020 1 Left Tum 424 12:51:43 PM 12:52:18 PM 00:35 2 Left Tum r 7 425 12:52:07 PM 12:52:30 PM 0023 2 Left Tum 426 12:52:09 PM 12:52:32 PM 00:23 3 Left Tum 427 12:52:47 PM 12:53:13 PM 0026 1 Left Tum v 428 12:53:02 PM 12:53:16 PM 00:14 2 Left Tum 429 12:53:04 PM 12:53:20 PM 00:16 3 Left Tum 430 12:53:10 PM 12:5325 PM 00:15 4 Left Tum n 431 12:6329 PM 12:53:34 PM 00:05 1 Left Tum 432 12:56:16 PM 12:56:27 PM ODI 1 1 Leff Tum 433 12:56:58 PM 12:57:02 PM 00:04 1 Left Tum `f 434 12:57:00 PM 12:57:07 PM 00:07 2 Left Tum 435 12:57:09 PM 12:57:10 PM 00:01 1 Left Tum 436 12:57:27 PM 12:57:32 PM 00:05 1 Left Tum 437 12:57:44 PM 12:57:47 PM 00:03 1 Left Tum 438 12:57:45 PM 12:58:06 PM 00:21 2 Left Tum 439 12:57:50 PM 12:58:11 PM 0021 2 Left Tum 1 440 12:58:14 PM 12:58:19 PM 00:05 1 Left Tum U 441 12:58:17 PM 12:58:41 PM 0024 2 Left Tum 442 12:58:33 PM 12:58:45 PM 00:12 2 Left Tum 443 12:58:35 PM 12:58:50 PM 00:15 3 Left Tum 444 12:58:57 PM 12:58:59 PM 00:02 1 Left Tum Ir ' 445 12:59:17 PM 12:5920 PM 00:03 1 Left Tum 446 1:00:13 PM 1:00:14 PM 00:01 1 Left Tum l_) 447 1:00:32 PM 1:00:34 PM 00:02 1 Left Tum 448 1:00:53 PM 1:01:00 PM 00:07 1 Left Tum 449 1:01:02 PM 1:01:04 PM 00:02 1 Left Tum {-7 450 1:0220 PM 1:02:48 PM 0028 1 Left Tum ' 1 451 1:03:55 PM 1:04:05 PM 00:10 1 Left Tum U. 452 1:04:02 PM 1:04:07 PM 00:05 2 Left Tum 453 1:04:09 PM 1:04:11 PM D0:02 1 Left Tum 454 1:05:11 PM 1:05:14 PM 00:03 1 Left Tum 455 1:05:52 PM 1:05:55 PM 00:03 1 Left Tum �-�1 456 1:06:13 PM 1:06:28 PM DO:15 1 Left Tum r l 457 1:06:40 PM 1:06:56 PM 00:16 1 Left Tum 458 1:06:59 PM 1:07:04 PM 00:05 1 Left Tum u 459 1:07:27 PM 1:07:31 PM 00:04 1 Left Tum 460 1:07:34 PM 1:07:49 PM 00:15 1 Leh Tum 461 1:07:47 PM 1:07:59 PM 00:12 2 Left Tum 462 "8:09 PM 1:06:12 PM 00:03 1 Left Tum r"' 463 1:08:13 PM 1:08:16 PM 00:03 1 Left Tum 464 1:08:17 PM 1:08:21 PM 00:04 1 Lett Tum 465 1:08:51 PM 1:08:52 PM 00:01 1 Left Tum L...! 466 1:09:17 PM 1:0925 PM 00:08 1 Left Tum 467 1:0927 PM 1:09:41 PM 00:14 1 Left Tum 468 1:09:57 PM 1:10:01 PM 00:04 1 Left Tum 469 1:10:03 PM 1:10:06 PM 00:03 1 Left Tum I ' 470 1:1029 PM 1:10:42 PM 00:13 1 Left Tum ') 5 Butcher Boy Plaza Exit Driveway(Right/Left Lanes) Queue/Delay Study l � City,State:North Andover,MA Date:Saturday 613012012 TIms:10:30am•1:30pm e PDI F le#122978 Client:Bayside Engineering)K Cram Client#: 2121491 t_J Butcher Boy Plaza Exit Left Lane Butcher Boy Plaza Exit Right Lane Delay Queue Exiting Dolay Queue Ezitlng r l Vehicle# Entered Queue Leh Queue in aec. Le h Tum Vehicle# Entered Queue Left Queue n9t in aec. LengM Tum 471 1:10:45 PM 1:10:56 PM 00:11 1 Left Tum 472 1:10:59 PM 1:11:09 PM 00:10 1 Left Tum L_! 473 1:11:32 PM 1:11:45 PM 00:13 1 Left Tum 474 1:11:34 PM 1:11:47 PM 00:13 2 Left Tum 475 1:12:09 PM 1:12:13 PM 00:04 1 Left Tum ( l 476 1:12:23 PM 1:12:26 PM 00:05 1 Left Tum 477 1:12:58 PM 1:13:31 PM 00:33 1 Left Tum 478 1:14:23 PM 1:1425 PM 00:02 1 Left Tum U 479 1:14:49 PM 1:14:55 PM 00:06 1 Left Tum 480 1:15:22 PM 1:15:36 PM 00:14 1 Thru 481 1:16:18 PM 1:1625 PM 00:07 1 Left Tum (-, 482 1:16:46 PM 1:16:48 PM 00:02 1 Left Tum 483 1:16:54 PM 1:16:57 PM 00:03 1 Left Tum 484 1:16:58 PM 1:17:02 PM 00:04 1 Left Tum 485 1:17:05 PM 1:17:33 PM 0028 1 Left Tum 486 1:17:18 PM 1:17:35 PM 00:17 2 Left Tum 487 1:18:17 PM 1:18:21 PM 00:04 1 Left Tum 488 1:1823 PM 1:18:30 PM 00:07 1 Left Tum 489 1:19:00 PM 1:19:06 PM 00:06 1 Left Tum 490 1:19:03 PM 1:19:13 PM 00:10 2 Left Tum 491 1:19:21 PM 1:19:34 PM 00:13 1 Left Tum V 492 1:19:31 PM 1:19:43 PM 00:12 2 Left Tum 493 1:19:58 PM 1:19:58 PM 00:00 1 Left Tum 494 1:20:50 PM 1:20:57 PM 00:07 1 Left Tum 495 1:20:52 PM 121:39 PM 00:47 2 Left Tum 496 120:56 PM 1:21:41 PM 00:45 3 Left Tum 497 121:11 PM 121 AS PM 00:34 3 Leff Tum t_j 498 1:21:35 PM 121:49 PM 00:14 4 Left Tum 499 121:37 PM 122:05 PM 00:28 5 Left Tum 500 121:38 PM 122:09 PM 00:31 6 Left Tum 501 122:33 PM 1:22:35 PM OD:02 1 Left Tum 502 1:22:42 PM 122:52 PM 00:10 1 Left Tum 503 122:46 PM 123:45 PM 00:59 2 Left Tum `7 504 122:56 PM 123:48 PM 00:50 2 Left Tum 505 123:00 PM 1:24:03 PM 01:03 3 Left Tum 5D6 1:23:09 PM 1:24:06 PM 00:57 4 Left Tum 507 123:44 PM 124:09 PM 0025 5 Left Tum f 1 508 1:23:51 PM 1:24:15 PM 00:24 4 Left Tum 509 1:23:53 PM 1:24:18 PM 00:25 5 Left Tum 510 1:24:26 PM 124:41 PM 00:15 1 Left Tum k 511 1:24:34 PM 1:24:59 PM 00:25 2 Left Tum 512 1:24:35 PM 1:25:03 PM 00:28 3 Left Tum 513 1:24:36 PM 1:25:15 PM 00:39 4 Left Tum 514 124:57 PM 12521 PM 00:24 4 Left Tum 515 125:29 PM 125:32 PM 00:03 1 Left Tum 516 1:25:34 PM 1:25:43 PM 00:09 1 Left Tum L 517 1:25:44 PM 1:25:55 PM 00:11 1 Left Tum 518 1:25:49 PM 1:26:19 PM 00:30 2 Left Tum 519 1:25:51 PM 1:26:27 PM 00:36 3 Left Tum 520 125:52 PM 1:26:30 PM 00:38 4 Left Tum 521 1:26:31 PM 1:26:35 PM 00:04 1 Left Tum 522 127:05 PM 127:16 PM 00:11 1 Left Tum 523 1:27:33 PM 1:27:38 PM 00:05 1 Left Tum `-J 524 1:27:59 PM 128:05 PM 00:06 1 Left Tum 525 128:18 PM 1:2823 PM 00:05 1 Left Tum 526 128:35 PM 128:39 PM 00:04 1 Left Tum r 527 1:28:37 PM 128:42 PM DO:05 2 Left Tum 528 1:28:49 PM 1:29:04 PM 00:15 1 Left Tum 529 1:28:51 PM 1:29:07 PM 00:16 2 Left Tum L� 530 1:28:54 PM 1:29:20 PM 0026 3 Left Tum 531 1:28:56 PM 129:34 PM 00:38 4 Left Tum 532 129:11 PM 1:29:42 PM 00:31 3 Left Tum 533 129:29 PM 1:29:44 PM 00:15 3 Left Tum U r� r� l_J f 1 4 1 f 6 r � C r Seasonal Ad'ustment Worksheets LJ l� G c c r Lin V L� MASSACHUSETTS NIGNWAY DEPARTMENT-STATEWIDE TRAFFIC DATA COLLECTION ---"2D1D.YVEE(�pAY SEA6iONAl FACTORS• --- 1 I' FACTOR GROUP Nale:Thema m weekday fm ft,The mumps d the lack"ror um ysrwvp not epwl t,n waekmM dNa are not conn rad ..• s JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Use group 2 for R5, R6, & RO GROUP 1 -WEST INTERSTATE 0.97 0,93 0,89 0.88 0.89 0.87 0.91 0.89 0.89 0,90 0.93 0.95 GROUP 2-RURAL MAJOR COLLECTOR(R-5) 1.11 1.10 1.07 1,00 0,91 0.89 0.87 0.86 0.90 0.92 1.02 1. - 06 GROUP 3A-RECREATIONAL*'(1-4)See below 1.26 1,25 1.19 1.08 0.95 0.88 0.77 0.76 0.93 1,00 1.08 1.1 5 GROUP 38-RECREATIONAL'*'(5)See below 1.25 1,23 1.16 1.10 0.96 0.90 0.75 0.73 0.93 0.99 1.13 1.16 GROUP 4-1-495 INTERSTATE 1.02 0.99 0.98 0.95 0.92 0.88 0.86 0.84 0.93 0.95 0.99 1.03 GROUP 5-EAST INTERSTATE 1.04 1,00 0.97 0.93 0.92 0.91 0.92 0.89 GROUP 6: Use group 6 for U2, U3, U5, U6, U0, R2, &R3 0.92 0.93 0.97 1.01 URBAN ARTERIALS,COLLECTORS&RURAL ARTERIALS R-2, R-3) 1.01 1.00 0.96 0.93 0.91 0.90 0.91 0,90 0.92 0.93 0.97 0.99 GROUP 7-1-84 PROXIMITY(STA. 17,3921) 1.21 1.20 1.11 1.06 1.00 1.01 0.95 0.90 1.06 1.06 1.06 1,14 GROUP 8-1-295 PROXIMITY(STA. 6590) 1.00 0,99 0.95 0.92 0.88 0.87 0.92 0.88 0.91 0.91 0.92 0.94 GROUP 9-1-195 PROXIMITY(STA. 7) 1.10 1,05 1.03 0.96 0,90 0,86 0.85 0,79 0.88 0.93 0.99 1.04 RECRE RONAL:(ALL YEARS) -..__.....__. RtltA AXLE COIIRECTNIN FACTOR6 '"GROUP 3A: 1.CAPE CDD(ALL TOWNS) ROAD INVENTORY AXLE CORRECTION 2.PLYMOUTH(SOUTHOFRTE-3A) FUNCTIONAL CLASSIFICATION0-999.............10� 1,000. RURAL " "' '�'1 OOTION FACTOR 7014,7079,7080,7090,7091,7092,7093.7094,7095,7096,7097,7108,7178 - 1 0.93 3.MARTHA'S VINEYARD 4.NANTUCKET 2 0.97 3' _ =0:98° -GROUP 38: 0,5,6 0.98 URBAN &PERMANENTS 2 8 189 1 1088,1067,1083,1084,1085,1088,1087,1088,1089,1090,1091,1092, 0.96 1093,1094,1095,1096,1097,1098,1099,1100,1101,1102,1103,1104, 2,3 0.975 oa98 -- 1105.1106.1107,1108,1113,1114,1116.2198,2197,2198 APPIY 144 factor to st9ions: 0,6 0.98 3280,3921,3M SECTION/-CONTINUOUS COUNTING STATION MONTHLY AVERAGE DAILY TRAFFIC STATION 18-GEORGETOWN-RTE-1-95-NORTH OF RTE.133 YR JAN FEB MAR APR MAY 05 57JAN 61,640 62,154 66,076 JUN JUL AUG SEP 4% -1% 2% -10/u 69,3703 80,051 82,926 83,378 71,578 OCT NOV DEC YEAR 06 60,000 -3/o -8/0 0 0 68,235 65,280 62,250 0 61,145 63,651 65,342 67,549 73,606 -6% -2% 1% 3% 0% ° 69,236 07 -1/o -1/o -3% -3% o 0 77,874 81,624 72,579 1/O -1% 07 4/0 70,144 65,604 59,608 60,364 61,801 63,520 2/0 4% 3% 1% 0% 0 62,-8 68,5% -4% -3% -3% p% 70 1 2 75 263 81,298 84,431 73,267 -2/o -8/0 0% 08 57,267 -5% -5% 70,309 64,535 58,030 68,545 58,298 60,036 63,255 66,709 70,176 ° ° 77,042 79,130 67,039 67,879 61,016 09 52,861 2/o -3% 1% 1% 0% _3% 56,843 65,391 59,333 58,135 63,706 67,410 70,526 74,731 _2% 63,815 STATION 502-NORTH ANDOVER-RTEA 14-NORTH OF THE ANDOVER BY-PASS YR JAN FEB MAR APR 06 38JAN 38FEB MAY JUN JUL AUG SEP OCT 40,430 39,649 39,116 41,101 37,278 41,551 NOV DEC YEAR -4% -4% -2% ° 1% 3/0 0% 42,0% 41 0% 39,684 38,07°7 07 37,668 36,760 5/0 0 39,738 38,763 38,810 41,163 41,337 38,481 41,551 _2/0 -1% 2% -2% 2% -6% -3% 42,384 41 2% 38,852 35.9 06 08 37,247 37,312 -5% o 39,410 38,138 39,502 39,130 38,882 37,160 37,01340,258 -6% -1% 0% -3% ° 0% 1% -1% 38'p49 37,331 36.1 00 09 34,917 37,098 38,237 -3/0 038,078 38,216 37,958 38,986 37,402 36,661 0/O 2/O -1% 38,802 39,841 37,200 36,802 37,677 STATION 5022-ANDOVER-RTE-1-93-NORTH OF RTE.125 YR JAN FEB MAR APR MAY JUN 05 124,000 126,185 126MA 131,454 136,994 JUL AUG SEP OCT NOV DEC o ° 144,309 149,303 147,936 140,393 134,533 127,383 124,378 YEAR 06 131,360 125,662 5/o 0 0/0 134,462 0 62 138,687° 137,626 135,905 136,190° 140,243° 144,7110 0 4% 6% 6% 1% 19 9% 2% 0% o 0 139,807 140,025 134,818 132,016 136,421 07 132,589 137,375 141,923 138,061 139,12% 145,325 1% 2% 0% 2% 1P -6% 2% -1% -75 _23 141,686 147,710 140,272 143,411 136,392 123,438 08 131,683 130,041 137,000 138,81% 137,-1% 141,721 0 138,947 -2/o -1/o -4% -1% -8% -5% -14% -4% -83 41 _00 52 139,813 141,255 138,658 131,381 129,380 105,779 09 126,540 133,351 133,285 138,979 0% 0% 2% 1% 9% 4/0 133,5% 137,621 141,721 2% ° 25% 3/0 141,929 143,127 141,948 142,958 134,338 131,723 137,293 STATION 5073-ANDOVER-RTE.I-93-NORTH OF RTE.133 YR JAN FEB MAR APR MAY JUN 05 126,600 123,600 125,241 145,402 128,982 132,433 JUL AUG SEP OCT NOV DEC YEAR 2% 5% 5% -12% 129,533 132,198 129,552 126,065 127,725 128,000 129,611 ° ° 0/o 06 129,000 129,704 ° -4/o ° 5% 13% 16% 1% -2% ° 131,573 128,387 128,172 126,563 129,967 139,167 2/o -18 -4% -1% 0% 1% 9% ° 1% 146,937 146:7% 128,0/0 126,049 132,553 07 124,218 124,837 129,787 128,993 128,988 138,525 4/o -9% o -8/o -2% 135,210 141,234 133,180 135,736 128,937 115,548 -2/0 0% 0% 2% 2% ° -1% 130,433 08 122,018 124,262 130,000 132,135 131,504 _3/0 -4% '1% 0% -3% 4% 0 0 134,804 133,368 134,887 131,755 136,329 125,452 119,721 -1% -2/o ° 3% 129,686 0 2/o ° o 09 127,000 127,302 126,855 132,624 0% 2P o 2% 3% -2% 1"/o q% 131,404 137,403 136,835 137,095 135,110 134,259 126,876 124,582 131,445 ITALICS=ESTIMATED DATA Page 1 of 2 MADT r r r r r r r r r ` r C-.7 C C-7 C^7 C_---3 C-7 C--7 C--3 C - 3 C_:3 C-7 CD 1:-3 C7 C-73 C--3 C`� SECTION I-CONTINUOUS COUNTING STATION MONTHLYAVERA GE DAILY TRAFFIC STATION 5127-ANDOVER-RTE.125-SOUTH OF RTE.28 YR JAN FEB MAR APR MAY 05 14,098 13,567 14MA 15,513 JUN JUL AUG SEP OCT 3% 6% 18 -3/° 15,508 16,23�0 14,400 15,216 15,523 NOV DEC YEAR ° 3% _2% 15,400 15,071 15,028 15,047 06 14,564 14,358 15,099 14,994 16,032 -3/O 15,800 14,113 14,688 15,104 15,000 14,836 12,599 09 11,428 12,502 14,278 14,509 13,736 14,681 14,766 14,800 13,939 14,846 14,700 14,486 14,580 14,040 1,965,392 1,868,698 5.174 % above Average Growth: Negative to 0.51: per year based on count station data Discussions with MVAC indicate 0.5% is appropriate ITALICS ESTIMATED DATA Page 2 of 2 MADT a� a� s, O C� U C-D C---3 CL-3 C:-> C-3 C- 3 C-_3 C-3 C- D C--3 C -3 C-3 C7_3 C_3 C 7_3 C-7 C-773 C-71 C--D C__3 C---D C___3 C___D C_:) C___D C-77 C-7D C_,7:) C_�) MassHighway Crash Report for NORTH ANDOVER In the year 2007 ikft CI.hg.**.'V119d... q+M.'.p.lr M.ulydt:at6lm- 'l)clmPl6bQd11 tl.M Fdd Tr [)%.d_ Meel Hirmbl EvMui' dddiCMB91Nem � R°•M9 - - Aec1.e2Rtlt NM*Ccr4ftn NR=d"kt...1s1 uuuda, 7•..aw X4boiAr•y YCma.b 21M124 NORTH M-ty( adenap. 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POND ROAD Yd130p.]e60dB67] Bd043B�50pTddD30 2212918 NORTH ANDOVER T1-Mar- V1:ght h lapl V2:Tnvemn V1:Cdnalan vdlh mdd vahlNe 200] 7mB AM NonfiMiln 2 1 0 prgN eln IaheaO g In lnmc l V2:COnIelM elh VI:Paaaen9er rorl V2:Slrgle- — V1:WmIboMd/VTNMhbmmd moor vahMeMlmme unOtruA 3.a-mwa.dea q O A CherICM. 1077 OSGOOD STREET-EXi �NfAen^ami V1:CNnabn vnU mdm vhM• 2J14dD.3023T35J] BdpOTa.B10110]21 31941W NORTH ANDOVER 11-M -2001636 PM 2 0 0 N yT;Tr hl elraa0l Mhalfi l V2:Cdna1W xh VI:POaam Wmf nO nD Vt:Sadhboundl V2:NMhbound mda vdrki.in hnme V2:Pnam mnr D GREAT POND ROAD/OSGOOO Vt:LIpM InlCklvaO,mint-ven, D I D � STREET Yd1400.]05pdB57] Bd099B.60020dBJ0 PMP"damage Pnnd.pickup.alml umily)a,h _ Mblmrm onh barme•/v2.i19h1 2zI1JB1 NORTH ANDOVER 10Juo-2007 3:49 PM In V1:Chen9lnlamel V2:Tu , V1:Co0hiM.Oh.0. W.t Mwn.minl-ven,pend, 2 0 0 pngl• hA in treme/VT:CdIIaIM U pleMq, VsP ulnlry)w mrytour 1:NaMbouMIV2:9ou1hbMrM motor vehida lnb.mc drag GREAT POND ROADI Vt:Cdhbn vAlh mold vM a V1:Paaempermr! D•yl M CH. OSGOOD STREET 2J1800.784N85]i m lnmclvz:cdn•ron»tm vzsa.aenv.rc.rrv�tyM ems9e.wor�Bao_ V1:Tmmnp elrapM ahead/ m whldeInhome/V3: Imddwn.min4vm,pmd, -- _ 2211360 NORTH ANDOVER 12Jmf2007 735 AM Non-tddm 3 1 V2:Sl-ng.Iepped In tramsl V1:Southbwnd/V1:SMhbmmd Comabn eiU moor vehid.M 0 R•.-end VJSIOMn or•top In lmmc /VJ:SMhbound Ppllp,aPM-11,).1h Mhlour GREAT POND ROAD RM 126 Inmc Dir D M CHMCle1r SIOSGOpD STREET Pnp•dydyp�� _—...-- — _TJ_t30o.7a5Nes77 PdaseB.Wo2daB3o aMy(nen. Vt:Tu 9IanIV2:Travamrg V1:Comalm e11h mdar vhlde 2201BS2 NORTH ANDOVER 27-A 200]0O1 PM I 2 0 0 In lnllbl V2:Comsionwlh VI:Pmee 9g 1 GREAT POND ROAD/ --- - 19Mah•ad V1:Nodhboundl V2:SmnhbomM mda vahkl.In trdec V2Prna OSGOOp 9TREETIGREAT rs M _ CMr POND ROAD V1:Com•bn vAlh motarveMds 2J1500_]BSB18s/7 BOOSBa.sO0T10830 2I40d81 NORTH ANDOVER 265 Ta07 BV__M NOUtdH v1:TrmbV atrdghl.heldl In lnmcl V2:Cdlhlon elU vl:pmap _l -- 2 T 0 H_ V2:Tum loll VI:NoMpouM I V2:SPumb*EW and«vMd•Inhellk V2daae P. D'*'B�� -- roadwry Clw GREAT POND ROAD I OSQOOD -----__ STREET 2J1600.]SSB18S77 800608.000210920 2Td0372 NORTH AN 2&9 2007 3:28 PM Nm-fehl In 2 p V1:SIaNipwaloppedmn S./ n"Mchbn w0lrmdath ----- — —__ 0 0.ear-•rq In Oamc/V2:Cdllalan rAlh VI:p.,_1 Par/ V2:Trakel2 .mApMehead V1:NaMb.WIWNMhbcund Indo vehld.minme V2:Pna.n ere. p V1:Pabarp.r m/V2:LbM ry '➢M Q t.]]OSGOOD STREET-ENT 2J10502309tJee) W trutlgvan,mlMven.paml. OT21.D3d312Me 38618p NORTH ANppVE0. 20-0d-TOOT VI:NM•Md 2 1 0 A-. V2,TmWVlpehal9M aheatll �_1:NdMrepMMIV2:Nd �uW-•ped u.,Y)e0h e^h —__ dyp�a V2:Tum Ie3 V1:NOMbouMIV2:Enlbpmd Rh 1201 GREAT POND D M CIaMROAD Rb 13J E 2J7S8)8 NORTH ANDOVER 26D•P200]330 PM Mry) V1:SIPMng or dapped MhelAcl __ 2J1N2.i18119119 _D0pS1B.0002i00BP 2 0 Re.and V1:Ndreporledl V2:Nd VV1 drep.ddIV2:p•e•en9. Dat-IlpMed OSOOOD BTREETIORFAT ----_----- 0 V2:Tnydn a hl eh••d V1:Ndn a Jv2:Nd Med M -- __ Prapedy damage Sn°w roMw.y CI ryrlov POND ROAD 291500.]B90.0377 D103aB.3002119J0 2271130 NORTH AND 2o-peP20p] 1:67 PM m (mn. V1:SbMn9�elopp•d Mlnmcl v1:CdnalM etU older vehbN — _ _ 2 0 0 RmwM MhamcIV2:Calnaion vdih Vt:Pa••en9.e.IV2SMpis V2:SbMn Mhamc V1:9aulhbwmdl V2:Sadhpourp motor vehiPh In home udl huQ 2mde.bOn) Wet D 1 CN. I—OSGOOD STREET-ENT TJ1050.2JOB827BI 810021.BJ123]BB3 NORTH ANDOVERTOO7-2000 Page 1 C� C C7 C_-D C-73 C-D C_ C__3 C _3 C__3 C-D C:0 C=7 C-7-3 C 3 C__D C73 C^"a iriassDor MassDOT Crash Re ort for NORTH ANDOVER for the ear 2008 Mnlor cwn cinitih/IanIB' Car Ce�hl�ee{ - a Nan1rJA Faf' a°•xb. Idaf. F ' FbanraODfynr A[Sm PltnbCwfA TtM Dllecllonf - VahklO Cpnlplafom - MadH9rmNlEvenh 2Aryrl ! nr OtlrrdllAar AIRmpAq 2t2rraaJtn D!>dwAOB MaariaRm�rT. 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Ni:9 IVIONx Inhamc/VLh_,r -vAth Vt:Poefenper wrl Pr "dxneDa VIN.repOnMlV2:Nd mpedM mdorvMlGe Mtmmc V_E!s ner wrD 1 Clnr p mlr lnn° V1:Camalon wlm mora vehlda Vt:Light hVCM 10]T09G000STREET-ENT 2315aD.6B2J x376131 NORTHANDOVER J1Jd-2008 6:•J PM 2 0 0 q a V1:Tumlrp h91 V2:TrovM6np In t:CO"ift V2:Cdll.`,im wllh Ivm..mini-wn, 0.0920.8101 _— atmipht ahaed V1:Nalnboundl V2:9wmh0uM 2L—v hidalntrame mnBlaB fireapi°PW V2:Pnaen)art wr Wel O IgM Cl-pmpfM demepe GREAT POND ROAD I OSGOOD _ STREET 231WO.T656 tmN(nOM Ih C V2:wdmdxvenhda DdOSBe.5002 2107683 NORTH ANDOVER Ol•D¢P2WB 9:Ai AM � 2 D o diniellon��eems '1:Tumlrig lMIV2:Trnf0lnp NhaXlel V2:Cdllfbn MlA V1:Pmfnpxcx/ trBl IMead V1SwmhouM IV2SMhhwnd mdxveMde Mtmmc vz:PofeM9errn p 1:Upryt hucFlvvn,minFvon, DaYINIA Che IIHT OSGOOD STREET-ENT 2315.8.8023 9eW29.eta1 Pen•1.pkkuP.+pwt Nmryl vAb V1:Cd0alan°eh other x76 her eref l V2d/DM 2410576 NORTHANDOVER 1tl —S 12:46PM NOR 2 Vt:TrneRrg atrxpnt ene°dl VI:C.ohlectl OC011hbn InOmn.mlM-van,Mo. 0 0 dIOSO, V2:Trawmrq Mfnaad V1:NaMeouMIV2:NOMpwnd Wm mdavehklV':CA tlr•i °p°Nwv9TIVe" U CI°xICNx 1077 OSG00p STREET-FJ(T z319aveozJ IMM s.elat nYassDOT MassDOT Crash Re ortfor NORTH ANDOVER for the ear 2009 TV— Mor4aF, tlwr Wlw.- bfY Ctnttlba - - of NehMd Fd41 4— atxdC90bt AlfrftPrbbGafh VahidaTrnal OtlacXaln Mntl9xmMl t111 VahlcN CmSpuaeee � '_' pmyl. 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DeO569.5002 (nWe Vt:TmvMlnp amdpM ahf W I Vt:CMhlm wIM mdx veAMa 25JO9W NORTH ANpOVER 063 2009 JUS PM 1 2 0 0 An h Mhemol V2:Com•Mn v.11M1 Vt:Pasaerger cer/ V2:TurMrp hilt VI:NatrySwlal V2:Ndreported mdarvMich In trams V2PenanpxwrO9GOODSTREETRh125N Clow IOREAT POND ROAD V1:OMNIOn vAlh mdxvehlGa 231600.7850 BfOSee.BW2 2592652 NORTH ANDOVER SO-Nw•29W tU6 PM NdR 2 0 0 A 0 VhalThi aheodBl Vl:Treva0in0 Mtremcl Vz:C011bbn vMh Vt:PnaenOxarl V1:SauthM1pundl V2:NxthbOund maMvMldeln o-amc V2:pnaan xca Wel II M pahVCl 1077 036000 9TREEi-ENT 23f 610.9033 9fOB2a.8111 NORTH ANpOVER2007.20W Pa.2 NE111111W&Y CRASH RATE WORKSHEET CITY/TOWN : N.Andover, MA COUNT DATE : June/July 2012 MHD USE ONLY DISTRICT : 5 UNSIGNALIZED: Q SIGNALIZED : Source#� r ..........................................................................................................INTERSECT............................ON ION .. ....A 'DATA... :............................................................... I-J MAJOR STREET : Osgood Street ST# MINOR STREET(S): Great Pond Road ST# ST# D ST# ST# C INTERSECTION North INTERSECTION U DIAGRAM REF# (Label Approaches) L' U Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering b DIRECTION : EB WB NB SB Vehicles VOLUMES (PM) : 9 321 1,481 848 2,659 �, p K FACTOR: 0.078 APPROACH ADT : 34,09 ADT_TOTAL VOLP'K"FACT. n TOTAL#OF #OF AVERAGE#OF L-i ACCIDENTS : 16 YEARS : 3 ACCIDENTS(A) : 5.33 ......................................................................................................................................................................................................................................... CRASH RATE CALCULATION : 0.43 RATE _ (A•1,000,000) (ADT 365) +t-t Comments : I U f)V . &qSSI Y r . CRASH RATE WORKSHEET CITY/TOWN : N.Andover, MA COUNT DATE : June/July 2012 MHD usE oNLY DISTRICT: 5 UNSIGNALIZED : L^.J SIGNALIZED : Source#� - INTERSECTION DATA ....................................................................................................................................................................................................................................... MAJOR STREET: Osgood Street ST# MINOR STREETS) : Butcher Boy Entrance ST# r ST# U ST# ST# INTERSECTION North INTERSECTION IL DIAGRAM REF# (Label Approaches) ' '7 r-1 Peak Hour Volumes APPROACH : 1 2 3 4 5 Total Entering r DIRECTION : EB WB NB SB Vehicles -T VOLUMES (PM) : 0 0 1,362 926 2,288 r � "K" FACTOR : 0.078 APPROACH ADT: 29,333 ADT=TOTAL VOLP'K"FACT. TOTAL#OF #OF AVERAGE#OF ACCIDENTS : YEARS : 3 ACCIDENTS(A) : 2.33 ....................................................................................................................................................................................................................................... CRASH RATE CALCULATION : 0"22 RATE _ (A*1,000,000) (ADT 365) Comments : r l J r1 � 1 MsssHr lbws � y CRASH RATE WORKSHEET n CITY/TOWN : N. Andover, MA COUNT DATE : June/July2012 MHDUSE ONLY DISTRICT : 5 UNSIGNALIZED : SIGNALIZED : Source#� INTERSECTION DATA -- ....................................................................................................................................................................................................................................... MAJOR STREET : Osgood Street ST# MINOR STREET(S) : Butcher Boy Exit/Commerce Way ST# u ST# ST# U ST# n M ' u INTERSECTION NOrth INTERSECTION DIAGRAM REF# (Label Approaches) L) U r I Peak Hour Volumes U APPROACH : 1 2 3 4 5 Total r Entering Li DIRECTION : EB WB NB SB Vehicles M VOLUMES (PM) : 64 300 1,053 700 2,117 "K" FACTOR : 0.078 APPROACH ADT: 27,141 ADT=TOTAL VOU"K"FACT. TOTAL#OF #OF AVERAGE#OF Li ACCIDENTS : 5 YEARS : 3 ACCIDENTS(A) : 1.67 ....................................................................................................................................................................................................................................... CRASH RATE CALCULATION : 0.17 RATE _ (A"1,000,000) u (ADT 365) ('T Comments n La •w+ A .a 3 0 s. C7 e� H C- 31 U-3 L- 1 C---) C✓_-3 C=3 L—"3 C--3 C3 C C-3 C _-:�k C -3 c -3 --3 C` Z--D C 7 C-- 7 c- ? c-7 lc-'l 1_--3 C-73 C 77 C-7 C---) C-73 C----:) SECTION l-CONTINUOUS COUNTING STATION MONTHLYAVERAGE DAILY TRAFFIC STATION 18-GEORGETOWN-RTE.I-95-NORTH OF RTEA 33 YR JAN FEB MAR APR MAY JUN 05 57JAN 61,640 62,154 66,076 69MA JUL AUG SEP OCT NOV DEC 4% -1% 2% 1% 80,051 82,9266/0 83_2/0 71,57°8 68,235 65,280 62,250 YEAR 06 60,000 61,145 63,651 65,342 67,-3% 73,606° 77,874° 0 1% 3% 0% 1% 69+1% ° 0 4/0 81,624 72,1 9 70,144 65,604 ° �1/O 07 59,6% -1/o -3% -3% 4% 2% 0 3% 0% 62,-8 68,5% 60,364 61,801 63,520 0 70,112 75,263 -2/o 030 o -4/0 -3% -3% 0% -5°/u ° 81,298 84,431 73,267 70,309 64,535 0% 08 57,267 58,298 '7/0 -5% 58,030 68,545 60,036 63,255 66,709 -8% 2% _3% 1% 0 70,0% 77,042 79,130 67,039 67,879 61,016 56,8430 65,391 09 52,861 59,333 58,135 63,706 67,410 70,526 74,731 -2% 63,815 STATION 502-NORTH ANDOVER-RTE.114-NORTH OF THE ANDOVER BY-PASS YR JAN FEB MAR APR MAY JUN JUL 06 38,10 38_430 40,430 39,249 39,116 41,101 AUG SEP OCT NOV DEC YEAR ° 0 37,278 41,551 42,384 41,218 39,684 38,077 ° 39,738 07 37,668 36,760 38,763 ° 1/0 3% 0% 0% 0% -2% 38,810 41,163 41,337 38,481 41,551 42,384 -6% -1 -1% 2% ° ° -6% 41,231 38,852 35,916 39,410 08 37,247 37,312 38,138 39,502 39, 30 38,882 37,160 3710130 -6% -1% 0% -3% -3% o 38,849 40,258 37,331 36,110 38,078 09 34,917 37,098 38,237 38,216 0/0 1% -1% 0% -1% 0% 2% -1 37,958 38,986 37,402 36,661 38,802 39,841 37,200 36,802 37,677 STATION 5022-ANDOVER-RTE.I-93-NORTH OF RTE.125 YR JAN FEB MAR APR MAY JUN JUL AUG 05 124,000 126,185 126,680 131,454 136,994 144,309 SEP OCT NOV DEC YEAR 6% 0% 9% -6% 149,36/0 147,936 140,309 3 134,5334/0 127,368 3 124,3% 134,4% 06 131,360 125,662 138,687 137,6260 135,9050 136,190 ° -2% ° ° 140,243 144,711 6/O 1/o 1% 9% 2% 0% ° 0 139,807 140,025 134,818 132,016 136,421 07 132,589 137,375 141,923 138,061 139,1770 145,3250 1% 2% 0% 2% 1% _g% 2% . -1% 'S% -3% 1% -1% -2% 141,686 147,710 140,272 143,411 136,392 123,438 138,947 08 131,683 130,041 137,000 138,852 137,621 -1% -4% -1% -8% -5% -14% -3/0 0/0 0/0 141,720 139,813 141,255 138,658 131,381 129,380 105,779 -4% -4% 3% ° o 0 0% 2% o 0 133,599 09 126,540 133,351 133,285 138,979 137,621 141,721 141,929 143,1270 141,94/8 142,958 134,33/8 131,72/3 3% 137,293 STATION 5073-ANDOVER-RTE.I-93-NORTH OF RTE.133 YR JAN FEB MAR APR MAY JUN JUL AUG 05 126,600 123,600 125,241 145,402 128,982 132,433 SEP OCT NOV DEC YEAR 2% 5% 5% -12% 129,533 132,198 129,552 126,065 127,725 128,000 129,611 -1% -4% 0% 5% 13% 16% 1% -2% 06 129,000 129,704 131,573 128,387 128,172 126,563 129,967 139,167 2% -4% -4% -1% 0% 1% 9% 4/0 1% 146,937 146,351 128,761 126,049 132,553 07 124,218 124,837 129,787 128,993 128,988 138,525 0 ° -9% -7% 135,210 141,234 133,180 135,736 128,937 115,548 2% -2% 0% 0% 2% 2% ° 130,433 -3/o -1% -4% -1% 0% -3% 4% 08 122,018 124,262 130,000 132,135 131,504 134,804 133,368 134,887 -1 4% 2% -2% 0% 0% 131,755 136,329 125,452 119,721 129,686 2% 3% 2% 3% -2% 09 127,000 127,302 126,855 132,624 131,404 137,403 136,835 137,095 1% 4% 1% 135,110 134,259 126,876 124,582 131,445 ITALICS=ESTIMATED DATA Page 1 of 2 MADT i SECTION I-CONTINUOUS COUNTING STATION MONTHLYAVERAGE DAILY TRAFFIC STATION 5127-ANDOVER-RTE.125-SOUTH OF RTE.28 ' YR JAN FEB MAR APR MAY 05 14,098 13,567 14MA 15,513 JUN JUL AUG SEP OCT 3% 6% 48 0 15,508 16,23/0 14,400 15,216 15,523 NOV DEC YEAR 06 14,564 "3/0 3% o -2% 15,400 15,071 15,028 15,047 14,358 15,099 14,994 16,032 15,800 -3/o -3% 14,113 14,688 15,104 15,000 14,836 12,599 -2% 09 11,428 12,502 14,278 14,509 13,736 14,681 14,800 13,939 14,766 14,846 14,700 14,486 14,580 14,040 1,965,392 1,868,698 5.174 % above Average Growth: Negative to 0.5% per year based on count station data Discussions with MVPs indicate 0.5% is appropriate ITALICS=ESTIMATED DATA Page 2 of 2 MADT a� a� .O O A O Ri D it C_� C--3 C-3 U C--3 CL3 C.�^3 CLL� C--3 C--� C C- 3 C_3 IL-3 C-3 C_ _3 C--3 "C - C= 3 U, I Proposed Drive-In Bank, North Andover, MA i ' Land Use Code(LUC)912-Drive-in Bank f� Source: Institute of Transportation Engineers (ITE)-8th Edition Average Vehicle Trips Ends vs: 1,000 Sq. Feet Gross Floor Area Independent Variable(X): 3.672 ksf AVERAGE WEEKDAY DAILY T= 148.15 *(X) No Formula,7 Studies T= 148.15 * 3.672 T= 544.01 T= 544 vehicle trips with 50%( 272 vpd) entering and 50%( 272 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 12.35 * (X) No Formula,26 Studies T= 12.35 * 3.672 T= 45.35 T= 45 vehicle trips with 56%( 25 vph)entering and 44%( 20 vph)exiting. i WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC T= 25.82 * (X) No Formula, 71 Studies Ls T= 25.82 * 3.672 T= 94.81 (-' T= 95 vehicle trips with 50% ( 48 vph)entering and 50%( 47 vph) exiting. SATURDAY DAILY Li T= 86.32 * (X) No Formula, 5 Studies rl T= 86.32 * 3.672 U T= 316.97 T= 316 vehicle trips with 50% ( 158 vpd)entering and 50%( 158 vpd)exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR(No Data) t-t T= 26.53 * (X) No Formula, 39 Studies T= 26.53 * 3.672 T= 97.42 n T= 97 vehicle trips L i with 52%( 50 vph) entering and 48%( 47 vph)exiting. n iI u 912-SF f 1 .J Proposed Drive-In Bank,North Andover, MA r Land Use Code(LUC) 912-Drive-in Bank `J Source: Institute of Transportation Engineers (ITE)-8th Edition r Average Vehicle Trips Ends vs: Drive-through lanes Independent Variable(X): 3.00 Lanes AVERAGE WEEKDAY DAILY T= 139.25 *(X) No Formula, 7 Studies r ' T= 139.25 * 3.00 T= 417.75 T= 418 vehicle trips with 50%( 209 vpd)entering and 50%( 209 vpd)exiting. WEEKDAY MORNING PEAK HOUR OF ADJACENT STREET TRAFFIC f T= 9.44 *(X) No Formula,26 Studies T= 9.44 * 3.00 T= 28.32 T= 28 vehicle trips with 58%( 16 vph) entering and 42%( 12 vph) exiting. WEEKDAY EVENING PEAK HOUR OF ADJACENT STREET TRAFFIC � T= 27.41 *(X) No Formula, 71 Studies r T= 27.41 * 3.00 T= 82.23 T= 82 vehicle trips ' with 49% ( 40 vph) entering and 51% ( 42 vph) exiting. , SATURDAY DAILY ' No Data f , U Y SATURDAYMIDDAY PEAK HOUR OF GENERATOR(No Data) `1 T= 29.88 *(X) No Formula,39 Studies T= 29.88 * 3.00 T= 89.64 T= 90 vehicle trips , with 49%( 44 vph) entering and 51%( 46 vph)exiting. 912-Lanes `� Capacity Analysis Worksheets L U r? Li LJ u U Li r 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour Lanes and Geometrics l"IF TI—T 1,;R uia Lane Configurations Ideal:Flow(vphpl) 1906 1900 1900 1900 1900. 1900 1900 1900 1900 1.900 -.19001.900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade%) 0*/o, -.0%, 0% DIo Storage Length (ft). 0 0 0 0 0 0 0 0 Stoqge.Lanes: 0 0 0 0 '0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane 1.00 1..00 100: 1100 0.95 -0.96 1.00: 0.950 0.95 r Ped,Bike'Fact-or: Frt U65 0.983 .Fit Protected 0.958 0.996 Satd1.Flow-(Orbt)' 0: 1644 .0. .01945 0 0 3432 0. .331,2 .0 Fit Permitted 0.756 0.946 0.1 858 - Satd.Flow,(perm) �O 1644 0 1523. -_0 6. 3W 0 0 28581 Right Turn on Red Yes Yes Yes Yes Sqtd.Flow(RiT0,13) 1U3 14 Link Speed(mph)' _39 3 1 0 40 40 Link Distance(ft) -182 1.083 S481 22-7 Travel Time(s) 4.1 24.6 14.5 .3.9 j7 S 14 6re WREN Area Type: Other Li E, Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic1CX2012ax.syn Synchro 7- Report Page 1 Li 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour t , Volume :UI 1 rINBT �'1NBR% .NBL NBT`�s.NBR`i a. SBL' ' SBT 'SBR Volume(vph) 0 0 2 376 0 54 4 447 0 67 813 1 r N Popf1w Peds (#/ r) �J Confl.Bikes(#/hr) Peak Hour Factor 0.92 0.92 0 50 0 87, 0.87 0:87 0 82: 0'82 0.82 094. 0.94 0:94 , Growth Factor 100% 100% 100% 100% 100% 100% 100% 100%° 100% 100% 100% 100% Heavy Vehicles(%o).: .2.% 2%. 0%c :4%° 0% 6% 25%c 5%° 5%.. 15% 4%, 100%c Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (Whi) Mid-Block Traffic(%) 0% 0% 0% 0% t , Atli Row(vph) 0 0 4 432 0 62 5 545 D 71 865, 1. Shared Lane Traffic(%) r , Lane Group 0.6.W(vph) 0 4. 0 0 49:4. 0 0 550 0 0 937` 0 Inte^rrs„►e*e-x•t^,fot*nr.B--mama,ry4, 1 Y -TIT um ; Y r f:lAi 4.w.S7�i-.�..{ wr 3t Y. r C.-C�✓O• rI�lnllLy".!ykt7�y;Y*r1fF,..,;.,, 0 . S 7,17 � wPr z } + n r l.� t 1 l. tom,` 1 t U t 1 lJ QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CA12012ax.syn Synchro 7- Report Page 2 t , L , c , U 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour Queues -�► '-Lj t l � _,....,•,t^tv^ r-r s: 4 '^..^ -.-, •. '"w` t �s _. t^ y ir*^in,,. ,.h�,..' :4S. +` .i -z"7 :^t"c'Tc F7 �'!. i sae Group�.�.":� �;.,. .�:EBT;.._::WBT� :<,.NBT.;�';:.SB.T.. •: ...� �:.�- �..w:��x�,r;��.,.. _ ::• .:.:.�.z;,,;.,j.:k.:xx�' ...i�..:.:k''u.a,,,,_,._ Lane Group Flow(vph) 4 494 550 937 v/c Ratio 0.01.. 0:86 0.39 0:77 Control Delay 0.0 36.6 13.1 19.9 Queue Delay 0.0 "Off A 0 0.0 Total Delay 0.0 36.6 131 19.9 Queue Length,50th:(ft), 0' 167 75 157 Queue Length 95th(ft) 0 #365 96 222 lntemalLnkDist(ft)' 102:. 1003: `768. 147 Tum Bay Length(ft) 130'e—cap ityftph) 733 629 1859 16.33 Starvation Cap Reductn 0 0 0 0 Spillback Cap fieductrn' 0' fl 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0,01 0.:79 0:30 0,57 �r�n.'iC"`t 't 'M^n FWry- -ft: CL r r-i .f'•' ^•i »7�c `T. ++t c».c"'^7 C,'^ Y-^ r m.e n-•Ma•m'C+^ 'T+'t,n. Intersect W,A'mma ry cera s::t u 2 .. `�d'71,•v' M S {r.,i'R st.., i....� G c ...;:;ps h4 f.. '..'Lcs.,, .J2:hf..t,.0.4. U. 1,�: .t,.+.}:C>~Tr F`�f•{,n # 95t1 {ierce�tile aolume exceeds capacity,queue may be;longer. Queue shown is maximum after two cycles. 1 u Lr U L3 u Q:1Projects112 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic1CA12012ax.syn Synchro 7- Report Page 3 L! U 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour L HCM Signalized Intersection Capacity Analysis 1MBL" VVBI r11UBR`'m':NBLr '�NBT �:.:`fVBR 'SBL=.rSBTv -. :SBR Lane Configurations Volume(vph) 0 0 2 376 0 54 4 447 0" 67 813 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width, 12: 12 12 16 ,1.6 16 12 12 12 11 11 11 , Total Lost time(s) 6.0 6.0 6.0 6.0 - - LJ Lane Oil.Factor 100 1.00 0.95 0.95. _ __ Frt 0.86 0.98 1.00 1.00 F Fit Protected 1.00 096 1.00 1.00 Satd.Flow(prot) 1644 1945 3431 3312 v1 Flt:Permitted 1.00 0:75 0.95. 0.86: Said Flow(perm) 1644 1523 3247 2854 r Peak-hour.factor,PHF 0.92, 0.92 0.50 0.87 0.87 .0687 0.82 0:82 0.82 0.94 0.94 .0:94 Adj.Flow(vph) 0 0 4 432 0 62 5 545 0 71 865 1 RTOR Reduction(vph) 0 2 0:: 0 7 0 0 0; 0 0 0, 0 -� Lane Group Flow(vph) 0 2 0 0 487 0 0 550 0 0 937 0 ° 0%° 6% . '25 Heavy Vehicles(°Ia) 2% 2% 0% 4% 5°!0; 5°7 15%0 .4°I°'. 100% v Tum Type Perm Perm Perm Perm Protected Phases; 4 Permitted Phases 4 8 2 6 Actuated Green,G(s) 23A 23.4 26:9 .26:9: Effective Green,g(s) 23.4 23.4 26.9 26.9 , Actuated gt Ratio 0.38 A.38 0.43 0.43 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3 0 3.0 3:0 3.0 Lane Grp Cap(vph) 617 572 1402 1232 v/s Ratio Prot 0.00 v/s Ratio Perm c0.32 0.17 c0.33 u/c Ratiol. 0.00 0.85 0.39 0.76 , Uniform Delay,d1 12.2 17.9 12.1 15.0 L.J Progression Factor 1.00 1.00 1.00, 1:00 Incremental Delay,d2 0.0 11.7 0.2 2.8 Delay(s) 12.2 29.5 12;3 17.8 Level of Service B C B B } Approach Delay(s) 122 29:5 12:3 17a3° Approach LOS B C B B r �tBraeG�iorq Sumrra��§ '�'•`S �est i � __r ��..,��"'�F3 :'�.��-�'�,�. `'1f"r"��"t..>., �'�"�'` - ��,.r�. _�� '^�F z �a, .?5 � HCM Average Control Delay 19.2 HCM Level of Service B HO Volume to Capacity ratio 0.80 Actuated Cycle Length(s) 62.3 Sum of lost time(s) 12.0 Intersection Utilization 82.70A ICU Level of Service E Analysis Period(min) 15 c t4ca[Lane Group 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012ax.syn Synchro 7- Report Page 4 r J R . l i-` Li 3: Casa Blanca Driveway& Osgood Street 2012 Existing AM Peak Hour Timing Report, Sorted By Phase r 7 Sra•� tT rP r Y7w•^ t r T^ >F {r r... �? �n .:a-•:s ., if,� ^S roti est ..cCr , ; I� Movement NBTL EBTL SBTL WBTL Leatl7La9 Lead-Lag Optimize I Recall Mode. Min. MinMin Min U Maximum Split(s) 41 31 41 31 Maximum Split;(%A) 569%. 43.1% 56:9% 43:1%. Minimum Split(s) 35 10 35 10 Yellow Time(s) 4 4 4 4 All Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4: 4 4 Vehicle Extension(s) 3 3 3 3 Minimum Gap(s1 3 3 ,3 3.. Time Before Reduce(s) 0 0 0 0 Time.To'Reduce(s)` 0 0 b 0 Walk Time(s) 1=lasfi;Dont Walk:(s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes Yes Start Time(s) 0 41 0 41 End Time(s) 41 0 41'' 4 r1 Yieldi0orce Off(s) 35 66 35 66 U Yield[i=orce.Off 170, (s): 35 66 35 .66 Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 35 66 n Local Yield 170(s) 35 66 35 66 entersection Summary Cycle Length 72 Control Type Semi Act-Oncodrd Li Natural Cycle 65 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street * L+ 'I o2 q "► 04 fl .OiS ��:S:li'�K�fa$ily�'�'��..�n..�e q�tS�'^'�Iw+.wt��;i��'s:.'rr-r,:.��Ykt' r+W�•"�s'.'r�� .'��e�t.�<<.i��.`i'i�'�a:`-�:�`�ti�,�E':`.�tN'ii."n a.� cr` n F�A�ffpp��o6 08 r!N'batiTrr:: >ro4ra'rr 'P'R �",tY"fr.,�t �+r >, �Srtp. res r ., r�"S w s --•yr. .:aSL.k. ...eC..� .t iv�" 'rA (n.'..S.-0'ii�'�+,t.�.3�ti ;4. .•iS.rt.kl CT'•F.�[,�' �n,Jkt.� n.v,w ....,y.r4,% U L--J M L1 1 Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CAT012ax.syn n Synchro 7- Report Page 5 Li 6: BB Entrance & Osgood Street 2012 Existing AM Peak Hour Lanes and Geometncs Lane Group s WBL -WBR NBT ?NBR SBL, :SBT Lane Configurations I t4 idea(Flow(vphpl). 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade'(°1a) 0'/0 0% 0'% r Storage Length(ft) 0 0 0 300 Storage Lanes 0 Q 0 1 Taper Length(ft) 25 25 25 25 Lane U.til:Factor ,1.00. 1.0.0 0.95 0.95 1:00 0:95. Ped Bike Factor Frt 0.970 Flt Protected 0.950 r -1 Flow(Prot)' 0 0: 3360 0 1770. 3471 Flt Permitted 0.950 LJ Satd Flow(perm: 6 6 3360 0 1770' 3471 Link Speed(mph) 30 30 30 Link Distance(ft) 300 227 383 ., Travel Time(s) 6.8 5.2 8.7 .n^w•^-nra•.t rn n^nnr" fte^se77-7-1 ..- R Area Type: Other r- � J r l-� 1.1 l� r- EJ n J r � l J r-I Q:1Projects112 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012ax.syn Synchro 7- Report Page 6 r l J 1 LJ u 6: BB Entrance & Osgood Street 2012 Existing AM Peak Hour Volume •..7*°-._..n, t,r• r :-:— .r^s`, ., ".. ^+. Y'; �^:j.. +.."C" ^+. ,,tit )I 1 P -r i h*r ' ti+ c1— + F SBT Volume(vph) 0 0 401 100 44 881 j Confl:Peds.{#/hr). Confl.Bikes(#/hr) Peak Hour Factor 0.92_ 0.92 0.89 0089 090 0.19U Growth Factor 100% 100%° 100% 100% 100%° 100% Heavy.Vehicles{%D). 0°/a 0% 5% 1% 2% 4% Bus Blockages(#/hr) 0 0 0 0 0 0 Parking.(##ir) Mid Block Traffic(%) 0% 0% 0% Adi flow(vph) 0 0 451 112 49 979 I`l Shared Lane Traffic(%) Lane Group Fiow.(vph) ;0 0 .568 0 49 979 +�:<•.'^':'�a-^`.;�ner+ r. 3- '�i`cT "'""T.'�'" ,'F "y' ' .�V "7 F "{ x ary .r-sr� n L, rl Li5 V 1 L Ej 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012ax.syn Synchro 7- Report Page 7 LA r • 6: BB Entrance & Osgood Street 2012 Existing AM Peak Hour HCM Unsignalized Intersection Capacity Analysis emen# C Wgk, W8 "T Lane Configurations volume'.. 0 .461' 1.60. , (veh/.h) 44. Of Sign Control Stop Free Free Grade 0%, Peak Hour Factor0.92 0.92 0.89 0.89 0.90 0.90 Hourlyflow rate(vph : .- I .. . .7 1 - . .- ) .0 0 451 11.2 49 979 Pedestrians Lane Width'(ft) r 7 Walking Speed(ft/s) 4 Pqr6e,pt Blockage Right turn flare(veh) Median type'., None None Median storage veh) Upstream..*'signal.(ft) 221T pX,platoon unblocked 0.91 0.91 0.91 rx0f)-i cting volume 1.004 281 60 vC1,stage I conf vol ri vCu, unblocked vol 903 9 318 to sk -1-4 6.8' 6.9, 4.111 tC,2 stage(s) -8.6 .3 3 2.2 pO queue free% 100 100 96 k J cM capacity(ve,h/h) 244 079 1126 26 bir'e"66n,Lane 4 N8 1, N8 2 SB.1. "SB 2 SB 3 .volume Total .300 263 49 489 489 Volume Left 0 0 49 0 0 Volume Right 6 -112 0 oi 0 cSH 1700 1700 1126 1700 1700 LA Volume.to Capacity 0.18 0.15 0:04�04 %0*.2.9 0.29. Queue..Length 95th(ft) 0 03 0 0 Control Delay(s) 0.0 .8.3 0.-0 :01 1 0. Lane Los A Approach Delay.(s) 0.0 QA Approach LOS InterS8CtlonSumma77 Average Delay 0.3 Inter.s.e.0*6n Cap.q*:,U.i.1Iization 27.16% ICU Level o I f:S.ervice A Analysis Period(min) 15 r %-4 t 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2012ax.syn Synchro 7- Report Page 8 8: Commerce Way& Osgood Street 2012 Existing AM Peak Hour Lanes and Geometrics p...�..>r_.. ,}; �`.:. EBL F1:.,,EBT....1;�fBR,•;�t:,WBC.'�• 11VBT.;� ;.WBR .+;.NBL ••::�NBT.i;>.'NBRv�.:,$BL��:,.;SQTi..u,SBR Lane Configurations �, �► �►�, Ideal-_Flow(yphpl) 1900 1900 1900 1900. 1900, 1900 1900 1900 1900... 19007 1900 1;900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade(A/o) 4'/0 0% 0% 0'la Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes. 0 0 - 0- 1 t) 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util Factor 1.00 100: ., 10.0.. 1:00 1,00 1::00' O.g5 0,9b, 1.00 1.0.0: 095: 0,95 Ped Bike Factor Frt 0..903 0:850 0:997 Flt Protected 0.986 0.953 0.996 Satd Flow(prof)` 0 1481 .0: 0" 1I.7913 1615 0 3414 _0. 1.0 3455 0 Flt Permitted 0.986 0.953 0.996 Satd Flow(perm)` 0 1481 0 0 1793 :1615_ 0. 3414 0: 0_ 3455. 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360. 315 383 811' Travel Time(s) 8.2 7.2 6.5 13.8 s m•`.c'41 1"'�.'�' C^f ..4, ,G «•.rt.• ^� ra �a.r .+^s ,.,gyp y- ntersecbor' Suntroak� I , ;r kt ti�. Yr 4 SEs ^ �l d a r *N` �KP :s +n^:. •k -s , j ✓.. tip..<r. �n +:IJ.,'t, Sw� 7G tk<,..riM1 Area Type: Other U u u 0:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traf iic\CA12012ax.syn r� Synchro 7- Report Page 9 Li LJ r 8: Commerce Way & Osgood Street 2012 Existing AM Peak Hour L, Volume r� bane Group: :?y. EBL EBT EBR,:, WBL 'WBR; T-, 7:SBR Volume(vph) 6 0 16 73 1 21 33 368 0 0 836 16 `1 .,00 Peds.(#, r); u Confl.Bikes(#/hr) Peak,Hour Factor 0.61 0.61: 0.61 0.88 0.88 0.88 0 95. 0.95. 0.95 0;92 0.9-2. 0.92 r- Growth Factor 100% 100% 100% 100% 100% 100% 100% 100%° 100% 100%° 100%° 100%° HeavyVehicles,('Io) 18% 18% 1'8%a: 1'/a 1%, 0%D 9%° 5% 00/c 0% 4% 13% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Barking (#m) r Mid-Block Traffic(%) 0% 0% 0% 0% +� Adl Flow(vpfi) 10 0 8 83' 1 24 35. 38.7 0 0 909 17 Shared Lane Traffic(%) 84'. Lane Group Flow(vpfi') 0 36 0 0. ;24 0 422 0 0.1 926 0 v--..ti^;r^n—.�,.^.,^-*.o+� fnteFecBon=Summary: f 7 l_J r� v r, l� L. I� LA r� U r� L� U f 1 LJ r'7 Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012ax.syn `J Synchro 7- Report Page 10 I LJ f , r_1 Li 8: Commerce Way& Osgood Street 2012 Existing AM Peak Hour HCM Unsignalized Intersection Capacity Analysis Lane Configurations Volume. .(veh/h). 6: 0 16 73 1 21 33 868 0 0 836. 16 Sign Control Stop Stop Free Free Grade 06% 0% 0°la 0% Peak Hour Factor 0.61 0.61 0.61 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 Hog] 1 0 83 1 24 35: 387 0 0 909 17 Hourly flow w0ph), 0 Pedestrians Lane.Widih(ftp Li Walking Speed(ft1s) Percent Blockage: lock6ae: Right turn flare(veh) Median n:tYpe Non I e: :None. Median storage veh) Upstream signal hai�ft): 610 Upstream si ., - pX,platoon unblocked Li V conflicting Yo1pne 1205 11374463 _90t 130 -194 926, 387 vC1,_stage I conf vol vb2stage conf vol Li vCu,unblocked vol 1205 1374 463 937 1383 194 926 387 tci s.ingle-M '7.9 6.9 7.3 7.5, 6.5 6.9 4.3: 4.1 r tC,..2stage(s) , . tF 3.7 42 3.5 3.5 4.0 .3.3 23 2.2 pO queue free% 91 100 95 59 99 97 95 100 CM capacity(veh/h) 1.114 11.9 504 2011. 1137 821 692 1162 Direction,Lane -tb 1. WB i M2 NB 1- N132 S81 -''SB 2-'" Volume Total 36 84 24 164 258 606° :320 Volume Left 10 83 0 35 0 0 0 Volume Right .26 :6 24 0 0 0 1T CSH 260 200 821 692 1700 1700 1700 ,Volume to CaDacftv 0.14 0.42, 0:03 0.05 0.15 0.36 0.19 Queue Length 95th(ft) 12 48 2 4 0 0 0 LJ Control Delay(0) 2.1.0 S5,61 9.5 21 0:0. 0.0 0.0 Lane LOS C E A A pro*...Delay(s) 21.0 29.7 foo Approach LOS C D Li Fte 10*1hN ffi17r7 3 771 FlZINM Average Delay 3.0 Intor n Capacity UtiUzation 53.0% 'ICU Level.of.Service A. Analysis Period(min) 15 E E E 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012ax.syn Synchro 7- Report Page 11 rl 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour Lanes and Geornetrics W B Lane Configurations Ideal Flow NOW) . 19.00. 1900 1900 1900: 1900. 1900 19. 00 1.90.0 1.90b 1960 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade %) 0% 0% 00/0 .06%, Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanit0: 0 0 b o 0 a 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Uth.176-clor 1.00 1A 1.0.0 1...0.0 100 1...0.0 .0.95 0.19.5- 1.00. {1.95 0.95 0-9.5 Ped Bike Factor FrE 0.865 0.984 Flt Protected 0.958 0.996 f 7 Sa.t,.d,.Flow(Orot) 0 1644 0 0 1947 0 _03433 0 0 3314. 0 At Permitted 0.749 0.946 0.852 Satd Flow V 11644 0 0 1522. .0 :0 3247 0 0 2835. 0 Right Turn on Red Yes Yes Yes Yes SAf,d,...Flo,w.(ATOR); .84 1.0 Link Speed(mph) 30 30 40 40 Link DistanceI (ft1083' ..8 1 48 227- Travel Time(s) 4.1 24.6 14.5 3.9 Area Type: Other L_J r-I r CA r� L_j r, L_j rl Q:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017anb.syn Synchro 7- Report Page I t j I F-1 Li 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour Volume Volume(vph) 0 0 2 403 0 55 4 497 0 68 880 1 conkFeds.(#1hr). Cbnfl.Bikes(#/hr) PeAk&&Factot 0.92 .0.92 0.87 0.87 0:87 0.82 i0;82 0.82- 4 09 0,94, 0.94 . . Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Vehicles 2% 2%. OF/6, 4% .0%, B% 2F/o 5% 5% 16%:- 4% 1.000% Bus Blockage's(#/hr) 1 0 0 1 0 0 .0 0 ...0 0 0 0 ..0 0 Parking.-(#Iht) Li Mid-Block Traffic 0% 0% 0% 0% AdJ -Flow,(vpq 0 .0 4 463_ 0, 63 5 606, 0 721. 936 i r Shared Lane Traffic(*/o) Lj LawGroupfl' ow(v h) _0 .4 0 0. 526 '0: 0 -611 0 .10%: 01 Tr ,f nt6rsecW.'Sd j.4, �q.. Li Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CX2017anb.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour Queues t Lane Group Flow(vph) 4 526 611 1009 V/6 Ratio: 01;01, 0.911, 0.43 0.81 Control Delay 0.0 43.8 13.6 21.8 Queue Delay .0.0 0.0 6.6 00. ,... 1. -.1.qY Total Delay 0.0 43.8 13.6 21.8 Queue I Length 50th.(ft) 01. 198: 85 177 Queue Length 95th(ft) 0 #400 108 249 r internal Link:Dist(ft) 102 100 768 147 Turn Bay Length(ft) L.J Base (Vph) 674 582 1720 15.02 Starvation Cap Reductn 0 0 0 0 S,pillback.C.ap Reductn 0 .0 0 .0: Storage Cap Reductn o 0 0 0 Reduced v/c Ratio 0:01 0,90 0.360.67 .q th # .;:5 percentile volume exceeds capacity,queue may be longer.. Queue shown is maximum after two cycles. r a , r I QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017anb.syn Synchro 7- Report Page 3 r, 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour HCM Signalized Intersection Capacity Analysis Movement ;,.:.'.,, n5 EBL. EBT EBR WBL.>�: NBL `. Lane Configurations �, �, ��► �, Volume(dph), 0 0 2_ 403 0 55 4 497 0 68 880 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12; 12 12 1s; 16_ 16 12: 12 12 11; 11 11. Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util Factor 1:00 1.00. 0:95 0:95 Fit 0.86 0.98 1.00 1.00 CFlt Protected 1:00 0.96 1.00. 1 Satd.Flow(prot) 1644 1947 3431 3315 PI Permitted 1.00 0.7.5 0..95: 0.85 Satd.Flow(permL 1644 1522 3249 2835 ?HF 0.92 0:92` 0.50 0:87 Li Peak-hour facto{, 0:87 0:87 0A 27 0.82 0:82 0:94 0,.94 0.94 Adj. Flow(vph) 0 0 4 463 0 63 b 606 0 72 936 1 RTOR Reduction syph) 0 .2 .0 0 6: 0 0 ;0 0 0` 0' 0 Lane Group Flow(vph) 0 2 0 0 520 0 0 611 0 0 1009 0 Heavyyehicles;(P%j .2%%,, 2% 0% 4% 0%0.: 6% 25%_ :5% -5%-. 15%0 4'/0 100% Tum Type Perm Perm Perm Perm C Protected Phases, 4 -8 2 Permuted Phases 4 8 2 6 Actuated Green,_G(s) 25:1` 25:1 29.3 291 Effective Green,g(s) 25.1 25.1 29.3 29.3 Actuated g/C Ratio 0.38 0`38 0.44 0.44 Clearance Time(s) 6.0 6.0 6.0 6.0 �1 Vehicle Extension(s) 3.0 3:0 3.10 3.0 ` Lane Grp Cap(vph) 621 575 1434 1251 U v/s;Ratio Prot 0:00 v/s Ratio Perm c0.34 0.19 c0.36 M v/c Ratio 0.00; 0:90 6.43 0.81 LJ Uniform Delay,di 12.9 19.5 12.8 16.1 Progression Factor 1.00 1.00 1:00 1:00 n Incremental Delay,.d2 0.0 17.6 0.2 3.9 U Delay(s.) 129 37.1 13;0 20.0. Level of Service B D B B A,',pproach`Delay(s) 12:9. 37:1 13.0 20.0 Approach LOS B D B B t--S4�T^t�hYa7""ia. Ct'+R".�+�ra.'1x+ ��`^^.�rl r^ . ;Y �nterseciroumnia►y,�� .:� ,...,t, , �� may ,�: ,s� v ��'��; �: � t'��r? rr �;�� ,�- -Kr w r .pC.,ic .> o,.rr.:S.r.. r(;..n r ''� .�:4«n.�;�,i+,.rd:,t':txi..dyt•ty.'(.,.:...,�. HCM Average Control Delay 22.2 HCM Level of Service C HCM Volume toCapacity ratio 0.85 Actuated Cycle Length(s) 66.4 Sum of lost time(s) 12.0 In Capacity Utilization 87.5b% 160 Level of Service- E M Analysis Period(min) 15 L, c.: ;.:critical Lane-Group u n Li Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017anb.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway& Osgood Street 2017 No-Build AM Peak Hour Timing Report, Sorted By Phase irt Movement NBTL EBTL SBTL WBTL Lead/Lag 49 Lead-Lag Optimize ; Reca I Mode Min_ Mih: Min Min Maximum Split(s) 41 31 41 31 Maim urn tP0(016) 56.9% .43.16/o 56.9% 431'% Minimum Split(s) 35 10 35 10 Yellow Time(00 4 ..4 4. 4 All-Red Time(s) 2 2 2 2 Min imurn Initial(6) 4: 41 4 4 Vehicle Extension(s) 3 3 3 3 Minimum 1 . aG,p W 3. -3 3, 3 Time Before Reduce(s) 0 0 0 0 Time To R6duc&,(,s) 0 0 .0 Walk Time(s) Flash b6nt Wilk Dual Entry Yes Yes Yes Yes ,Inhibit Max Yes Yes Yes Yes Start Time(s) 0 41 0 41 End Time(0) 41 0, 41 -0 Yield/Force Off(s) 35 66 35 66 Yle.!Oorce.Off 116(s) 36 W., :36 66 Local Stmt Time(s) 0 41 0 41 Local Yield.(s) 35 66 35, 6.6 Local Yield 170(s) 35 66 35 66 intersection Summary Cycle Length 72 controfType Semi Act-Uhpoord Natural Cycle 65 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street A,tyyt 02 o4 06 ~ 08 r i Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017anb.syn L j Synchro 7- Report Page 5 6: BB Entrance & Osgood Street 2017 No-Build AM Peak Hour Lanes and Geometrics n 1^.Y,.-•.'fes h wy C, .,.. .. tF F C i 4 C BT� :#'NBR Lane Configurations �►� �� Ideal Flow(vphpl), 1900 1900 1900 1800; 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Gude.(°Io) 0°%: U Storage Length(ft) 0 0 0 300 Storage Lanes 0 0 0 1 Taper Length(ft) 25 25 25 25 Lane Ute Factor1;0.0 100 0.95 0:95 1:00 0:95 �-' Ped Bike Factor n Fit 0.973 Flt Protected 0.950 U Said :Flow(prot).. 0 0 3.36.8 0 1720 3471 Flt Permitted 0.950 n Satd:,Flow(perm) 0 0 3368 0 1770 3471 Link Speed(mph) 30 30 30 Link Disiance;(ft) 360 227 383 Travel Time(s) 6.8 5.2 8.7 "�7�^'0=or.-•"!I�+.T?fM4^„tt k F {"C'e" .� YT 'w.n.-t..-w '�'"ir , "cr. -ry I" S aC'^ q .7V-t ',n � -ter?' ti irr�."'r�, � u i7 y ti r,xxJ+"' '�"'4.. r '.'r. e'"' r.'b.°�'T •nv I n ersection�Summar�. �. ..�,,,-,� :�a:, .,,��x ��;: � ,;��t> >. ,,�� ,,;,� �`�.�. •.� �^�F Area Type: Other I U r U P U n L� n u n Li n U n U Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic1CA12017anb.syn n Synchro 7- Report Page 6 Li f , 6: BB Entrance & Osgood Street 2017 No-Build AM Peak Hour L j Volume lane Group ' WBL 'ex W-B,A 6T NBR SBL Volume(vph) 0 0 452 100 44 949 Confl,;.P#ds.:(# �r 6nfl*.Bikes(#/hr) PeaMurfadtor 0.92 0.92 0.89 0.89 - 0.90 0.90 Growth Factor 10 1 0% 100% 10.0% 100,% 100%. 1 100%. . Heavy V h les 0% 0% 5%0, 1% 2%.; 4% L_J 0 1 1 c ' MO... Bus Blockages(#/hr) 0 0 0 0 0 0 Parking Wbr) Mid-Block Traffic(%) 0% 0% 0% 4now(vph). -C 0 9 5.08 1112 49 1.054 Shared Lane Traffic(%) Lane-GroupFlow(vph).. 0 :0 620 0 49 1054 rumc^imvraMi�T�7,77 .7 7; fRi Aiic_gbi LJ ri LJ LJ ri LJ V-1 QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017anb.syn L, Synchro 7- Report Page 7 r Li 6: BB Entrance & Osgood Street 2017 No-Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis WBR .;NBT5C"' NBW -ML. 'N Lane Configurations Voibm' 00A. ) 0 0 452 160 44., 949. Sign Control Stop Free Free Grade " 03/0 0% Peak Hour Factor 0.92 0.92 0.89 0.89 0.90 0.90 Hourly flow rate.(vph) 0 0 508 112 4 1054 r Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage.-, Right turn flare(veh) Median I-type None one :None Median storage veh) Upstream s'igna1_,(ft_ 227` px,platoon unblocked 0.891, 0.89 0.89 conflicting.volume: 1189 310 620 vC1,stage I conf vol vq2,.stage1pd.rf-vol vCu,unblocked vol. 974 0 337 VC i.:pngle_(s) 6.8 6.9 4.1 t,C,.2 stage(s) 22 pO queuefree% 100 100 96 cKcapacity. .(ve,h 5. . .1h) 216 971. 108- Lj Diredon,Lane# -NB I -NB 2 SB I- SB 2 SB 3 Volume.Total 339 2.82 49 527 .5*27 Volume Left 0 0 49 0 0 Volume Right 112 .0 0 .0 Lj c,SH 1.700 1700 10 1 89 1.700 1700 Volumeto Capacity 0.20 0.17 0.04 0.31 031 Queue Length 95th(ft) 0 0 4 0 0 Control Delay(s) 0.0 0.0 8.5% 0.0 TO Lane LOS A r-I ApptoadfiDel -.0.4 ,Delay 9.0 .L_j Approach LOS *T, 30,1�7S1_5tT1"1�7N5TV1, Z Average Delay 0.2 i ion: A lntersecbbn)p*b ty:Utilizati 29.6% lCulevel of-Service Analysis Period(min) 15 Lj i rl Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverATraffic\CA\2017anb.syn F-i Synchro 7- Report Page 8 1 Li P Lj r 8: Commerce Way& Osgood Street 2017 No-Build AM Peak Hour Lanes and Geometrics 4% t /0 Lane 7 L S Lane Configurations Ideal Flow(vphpQ 1900 1900 1900- 1900.1 -1900 1900, 1900 1900. 1900 1900 1900 1,900 LJ Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grad6P/o 0% 66/0 0 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lan,e.s 0 0 0 1 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.Factor 1.00 1,00: 1,00 1.00 1.00 1.00 0.95 0,95., 1.010 1.00 0.95 0.95 Ped Bike Factor Fit: 0.903- 0.850: 0:997 Flt Protected 0.986 0.953 0.996 Said Flow(prot). 0 1481 _0 0 1793 1615 0 3415 01 0. 3456 0 Flt Permitted 0.986 0.953 0.996 Satd.Flow.,&M10, b mi 6 0 1793: 1615.. 0 3415 .0 0 3456 0 Link Speed(mph) 30 30 40 . 40 Link-D"Distance(ft) 360 315 1.5 38 1 3 81.1 qnce ') Travel Time(s) 8.2 7.2 6.5 13.8 717% '77K' Area Type: Other LJ L LJ F-1 r LJ 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017anb.syn Synchro 7- Report Page 9 r f r L, 8: Commerce Way& Osgood Street 2017 No-Build AM Peak Hour Volume lane Group;.:,; B rr �_. EBL EBT:> EBR.,"''.WBL... :VVBT•r WBR:`< NL;.:;:NBT�r,•NBR` 1,11 �k SBTX �r _�8R Volume(vph) 6 0 16 73 1 21 33 419 0 0 904 16 LjConfl Peds:(#r) Confl.Bikes(#/hr) PeakHour Factor 0 61 0.6.I 0.61 0.88 0 88 0.:88: 0 95- 0.95 0 95 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100%0 100% 100% 100% 100% 100% 100 Hea�ry.Vehicles(%) 18% 18% 18°La 1% 110 0% 9%0 5%0 0% 0% 4%0 13% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 C Parking (#/ht) Mid-Block Traffic(%) 0% 0% 0% 0% Atli Flow(veli) 10 0 26 83 1 24: 35 441 0 0 983 17 u Shared Lane Traffic(%) I _ - Lane Group Flow{vph) .0.. 36 0 0 84 24 0= 476 0 0' 1000 0 I '^i-^aR:^r:C-SCa'.•"'4sc5-'z...+'- "c•---3'.•.-�-,..•_�r .�. ti 4� :f't'ro _n 'Y �4� !� 7C'T s 5 rite[secaon:Summaiye .. a ryt KyM1 ._ [a t .. .�..r! . c rrF 1 Y4 1'�JN r� A i�> r1F a�i-r 2hY i ° 4� n� ,n•\f�"r L n n u n u n 'u n Li n Li u n u Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017anb.syn Synchro 7- Report Page 10 Li III r 1 8: Commerce Way & Osgood Street 2017 No-Build AM Peak Hour , , HCM Unsignalized Intersection Capacity Analysis Movement,}�;. . EBL EBT .; .EBR WBL :.:'.WBT::,-.WBR .:. ABL,�,NBT_. Lane Configurationsr } Volume(veh/h) 6 `0 16 73 1 21 33- 41.9 0 0 904' 16 Sign Control Stop Stop Free Free Grade 0% 6% Q°Io Peak Hour Factor 0.61 0.61 0.61 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 _.. Hourly flow rate_ (vph) 10 0 26 83 1 24 36 44.1. 0: Q 983 17 Pedestrians ri Lane Widtfa,(ft) Walking Speed(ft/s) L_ Percerit,B!! age, Right tum flare(veh) Median type ,None None Median storage veh) upstrearn signal{ft) 610 ri pX,platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99 vC,conflic#Ing volume 1306 1502 500 1.028 15111 221 100.0 . 441. vC1,stage 1 conf vol vC2,s#age2 conf 1.1:vol r' vCu,unblocked vol 1293 1491 500 1014 1500 200 1000 422 tC,single(s). 7.9 6:9 7:3' - 7.51 6.5. 6.9 4.3 4.1. tC,2 stage(s) r #F(s) 3.7 4.'2 3.5 3.5 .4.0 3.3. 2.3 2.2 p0 queue free% 90 100 94 53 99 97 95 100 �J cM capacity(veh/h) 96 99 476 175 115 808 647 1139 r � birection,Lane# EB 1 WB 1 WB 2'-' .NB 1 NO 2 SB 1 SB 2' Volume Total 36 84 24 182 294 655 345 Volume Left 10 83 0 35 0 0 0 Volume'Right 26 .0. .24 0 0 0 17 r cSH 229 174 808 647 1700 1700 1700 Volume,to Capacity: 0.16 0A8 0.03, 0.05 0.17 :0.39 0.20. Queue Length 95th(ft) 14 58 2 4 0 0 0 r Control Delay(s) 23.6 43.8: 9.6 2:6 Q:0 0.0. 0.0 Lane LOS C E A A Approach Delay(s) 23.6 36.3 1.0 010 Approach LOS C E ^�•.:+rntte ^.».r+.-;r'rtra+s-r�+'ct: 'T^;"P C ^'rr.,.,.m rye; :F?'' '."'"i 5 r^.•.r^x +r- x latersecfion SumnaaN��.,: � ,* r ��,, ��.; �.t;�:v,��, �fir,.�' y.. ,r.>..r�.5 ��.�:...•, :��a��.�: 5 Average Delay - Intersection Capacity Utilization 54.2% ICU Level of-Service A Analysis Period(min) 15 r-i LJ r • u Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017anb.syn J Synchro 7- Report Page 11 r Li 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Lanes and Geometrics M WW —AM BT. q4, R B Lane Configurations 4# ideal Flow(v-phpl)- 1900 1900 1500 1900 1900 1900 1900 1900 1900 1900 i9do. 1900 Lane*Width(ft) 12 12 12 16 16 16 12 12 12 11 1 1 1 1 11 GrAda(%) 0% 0% 06/.: Storage Length(ft) .0 0 0 0 0 .0 0 0 00rage tanes 0 0 0 U 0 a 0 Taper Length(ft) 25 25 25 25 25 25 25 25 L4ne,:Util.factor. 1.00. 1:00 1.66 1.00 1.00 1.00 *0.9,5 0.95 1:00 - - .00 0,95' 0.95 .0,95 Ped Bike Factor Frt 0.865. Fit Protected 0.958 0.996 Satd.:FI 0 1644 0: -ow'(Prot), 0 1945 -0 0 -3483 0 -0 3314 0 Fit Permitted 0.7500.946 0.849 Satd Flow(perm) 6 f.6.44 :6. 6: 1523 0 0. 324 6- 0: "2825. Right Turn on Red Yes Yes Yes Yes Said... .6 Link Speed(Mph) 3030 40 40 Link istahce(m 1 1 82 .1 083 .848 227 Travel Tim Travel 4.1 24.6 14.5 3.9 Area Type: Other I L Li F-1 r7 LJ Q:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab.syn Synchro 7- Report Page 1 U r L 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Volume 4\ t /0- Lane Group EBL nEBT .EBR;,'° WBL', Volume(vph) 0 0 2 403 0 57 4 513 0 69 893 1 Confl.Bikes(#/hr) Peak:Hour Factor 0.92 0.92. 0.50 0.87 0.87 0..87 0,82: 0.82 082: :0.94 0.94- :0.9.4 Growth � Factor 100% 100% 100% 100% 100% 100% 100% 100% 10 0% 100% 100%% 1 00% ..1. . . i .-., -, ' L-j Heavy 20/. 2% 0 4% 0% .6% 25% 5% 50/6 150/q 4% 100% _. avy..V Vehicles %) -- Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adl Flow VP.b) 0463 6 66- 5 626 0 731 950 -1 � Shared Lane Traffic(%) Lah.e.-Group,Flow(v.ph) .0: 4 -0` -O 5.2.9 0 -0. 631 0 0 1024: 10 �F-T F lJ r 0:\Projects\12 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn Synchro 7- Report Page 2 r L1 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Queues F) t 1 "i7'•r.'...,.K -w i'yr.y r. r r*, t;.._ r... .. .,•+v ��. xV"I", ,. v.�t,fi r� to c. R• i JC"r*"1 �. WBT ;. NBT,; ?SBTX;�xr .�_ :r..: rLane Group Flow(vph) 4 529 631 1024 Li v/c Ratio 0.01 0.92 0,.44 0:82 Control Delay 0.0 45.4 13.6 22.1 C Queue Delay O.o: 0 0 OA Total Delay 0.0 45.4 13.6 22.1 Queue Length 50th(ft): 0 208- 88. 182' Queue Length 95th(ft) 0 #402 112 256 C InternalLink Dist(ft). 102 1,603 768 14.7 Tum Bay Length(ft) Base Capacity,(0) 668 578 . 1706 4484 Starvation Cap Reductn 0 0 0 0 $Olback,Cap#ieductn0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio K 001 d, 0.0 0-01 d,.y ry.. 'i"1 ,t �'mtr r•.n t'4^t -y4 �"f^^c r.^;t-n- � ��y7^m. nterSe6a6 cSummary, y '? . r� ., � � :�?,.= t �-S. ^.5-11"17747,, y._t• '7 �?rk , !7 k.�L .. , ,t,tt}i,y. # 95...percentile volume exceeds capacity,queue may belonger: C' Queue shown is maximum after two cycles. n n i U r u n Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab.syn Synchro 7- Report Page 3 U 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour HCM Signalized Intersection Capacity Analysis 4\ t ";'WBR' NB 1.,,SBR -U-,77 6T- SS Ii EBR 1,WB Lane Configurations Volume: .513 '0 69 893 .1 (vph)` 0 0. 2 403. 0 57 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 19.00 Lane Width 12:. 1 12 16 1.6 16 12 121 12 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util;.Fador 1,00 1.00 0.95 0.95 Frt 0.86 0.98 1.00 1.00 PhRotected .1.00 0.96 1.00 1.00 8 atd.Flow(prot) 164.4 1946. 3432 331.5 FItPearfiff6d 0.75 0.95 0.85 .Said.Flow(perm) 164 1523 3249. . 282 1 3 Peak,-hour factor,'PHF 02 0.92 .0.50 0.87 0.87 0.87 6.62 0:820.82 '0.94 0.94., -0.94 Adj.Flow(vph) 0 0 4 463 0 66 5 626 0 73 950 1 .0 0': 7 .0: 0 O� '0 RTOR Reduction 0 2 0 0 0' Lane Group Flow(vph) 0 2 0 0 522 0 0 631 0 0 1024 0 Heavy Vehicles(%) 2% 2% 0,016 4% 6% 25%,-. 5%. 5% 150/6 .4%.. 100% Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 %6 Permitted Phases 48 2 6 Actuated Green,G(s) 2 1 5..2 25.2 .26.8, 29.8 Effective Green,g(s) 25.2 25.2 29.8 29.8 Actuated,g/C Ratio 0.38 .0.38, 0;44 .0.44 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension-(s) 3.0 3.0 3.6 3.0 r I Lane Grp Cap(vph) 618 573 1445 1256 A Rati o.Prot 0.00 v/s Ratio Perm c0.34 0.19 c0.36 v/c.Ratio 6.00 0.01 0.44 0.82 Uniform Delay,dl 13.1 19..8 12.8 16.2 Progression Fact0r 1.00 .1.00 1.00 1.00 Incremental Delay,d2 0.0 18.8 0.2 4.2 Delay 1.3.0 20.4 -(q 13.1 38.6 Level of Service B D B C Approach'DelayAQ/ 13A 38.6 110 20:4 r i Approach LOS B D B C r6ters- HCM Average Control Delay 22.7 HCIVI Level of Service C HCM:Vb!urn y7 e to ratio 0,86 Actuated Cycle Length(s) 67.0 Sum of lost time 12.0 Intersection Capacity Utilization, 88.56/o i.IC,U Level of Service E Analysis Period(min) 15 c Critical Lane Group L Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Timing Report, Sorted By Phase r Movement NBTL EBTL SBTL WBTL U Load/Lag Lead-Lag Optimize Recall:Mode Min Mid Min Min itinu' m Split(s) 41 31 41 31 Maximum Split(%) se.A. 411/0, 56.9% 43:]% Minimum Split(s) 35 10 35 10 Yellow Time(s ): 4 4 .4 4 All-Red Time(s) 2 2 2 2 Minimum Iftiti6i(o). .4. 4 4 4 Vehicle Extension(s) 3 3 3 3 U Minimum G S, 3 3 @p Time Before Reduce(s) 0 0 0 0 Time To:.Reduce':*(s): 0 .0 0. 0: Walk_Time(s) Flash.' o ta- W lk(t Dual Entry Yes Yes Yes Yes in-hibit:Max Yes Y68 Yes Yes Start Time(s) 0 41 0 41 End Time-(s): 41., 0 41, .0 Yield/Force Off(s) 35 66 .35 .66. Yield ide:Off.170 To :35 66 35 66 Local Start Time(s) 0 41 0 41 Local Yield,(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 1. - Intersecto'n Summary Cycle Length 72 Control T ype Semi Act=uncoo�d Li Natural Cycle 65 S lits and Phases: 3:Casa Blanca Drivewa &Os ood Street Lir r Li Li Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab.syn F1 Synchro 7- Report Page 5 Lj n U r � 6: BB Entrance & Osgood Street 2017 Build AM Peak Hour Lanes and Geometrics Lane`-Group; WBL� HVBR NBT r� Lane Configurations Ideal Flow(vpf pl) 1900 1-900 1900. 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade(-%) 00% 0%0. 0'/0 Storage Length(ft) 0 0 0 300 Storage Lanes 0 0 0 1. Taper Length(ft) 25 25 25 25 , Lane Vil.Factor 1.00 1:00: 0.951 0:95 1.00. 0.95 Ped Bike Factor ' Frt 0.969` Flt Protected 0.950 r $atd:Flow(prot):. 0 0 3358 D. 1770 3471 Flt Permitted 0.950 Satd.Flow(perm) 0` 0 3358 0 1770 347-1 Link Speed(mph) 30 30 30 Link Distance(ftY 300 .227 383 Travel Time(s) 6.8 5.2 8.7 r� '^5T lntersec`8on Summary }� ti. Area Type: Other r � F) L_J r , u r� LJ r u r � LJ l� l LJ 0:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover7raffic1CA12017ab.syn Synchro 7- Report Page 6 r r � 6: BB Entrance & Osgood Street 2017 Build AM Peak Hour Volume r'• `� r. t ,;i•. 4rr ,,:1 ne. roup,.. .... , .4 ,':VilBL1<, IIVBR � NBT. ;. NBR. '.SBL� :.SBTX; Volume(vph) 0 0 452 118 51 963 Cpnfl.Ms:(#/hr) Confl.Bikes(#/hr) Peak Hour Factor092 0 92 0.89 0.89 090 0.90 Ell Growth Factor 100% 100% 100% 100% 100% 100%° Heavy NehlCles(%). 0% �0 5%. 1%. 2% 4% _._ Bus Blockages(#/hr) 0 0 0 0 0 0 C Parking (#7hcj Mid-Block Traffic(%) 0% 0% 0% Add Flow(vph). 00 508' 133 57 1070 n Shared Lane Traffic(%) Lane Group Flow(vph) 0. 0 64.1: D 57 1070_ +e'* r•r+^••;rs•:.* :v:cr,.n;�trf: —,-.� J .-- ,..... ^� -r-- .,.•c+ , --^z-s—a 7 .n v �7.-� 1i r1p' ' ,2 �} S ,y !i! ;✓.i t-S,t-� J:T' a:rS ' )n G1.t 'F'+rl1 T$',.Ti". n#ers°cGon. urnma//// }ry Y �...C,. Iy� W r r U n Lj P. V E n n u Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017ab.syn M Synchro 7- Report Page 7 F Li 6: BB Entrance & Osgood Street 2017 Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis .7 , i-, - Movement NBR' ;,- Lane Configurations Volurne(veh/h) 0 .0 452 118 51 963 Sign Control Stop Free Free Grade 00%,' 0% 00/0 Peak Hour Factor 0.92 0.92 0.89 0.89 0.90 0.90 y:fi.oW rate(vph) 0: :0. 508,: 133 57 1070. Pedestrians *e Width eft), Walking Speed(ft/s) Percent Blockage Right tum flare(v-eh) Med.ian..tvD.eNone None- Median storage veh) Upstream signal(ft) .227 PX,platoon unblocked 0.89 0.89 0.89 vp,cotiflictinig volume'1.lume, 1222. .320 640 vC.1.,stage 1 conf vol ri vCu,unblocked vol 1001 0 347 tc. singld,.(S), 6..8 6.9 t C:2, stage(s) tF.w 8.5- 3..3 pO queue free% 100 100 95 I CM ca0acity('Veh/h) 205 970 1075 bire'ct-10-'n'-,1ane NB 1 NB *88 1" 8132 8132C Volume Total 339 302 57 535 635 Volume Left 0 0 57 0 0 Volume:Right.- 0 133 0 0 0 cSH 1700 1700 1075 1700 1700 Volume to,Capacity 020 0.18 0.05, 0.31 0.31 Queue Length 95th(ft) 0 0 4 0 0 Control belay:(s) 01.0. 0..0. 8.5 0.0- 0.0 Lane LOS A Approach Delay,*(s) 0...0; 0.4 r Approach LOS L i nu . Average Delay 0.3 intersection.On C.apacity Utilization -30-0P/0 ICU.Level of Service. A Analysis Period(min) 15 LJ Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab.syn Synchro 7- Report Page 8 8: Commerce Way& Osgood Street 2017 Build AM Peak Hour Lanes and Geometrics _ 1 Laiie:Group�."ti EBL;, 'EBT' ;;EBR'.' `;WBL IfVBT INBR .. NBL :'NBTk :NBR''t ,SBL x�SBl�,ktSBR Lane Configurations 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 9900 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade % 0%. 0 0% Storage Length(ft) 0 0 0 0 0 0 0 0 St©rage Lanes 0 0 0 1 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 ELane Jtil Factor 1.00 1.00. 1:00 L00 1;00 140; 0.1 0,95' 1.01 1;00- 0:95 :0:95 Ped Bike Factor Frt 0:903 0.850 0:997 Flt iProtected 0.986 0.953 0.996 U _ _ Satd :Flow(phot) 0 1481 0 0 1793 1,615 0 3415: 0 -0 3456 -0 Flt Permitted 0.986 0.953 0.996 Satd Flow(perm)' 0 1481 0 0 1793 1615; .0 3415 0 0 3456. 0 Link Speed(mph) 30 30 40 40 Link Dista nce;(ft) .360 315 383, 811' Travel Time(s) 8.2 7.2 6.5' 13 8 R`T`:+9!'`-. .'7,,.;.+A 'f"n.. ...•rv'T-.^"i^>^,+•..yY -r sr+-r .�.-�..'c .m.J,'�'r• �Z L,v.".^^t r raters�s'iGecaontymrnary Area Type: Other 1�1 r Li n r L n r Lj r, Ls Lj Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017ab.syn rl Synchro 7- Report Page 9 u- I iJ 8: Commerce Way& Osgood Street 2017 Build AM Peak Hour Volume SBR L—an .7,IB.rl*., 6t Volume(vph) 6 0 16 87 1 27 33 419 0 0 911 16 C-601.Fids..JA/hr)` Confl.Bikes(#/hr) P.eak,Hour.Factor 0.61 0.61 0.61, 0.88 U& 0.88. :0.95 0:95 .0.95 %0.92: 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles 8%: 1%0 0%. 9%, 5% 0% 0% 4% 13% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Mid-Block Traffic(1/o) 0%W(0) 0% 0% 0% Add No 10 0 26** .99 1 3 1 1 .35 44.1 0 0 99.0 17 - ... Shared Lane Traffic(%) Lane Group flow{voh):, 0 36 6 _0 100 81. 0 476 0 1007 0 IN" rs L_J 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CA12017ab.syn Synchro 7- Report Page 10 r 8: Commerce Way& Osgood Street 2017 Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis 'A M&g 9t, Lane Configurations Volume,(yeh/h) 6 0 116 81 1 27. 33 .419 0 0 .91.1 .1.6 Sign Control Stop stop Free Free Grade 0% 60/0 Ls 'Peak�our Factor 0.61 0.61 0.61 0.88 0.88 0.88 0.95 0.95 0.95 0.92 0.92 0.92 46uriyflow rate(-vph) 10 0 .26 99 1 31 35: 441 0 O: -990 1:7 Pedestrians Lane,Wdth Walking Speed(ft/s) P.ercent 15166kage Right turn flare-(ve'h) Median type, None .None_ Median storage veh) Upstream signal 610 pX,platoon unblocked yp, conflicting Volume 1320 1509. 504 1032 1518 221. 1008 -441' vC1,stage 1 conf vol stage,2 coni vol vCu,unblocked vol 1320 1509 504 1032 1518 221 1008 441 tC,single.(p) 7.19 61'.9. 7.31 71-.5, 6.5 6.9. 4.3 4.1 r tc,2 stage(s) Li T(s) 3.7 4.2 15 3.b, U 3 2.3 22 pO queue free 89 100 94, 42 99 96, 95 1010 cM capacity(voh/h) 91 1 97 473 171 113 790 643 F 1130 Il Dfiido-ne,16ne.-i -E8 f -WB'1 WB 2 fftl� NB.2- .89 f.* §9.2' Vol.ume To.tal 36 ' 100 ' 31 182 29.4660 347 Volume Left 10 990 35 0 0 0 Volume Right- .2.6:, .0. 81 .0 0 CSH 221 170 790 643 1700 1700 1700 � � Volume toCapacity; 016 0.59 0.04 0.050.17 0.39 0.20 Queue Length 95th(ft) 14 79 3 4 0 0 0 Control .24.4 52.8 9.7 206 0.0 0.0 �0.0: 7.Do! 4y kq/ , .I Lane LOS C F A A r Appr6ac I)Deloy:(4) 24.4 .42.7 to- 0.0 Li Approach LOS C E Average Delay 4.2 Intersection Capacity Utilisation. 55.0% ICU LeV61[of.SeTvice A Analysis Period(min) 15 Lj Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017ab.syn r Synchro 7- Report Page 11 r Lj r 11: BB Entrance & 2017 Build AM Peak Hour Lanes and Geometrics ' a''ne'Group7777-77'777. ;Y:EBL' -EBT EBR ; L ,':WBT WBR f` NBL: BT `'NBR ..SBIh: SBT ;;SB N Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 12 12 12 12 12 12 ` Grade 0% 0% 0% 0%,_ Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.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 ' Ped Bike Factor Frt 0.865 Fit Protected 0.955 0.992 { Satd.Flow(prot) 0 1779 0 0 1611 0 0 1863 0 0 1848 0 Flt Permitted 0.955 0.992 Satd.Flow(perm) 0 1779 0 0 1611 0 0 1863 0 0 1848 0 Link Speed(mph) 30 30 30 30 " Link Distance(ft) 223 77 66 133 Travel Time(s) 5.1 1.8 1.5 3.0 r H.: y i; x,<a , at w t ry, f nterse ion'•Summary, •,� a�,,,'�� ,,, ,�4. �, ,,,.�:, �u. •.F. .,.. µ....;, Area Type: Other r� ri i1 r � v rl f t T U f � l� r � Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017ab On-Site.syn Synchro 7- Report Page 1 r'+ r- 11: BB Entrance & 2017 Build AM Peak Hour Volume r rie.Group ._ SEBL :EBT_ "EBR�_._WB _.. WBT .,NBBR . ,SSBRLB 7R Volume(vph) 137 7 0 0 0 5 0 20 0 5 25 0 Confl.Peds.(#/hr) Confl.Bikes(#/hr) Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 2% 2% 261, 2% 20% 2% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) (� Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 149 8 0 0 0 5 0 22 0 5 27 0 n Shared Lane Traffic(%) `Lj Lane Group Flow(vph) 0 157 0 0 5 0 0 22 0 0 32 0 nterseetlon Gummary. r, l Lj P Li n Lj n LJ n 1 ' Li n n L n Li OAProjects112 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab On-Site.syn n Synchro 7- Report Page 2 Lj F Lj 11: BB Entrance & 2017 Build AM Peak Hour HCM Unsignalized Intersection Capacity Analysis IL EBL7 TBT .7'EBR ME, WBT-,, WK'K- '7N BL NBT NBR 8131 SBA Lane Configurations 4 Sign Control Stop Stop Stop Stop Volume(vph) 137 7 0 0 0 5 0 20 0 5 25 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 149 8 0 0 0 5 0 22 0 5 27 0 77-71131,`7 WB Vf-1 °SBI:17'7.�'. pry, :77 777:7,4k t7.7,77, Volume Total(vph) 157 5 22 33 Volume Left(vph) 149 0 0 5 Volume Right(vph) 0 5 0 0 Hadj(s) 0.22 -0.57 0.03 0.07 r I Departure Headway(s) 4.3 3.6 4.3 4.4 Degree Utilization,x 0.18 0.01 0.03 0.04 Capacity(veh/h) 832 967 790 792 Control Delay(s) 8.2 6.6 7.5 7.5 Approach Delay(s) 8.2 6.6 7.5 7.5 Approach LOS A A A A ntersebtiori.St�mma�r=, Delay 8.0 HCM Level of Service A Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period(min) 15 L C) L J fl 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017ab On-Site.syn Synchro 7- Report Page 3 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Observed Flow Lanes and Geometrics Lane'Group" 4 ''EBL ' EBT r -EBR WBL WB? `W8R i,NBA �7 BT?, Lane Configurations Ideal:Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900• 1900 1900 1900. 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade!— 0% 0%_ 0 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0' 0 1 '0 0 0 0 0 n Taper Length(ft) 25 25 25 25 25 25 25 25 V Lane Util Factor 1.002 1:00 1.00 0.93 0.95 1.00 0.95 0.9.5, 1_:00 0.95 0.95 0.95 Ped Bike Factor Frt 0.865 0,962 At Protected 0.950 0.964 0.996 Satd Flow(pr4t) 0 1-644 0 1869 1815 0. 0- 34;33 0 0 3314 0 Flt Permitted 0.755 0.779 0.946 0.855 Satd Flow-(perm) 0 1644 0 1485 1467 0 0 3248 0 0 2845.; 0 Right Tum on Red Yes Yes Yes Yes Satd.Flow(RSOR) 8}: 26 Link Speed(mph) 30 30 40 40 Lmk Distance(ft) 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 . rrra-{.-,;+»...e.:�^-:^;'+S:f -n-ry-.•-'-na-+, .T ;. r -m.-,... �."�.i'�".�'„?r" ^''.'rF..� - - -lr'7 •w.r-+�. In teri66bon`Sum&iy U Area Type: Other n Li n {4 3 U r U F U n Ls r Li 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab-obs.syn Synchro 7- Report Page 1 j n U / 1 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow t Volume LanerGroup , EBL . EBT EBR "WBL WBT: ._'WBR ;,•NBL�a`..NBT.. NBR;;; ;.SBL, ' ABT°'rr SBR Volume(vph) 0 0 2 403 0 57 4 513 0 69 893 1 Confl Reds {#m6 ` Confl.Bikes(#/hr) Peek Hour Factor; 0.92 0.92 0.50 0 87 U7 0.87 0.82 0.82 0:82 0.94 0:94 0.94 = Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% He Vehicles(%); 20/. 210 0% 4%: 0% 6% 25'/0 5% 5% 15% 41/6 1000/. Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 / Mid-Block Traffic(%) 0% 0% 0% 0% ` Adj.Flow(vph) 0: 0; 4 463 0 66 5 626 0 73 9% 1 Shared Lane Traffic(%) 42% } Lane Group Flog(yph). 0 4 0` 269 :260 0 0 631 0 0 1024 0 ., `"'a�TP-z. ,�• -r„�N+za —^C r•�..r .r^: (�^. _ .—r s— �-.ri :�xv 1',^fCS9hi�y:1 ��'°`+-'�`�Y^. Iniersecontiummary ,, k r•.,.4�W.�fu„ rr.91 r; lJ f 1 l_i 1 � i r r� r � �J LJ U Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab-obs.syn Synchro 7- Report Page 2 L.J tvl 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Observed Flow Queues CAiSCt. Lane Group Flow(vph) 4 269 260 631 1024 vlc sati.6. 0.01 OM 0.t6. 0:41 6.75 Control Delay 0.0 25.1 21.9 10.8 .16.6 Queue Delay 6.0- 0-.b 0,0. 0-0 0 0.0. Total Delay 0.0 25.12 1.9 10.8 16.6 Queue Length.-501:h(4) 01 81- 68 6.5 1. .133 Queue Length 95th(ft) 0 164 147 112 255 Internal Link Dist Turn Bay Length(ft) Base Capacity(0) 827 708. 713- 2169 1900 Starvation Cap Reductn 0 0 0 0 0 80iIiback CAD R-,-bd--Uctn 0 P 0- 0- Storage Cap Reductn 0 0 0 0 0 R6&d`6d-.-v/c R—afio. 0.00 0.38 036: :0.29 0.54. �5 Li U r Li r Li QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Ancloveffraffic\CM2017ab-obs.syn Synchro 7- Report Page 3 Lj r Lj � 1 3: Casa Blanca Driveway& Osgood Street 2017 Build AM Peak Hour Observed Flow J HCM Signalized Intersection Capacity Analysis Movement ` ; "EBL '' EBT , EBR ,YVBL WBT?' BR Lane Configurations rations Volume(vph) 0 D. 2 403 0 5.7. 4 513 0 69 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12, 121 16 16. 1;6 12 12 12 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane WI.Factor 1.00 0.95 0.95 0.95 0:95 Frt 0.86 1.00 0.96 1.00 1.00 r Flt Protected 1.00 0 95 .0.9.0 1:00 100 Satd Flow(prot) 1644 1869 1815 3432 3315 ` Flt Permitted 1.00 :0:76 0.78: 0:95 0.8.5 r Satd Flow(perm) 1644 1485 1466 3249 2844 Peak-hour facto;PNF 0.92 0:92 0:50 0 87 0.87 0 87 0:82 0.82 0.82 0:94 0.94 0:94 �- Ad) Flow(vph) 0 04 463 0 66 5 626 0 73 950 1 r-1 RTOR Reduction(vph 0 3 0 0 18 .0 0 0 0. 0 Q. 0 Lane Group Flow(vph) 0 1 0 269 242 0 0 631 0 0 1024 0 Heavy Vehicles(%) 2% 2% ov 4% 0'%: 6% 25% _-5% 5% 15% 4%0 100% Tum Type Perm Perm Perm Perm r Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Creph, G(s) 16.3 16.3 16.3 26.8 26:8 Effective Green,g(s) 16.3 16.3 16.3 26.8 26.8 Actuatedg/C Ratio 0.30 0.30 0.30 0.49 0.49" Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0. Lane Grp Cap(vph) 486 439 434 1580 1383 lJ v/s'Ratio Prot 0.00 v/s Ratio Perm c_0.18 0.160.19 c0.36 r v/c Ratio 0.00 0.61 0656 0..40 0 :74. Uniform Delay,d1 13.7 16.7 16.4 9.0 11.4 Peogression Factor 1,00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 2.5 1.6 0.2 2.2 r Delay W 13.7 19:2 17.9 9.2 13.5 Level of Service B B B A B 1 Approach Delay(s) 13.7 18.6 '9.2 13:5 r , Approach LOS B B A B r reoonr � .r: s.?°� - rtrr�^-T^.^^ Vie!" .-�•..'"'�i i'•tf`.`Lt"fi.r. -'+r'^^'"'s'!'.,q'""' 'T'.S ; r.'�.�,�,Rq-r c•�.�'trf i g` t {,G � '-yv�+ N+;S'F'f' l� S immaryr �t H: :� r} }y t ti', tMr T. rC si •S n'. .�, ✓:H . r,1 r.1 �:✓ ,✓ x a a !x' 13tH l .,.fe .4Pfy w ' HCM Average Control Delay 13.5 HCM Level of Service B r HGM Volume to Capacity ratio 0.69. Actuated Cycle Length(s) 55.1 Sum of lost time(s) 12.0 `J latersection Capacity-Utilization 75:6% ICU.Level of Service D. r� Analysis Period(min) 15 c Critical Lane Group r � U Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017ab-obs.syn Synchro 7- Report Page 4 3: Casa Blanca Driveway & Osgood Street 2017 Build AM Peak Hour Observed Flow Timing Report, Sorted By Phase t �; „� 'f 4” U Movement NBTL EBTL SBTL WBTL Ldad/Laa Lead-Lag Optimize pecall Mode' Min Min: Min- Min Maximum Split(s) 41 31 41 31 Maximur.h 8p,!'jt(%) 56.9,% 43,1 1.% .56.9% 431.1% Minimum Split(s) 35 10 35 10 L.j Yellow Time(s)' 4- 4 4 4 A _R T 2 2 2 2 ll ed Time(s) ri Minimum Irntial(s) 4 4 A 4 Vehicle Extension(s) 3 3 3 3 WMU_m`dap(i 'j -3 3* 3 Time Before Reduce(s) 0 0 0 0 Walk Il_f ime(s) c=lashI_. bon't.. lk(s)- n Dual Entry, Yes Yes I Yes Yes LJ Inhibit Max Yes Yes- Yes:: Yes Start Time(s) 0 41 0 41 End-rime 41 0 -41 10 r Yield/Force Off(s) 35 66 35 66 Yi6fd/Forc'e Off 17.0(p) 35 66, 35 66. LocalStart Time(s) 0 41 0 41 Local I Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 1df6'r's"e_R6h Summary Cycle Length 72 .4 1 Type Semi Act-Uncoord. : Natural Cycle 55 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street t o2 o4 At�.W$ .6 08 01 Lj r Lj 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017ab-obs.syn Synchro 7- Report Page 5 L_j r Lj � 1 3: Casa Blanca Driveway& Osgood Street 2012 Existing PM Peak Hour , Lanes and Geometrics IL Lanetaroup}i, : EBL'`' ' EBT,=>EBR ` WBL WBT WBFi:. `NBL�''YVNBT 'NBFi' SBL;° J 8BT <8BR ...t' •r�.... 1. _;. r� Lane Configurations ' a ldeaiflow(vphpl) 1900 1900 1900' 1900: 190.0 19.00 1900 1900. 1900. 1900. 190Q 11.900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade{°10) 0% no 0%0 0% r Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 00 0' 0 0 0 0 Taper Length ft 0 25" O 25 .25 25 25 25 25 25 Lane l)tl.Factor. t:00 1.00 1.00 11.00 1.000.95 0.95 1':00_:00 0.95 0.95.: -.0:95 Ped Bike Factor Frt :0.894 .0:961 0:999 Flt Protected 0.989 0.966 0.994 r ' Satd Flow(prot) 0 1680. 0 0 1930 0' 0 3574 0 0 3427 0 Flt Permitted 0.908 0.774 0.948 0.563 8atd Flow(perm) 6 1542 0 01546, 0 D 3389` Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR'), 18 Link Speed(mph) 30 30 40 40 Link Distance(ft)' 182 108.3 848 227 r ' Travel Time(s) 4.1 24.6 14.5 3.9 x^- ,r•n^- - *j'r r �nterse'-coon Summary' ' Area Type: Other 4> 1 l.J r 1 lJ r ; L� � 7 4� ri L i LJ r L J Q:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12012px.syn Synchro 7- Report Page 1 r 3: Casa Blanca Driveway& Osgood Street 2012 Existing PM Peak Hour Volume �. �. .� C r-T av 6A U, Volume(vph) 2 0 7 229 0 92 7 1168 0 105 739 4 Confl.Bikes(#/hr) Peak Hour Factor 0.35 .0.38 ;038, 0.73 013� 0.73 0.93 -0193 0198 O.W 0.90 :0.900 Growth Factor 100_% 1-66% 106%, 1000/0 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles I (-5%) .1.QW, �0,% 0.%. ..3-% 5 0/6 0%. 1.%1- .3% 2% 1% 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking, Mid-Block Traffic(%) 0% 0% 0% 0% h) _5 0 18 314 0- 126 8 1256-1 -0 117 821. Shared Lane Traffic(%) - - Lane broup.Flow_�vph)i 23- D 0 440: 0 0; 1264 0 .0 .942 0 ROROWR&gii Ell r U r LJ r QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012px.syn Synchro 7- Report Page 2 L_j r LJ 3: Casa Blanca Driveway& Osgood Street 2012 Existing PM Peak Hour Queues �aneGrdupFt -v EBT ...... W8-f N 6T LaneGroup Flow(vph) 23 440 1264 942 V/c-R.dti 6: .0.05. :0.86 0:73 0 Control Delay 9.0 38.9 17.2 39.0 Q.Ueue Delay 1 bso U, 0.0 0.0 Total. D.elay 9.0 38.9-. 17-2- kb ON l ue tencift-50th 1 161 227 206 Queue Length 95th(ft) 3 195 308 #350 internal Link Dist 102 1003 766 W Turn Bay Length(ft) Base'Capacity (vph), 572 582 1725, 988. Starvation Cap Reductn 0 0 0. 0 Spillback:4 Re. ductn- 0 0* Q� 0 Storage Cap Reductn -0 0 0 0 Reduced v/6 Ratio 0.0 4, 0.76 0A :0.95. 7j UE #.. .9§!h rcentile:volume exceeds capacity, be eI�o-nger, Queue shown is maximum after two cycles. r LJ LJ Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA12012px.syn Synchro 7- Report Page 3 I ► 3: Casa Blanca Driveway & Osgood Street 2012 Existing PM Peak Hour HCM Signalized Intersection Capacity Analysis Movement,h' !_ "EBL :EBT. ``EBR' ``.WBL` ''11VBT� WBR _;NBL sr NBT _ : IBR;: SBL '.` Lane Configurations 4* a� 7 229 0. :9� 105 .739 .4 Volume(vph) -. 2 0 � 1168 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ell Lane Width 12 12 12 16- 16 :16 12. 12 12 11 11 1'1 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane U.ti[Factor 1.00 ,1.00, 0:95 0.95 Frt 0.89 0.96 1.00 1.00 El At Protected 0.99 0.97 1.00 0.99: Satd. Flow(prot) 1681 1930 3573 3428 FIt Permitted 0.91° 0 77 095 0.56 Satd Flow(perm) 1544 1547 3389 1942 Peak=' factor;PHI: 0.38 0.38 0.38, '0.73 0 73 0 73 0:93_ 0:93 0.93 0.90 0.90 0:_90 -- -._. _ _ Adj. Flow(vph) 5 0 18 314 0 126 8 1256 0 117 821 4 Reduction(yph)` 0 12' .0 0` 21 .0. 0 0' 0 0 0 0 �j Lane Group Flow(vph) 0 11 0 0 419 0 0 1264 0 0 942 0 Heavy:4icles('/o); U'/o 06% -M... . 3% 0%0 . . 5 .--0%:- 11%. _3% . 2% 1% 0% Turn TypePerm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated;Gre6 "G(s)` 21.9 21.9` 35.1 35.1 Effective Green,g(s) 21.9 21.9 35.1 35.1 Actuated,g/C%Ratio. 032 0.32 0.51 0:51 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3:0 3.0 Lane Grp Cap(vph) 490 491 1724 988 v/s Ratio Prot n v/s Ratio Perm 0.01 c0.27 0.37 c0.48 v/c Ratio 0.02 0.85 0.73 0.:95, Uniform Delay,dl 16.2 22.0 13.3 16.2 Progression Factor 1:00 1:00 1_:00 1; 0 C Incremental Delay,d2 0.0 13.4 1.6 18.2 Delay(s) 16;2 35:5 14:9 34..4 Level of Service B D B C Approach Delay(s) 18:2 05.5 14.9 .34.4 Approach LOS B D B C T -r.n� n a T�- "n Zn r.r t.,*�.'�+'. [ .r .rqg-w� •cr "t'r3�t zF7 a� 4Fty' N"YjJ r; Iratersection:Sunmaru,,. �� `� i-a�'�3. :l'ra1.°a,`.r. r��c r:.f4.✓,': ��o�.c1'a:�, '��?". �. : tt �w_s�`• F4 n HCM Average Control Delay 25.2 HCM Level of Service C U NCM Volume to Capacity ratio Q91 Actuated Cycle Length(s) 69.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 96.1% ICU Level of Service F Analysis Period(min) 15 L, c CriticaLLane,Group C► Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CQ012px.syn CSynchro 7- Report Page 4 C 3: Casa Blanca Driveway& Osgood Street 2012 Existing PM Peak Hour Timing Report, Sorted By Phase ' - 04Number:, C, : .' � 2 4 6 ; - - Movement NBTL EBTL SBTL WBTL Load/Lag Lead-Lag Optimize Recall Mod 6 Min Min. Mi.n `Min:° Maximum Split(s) .41. 31 41 31 Maximum Split,(0/6) 56:9'/0.96/. 48J% 56.9% 411% Minimum Split(s) 35 10 35 10 Yellow Tme(s) 4 4, .4 All-Red Time(s) 2 2 2 2 .Minimum Initial -4 4 4 4 Vehicle Extension(s) 3 3 .Minimum 6ap(s) .3 3 3 .:3 Time Before Reduce(s) 0 0 0 0 Time-T6,.Rdduce(s) 0* 0 6 0 Walk Time(s) Flash Dont-Walk(s) Dual Entry Yes Yes Yes Yes Inhibit Max Yes Yes Yes. Yes Stan Time(s) 0 41 0 411 End-Time(s) 41 0. 41. & Yield/Force Off(s) 35 66 35 66 Yield/Force Off,110(s) 85 .66 .35 6.6 Local Stan Time(s) 0 4.1. 0 41 Local Yield(s) 35 66 35 66 Local Yield 170(s) 35 66 35 66 L Intersection Summary Cycle Length 72 Contr6l,Type. Semi A6t-Uhcoord Natural Cycle 75 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street t o2 101o4 X 'tr TITFT. tt 06 08 LJ 141-i'Mf Y- r1 Lj Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveffraffiXX2012ptsyn Page 5 Synchro 7- Report 6: BB Entrance & Osgood Street 2012 Existing PM Peak Hour Lanes and Geometrics Lane Configurations Ideal,F16W(Vp4p!): .190.01 1900 1900 1900 1900: 1900- Lane Width(ft) 12 12 12 12 12 12 .0% 0% 0% Storage Length(ft) 0 0 0 300 : Storage Lanes- 0 0 .0, 1 , TaperLength(ft) 25 25 25 25 Lane W.Fact-or' too: 1.0.01 .0.95 0.95 1.00 0.95 Ped Bike Factor Frt Am% 'Fit-Protected 0.950 Satd Flow t), 0 0 3462 0 1805: 3574 At Permitted 0.950 Said.Flow I(perm) .D 0 1805 354 0 3462 Ell Link,Speed- . (mph) 30 30.. 30 Link Distance(ft) 300 227 :383 rTravel Time(s) 6.8 5.2 8.7 U 11-1117f 7(17,7� :171- Rli. Z, Area Type: Other n L Lj r ri 6 f7 Li M .L Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2012px.syn Synchro,7- Report Page 6 r U r � 6: BB Entrance & Osgood Street 2012 Existing PM Peak Hour Volume t �' �► Volume(vph) 0 0 1053 209 78 848 Confl.Bikes(#/hr) Peak.Hourfactor 0..92 0.92 0,91 0.91 0.88 0.88. ! Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehacles(%): 0% 0%a. 2% 0% 0% 1% Bus Blockages(#/hr) 0 0 0 0 0 0 r , .parking..(#7fir) Mid-Block Traffic(%) 0% 0% 0% AdJ Flow(vph) 0 0 1157 230 8R 964 Shared Lane Traffic(%) Lane Group Flow{vph) 0 0 1387 0 89 964 ^+'7s.'^,r•"8�.'a'..'••vt'r,Tt:'T•`i'gr` 7",v , 'v a4' .��rvf��•x. a- rcr•...c„t jtz' ''^ r - dr e -T' ..."` ,r.( ,�^t-.a Z_ +' ,j'f' ..•`..,"`Y.n. .°�;3� ' x� Y�..1. intersecbon:Summary r. w: � � r.•=•� r � r � u r r� !z ! l •1 a. r � ri LJ 0:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012px.syn Synchro 7- Report Page 7 r , r , 6: 1313 Entrance & Osgood Street 2012 Existing PM Peak Hour HCM Unsignalized Intersection Capacity Analysis ,W.Ki- WBul,• ".. Movement. Lane Configurations Volume �0 ol (y6h/h) 0 1051 209. 78 848 Sign Control Stop Free Free Grade 0%. 0%. 00/0 Pe.ak Hour Factor 0.92 0.92 0.91 0.91 0.88 0.88 HourlV-,fl--*bw rite('.ph): P 0 1157 230 89. -964 Pedestrians LaneWidth(k Lj Walking Speed(fYs) Percent Blockage Right turn flare(veh) Median type None None, Median storage veh) 227 U pX,platoon unblocked 0.72 0.72 0.72 VC,conflicting volume 1931 693. 1387 Vcl,stage: f conf Vol stage,2:cont vol vCu,unblocked Vol 1519 0 765 single=(s) 6.8 6.9 .4.1 tC,2 stage(s) IF(t) 8..5 3.3 22 pO queue free% 100 100 86 CM capacity ty(veh/h) 69 787 61.9 r Lj, NB f N6'2 8b I Si]12'Sb3.' voiume:Total: 771 615 .89 482. :482, Volume Left 0 0 89 0 0 Volume- Right 0 230, 0 0 0 cSH 1700 1700 619 1700 1700 Volume bCapacity 0.36 0.14 042S Queue Length 95th(ft) 0 0 12 0 0 . -1. Li Deiay 6s) 0.0 :11.81 0.-0 -0.0. Lane LOS B Appf949h Delays) 0..0 :1.0 Approach LOS 1�7 70; Average Delay 0.4 .46.1 8 1% ICULd.Y.e.folf Service Intersection%..0 CapacityUtilization p.1. , . ;apaci Analysis Period(min) 15 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2012px.syn Synchro 7- Report Page 8 Lj „ 8: Commerce Way& Osgood Street 2012 Existing PM Peak Hour Lanes and Geometrics Lane.Group EBL EI3T EBR.;. "1NBL;.':'WBTr , WBR 9BTI L'SBR Lane Configurations 41 ' _ Ideal Flow(vphpl) 1900 1900 1900_ 1900 1900 :1900 1900.. _ 1900 1900 1900 1900 1900 ` Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade{;o) 0 jo. r , ° 0% 0% 0°l0 Storage Length(ft) 0 0 0 0 0 0 0 0 , Storage Lanes 0 0 0 1. 0 .0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 r Lane Uii Factor 1.00 1.00 1.00. 1:.00 1 A0 1...06 0.93 0.95 1:00 1,00 0.95 0,95 Ped Bike Factor `J Frt, 0.906 0:850 0.998 Flt Protected 0.985 0.953 0.999 Satd Flow(prot) 0 1.72.8 0 0 18:11 1615 0 3572 0. 0 3568 0 L� Flt Permitted 0.985 0.953 0.999 Satd.Flow(perm)_ 0 1728 0 0 181,1 1615 0 3.572 01 0 3568 0 r Link Speed(mph) 30 30 40 40 Link Distance(ft) 360. 3 5 383 81 `J Travel Time(s) 8.2 7.2 6.5 13.8 .- cr ^n,.er,.-.-.. ..i.t,. ,-.;.--....• f ...-.-..r^,^t^ '�.'T 7;:w+.'sM 3 '�"'r.m. fnatersec.rcfiin;Sutrimanj Area Type: Other r� LJ 1 l r-� �r r � r-� v r� r ' r� 41 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffi6CA12012px.syn Synchro 7- Report -Page 9 v 8: Commerce Way& Osgood Street 2012 Existing PM Peak Hour Volume Lane Group, ',:ESC ,..EBT_ s.�EBR WB C fi^.WBT WBR' .='.;.NBL;; ,:NBT.`.: NBR' .SBL'.:�. BY ;.SBR Volume(vph) 19 0 45 191 3 106 28 1025 0 0 690 10 Confl.Peds.(#/hr) Confl.Bikes(#/hr) 4 Peak:Hour':Factor --0 0.80 0 80 0 94 0.94 0.94 0 91 M 0 9.1, 0:85 0 85 0.85 Grow % th Factor 100% 100% 100% 100% 100% 100% 100% 100%° 100% 100% 100% 10.0% Heavy Vehicles(°(°) 0°l 0'Io 2%. 0% 0% 0,/Q 0'/0 1% 0'/0 0% 1% 00/0 Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 . 0 Parking (# 6 Mid-Block Traffic(%) 00/0 0% 0% 0% Ad) Flow(vph) 24 0 56 2.03 3` 11.3, 31 11,26, 0 0 812 12 �! Shared Lane Traffic(%) Lj Lane Group flow(vph) -0 .80. 0 0 206 113 0 1.157 0 0 824 0 6'riterse ""— v n u n n Li u n u n QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012px.syn r Synchro 7- Report Page 10 rJ E rt 8: Commerce Way & Osgood Street 2012 Existing PM Peak Hour HCM Unsignalized Intersection Capacity Analysis _.. � .�• -�NBL,n;:NBT ;-��NBR°... :.SBL-x�_SST .."-•SBR r � Lane Configurations Volume(veh/h) 19 0: 45 191 3 06 28 1025 0' 0 690 10 ' Sign Control Stop Stop Free Free r l Grade 0% 0% 0°l 0% Peak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0..85 0.85 Hourly flow rate.{vph) 24 0 56 203 3 113: 31 1126 0 0. 812. 12 Pedestrians r Larne Width:(ft) Walking Speed(ft/s) Percent Blockage r i Right tum flare(veh) Median type None None Median storage veh) Upstream signal(#t) 610' '7 X,platoon unblocked 0.76 0.76 0.76 0.76 0.76 0.76 vC;conflicting volume 1557 2006 412% 1650 2611 563 824 1116 vC1,stage 1 conf vol r, vC2,stage 2 conf vol vCu,unblocked vol 1100 1691 412 1223 1699 0 824 53 u tC,single(s) 7.5 6.5. 6.9. 7.5. 6.5 `6.9. 41 4.1 r� tC,2 stage(s) IF(s) 3.5 4.0 3.3 3:5 4 0 3.3 2:2 2.2 L_i p0 queue free 77 100 90 0 95 86 96 100 cM capacity.(veM) 104 69 589 92 68 829 815 793 r Direction,Lane# EB1 WB 1 W132- N91 ' NB 2 SB 1. . .98 2 , Volume Total 80 206 113 406 75;1 541 28.2 Volume Left 24 203 031 0 0 0 r Volume Right 56 0 113 0, 0 0 12 cSH 247 91 829 815 1700 17,00. 1.700 ` Volume to Capacity0.32 2.26 6.14 0.0.4 0.44 0.32 0,17 r-� Queue Length 95th(ft) 34 464 12 3 0 0 _ 0 Control Delay.( 26.4 674.7 10:0 1;2 0.0 0.0 0.0 Lane LOS D F B A Approach Delay js) 26.4` 439:9, 0.4 OA r Approach LOS D F k J -rr_; -raax;Y.r.. "..';p }Z.r nor,.}.- 3."+gT'•G:•,yj`t v - 'w!1,IC"}x"�%!�^sr'�.�;'�'r* /"'- -..��N'-°�'ti'':�•`�'t'''`*.C"" rntersecfionr$ummar��r �'} �• „�, h: � AxF, �. . �� r.ax ,., Average Delay 60.1 r- fersection Capacity Utilisation 72;6% ICU Level of SerVice C J Analysis Period(min) 15 r_! u r� u r� U Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2012px.syn Synchro 7- Report Page 11 r L J • f t L1 3: Casa Blanca Driveway & Osgood Street 2017 No-Build PM Peak Hour Lanes and Geometrics ;,.EBT;. NBR Lane Configurations4# Ideal.,1716w .1900, 1.900 1900 1900 1900 1900" .1900. 1900. 1900 .1900 1900. 19001 , Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 1-1 11 Grade %) -06/. 0?/. .0% 0% Storage Length(ft) 0 0 0 0 0 0 500 0 .Storage Lanes 0 0_ 0 0 0 0 1� 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane litil.Facto 1:00 1.00. 1.00. 1'.001;00 1.00 0.95.- 0.95! t;00 1.00 1.00 1.00 Ped Bike Factor F4 0.8941 0;963 0.999 Flt Protected 0.989 0.965 0.950 $a.t.4.9 low-(Pro;) .0 168.0 O� 0. 1932 0, 0 .3574 0 171 11 1811 01 At Permitted 0.907 0.772 0.883 0.114 Satd. w P6 F o (Perin); 1541 .0. Q ` 1546 0: 0, 3156 0 206 1817 0 I , ) Right Tum on Red... Yes Yes Yes Yes Satd.Flow(RTOR) 18: .28 Link Speed(mph) 30 30 40 40 Link:Dbitance M 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 Area Type: Other Ell E, P, Li E i Q:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraIfic\CA\2017pnb.syn Synchro 7- Report Page 1 rt 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour Volume Larie.GrouI' I . , N8T. Aga :';98k Volume(vph) 2 0 7 246 0 94 7 1222 0 107 780 4 Confl,..Ped§.(4/hr) Confl.Bikes(#/hr) Pea,k Hour F I actor 0.38 :0:38 - 0.38 -0 J3: 0.73 0.73 0.93, 0.93 0.93. 0.90 0.90 0.90 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 140*V'6 W616 s ON 0% , -0%, 0% 3% 0% 5% 0% 1a_/a. 3%: 2%: 1% 0% Bus Blockages(#/hr) 0 0 0. 0 0 0 0 0 0 0 0 0 P rking, (Whr) Mid-Block Traffic(1/o) 0% 0% 0% Adj.'Pbwftph) 5. 1-8 33.7 .0. :1.29 8. 1.814 0 .11.9 867 4 Shared Lane Traffic(0/6). Lane,Group-Flow I :(yph) 0 Z.. 0' 0, 466 0 0 1322 .1.19 .871 :0 Rtiwi rl 0:\Projects112 PROJECTS2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017pnb.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour Queues 'EBT Lane Group Flow(vph) 23 466 1322 119 871 V/d Ratio .0.04 0i891 0:834 1-J.6 0.96 Control Delay 9.0 42.6 21.8 162.9 40.8 Queue Delay 0.0, 0.0 0-0: 0.0 0;0 Total Delay 9.0 42.6 21 8 162.9 40.8 q*P Length 5 11.771 257 -65 361 Queue Length 95th(ft) 3 1 212 #371 #1_21' #6'16" Int emal Link Dist(ft-). `102 .1003 768 147 Li Turn Bay Length(ft) 500 Bas.e Capacity(Vph) 564572 1584 10.3 912 Starvafion Cap Reductri 0 0 01 0. .0 : pillbackC :Reducth.. 0 0 0 .0 0, ........... Storage Cap Reductri 0 0 0 0 0 Fteduc-ed"-.V/c Ratio 0.04 0.91 0.83 1.16 O'96 volume exceeds capacity,quietie is theoretically infinite. Queue shown is maximum after two cycles. 4 .95thipercentile Volume exceeds capacity,-queue may b.p.longer. Queue shown is maximum after two cycles. Lj Li Li QAPrcjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017pnb.syn r_1 Synchro 7- Report Page 3 Li 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour ,HCM Signalized Intersection Capacity Analysis Now, - NBL, T Movement, Lane Configurations V61ume..(vp -122. 2 0 7 .246 0 94 7 .2 0- 107 780 4 .Ideal.Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane.1 Wid.t.h 12 12 12, 16 16 16 12. 12 121 - 11 11- 11 Total Lost time(s) 6.0 6.0 6.0 .6.0 6.0 Lane' iii.Factor 1.00 1.00 0.95: 1 i0o 100 Fa 0.89 0.96 1.00 1.00 1.00 FR.Protected7 0.99 0.97' 1.00 0.195. 1,.00-. Said.Flow(prot) 1681 1932 3573 1711 1817 FR Permitted 0!91_ 0.77' 0;68 011 IM S.a.td.Flow(perm) 1541 1544 3156 205 1817 Peak.h ; 6urlactor,PHF 01 .38 0.38 �0.38: .0.73. 0.73: 0.73 0.93, '0.93 0.93 0.900-90; 0M A.d I j.-Flow I.1 ' ; .(vph) 5 0 18 337 0 129 8 1314 0 119 867 4 u6t AT kked on(0) 0 12 0 0 19 0 .0. 0 0 0 0 Lane."Group. -. Flow(vph) 0 1 1 1 0 0 447 0 0 1322 0 119 871 0 Heavy Vehicles 0% 0% 0% 3% -. ., 0%. 5% 0% 1%. 2% , -1% ...0% Turn Type Perm Perm Perm Perm 4 8 2 0 .P.ermitted Phases 4 8 2 6 Actuated Green,G(s) 22.8 22.8, 35.1, 351 341 .Effective. I Green,.en,g..(s) 22.8 22.8 35.1 35.1 35.1 Actuated..glC Ratio,atio. 0.33 0.33 0.50. 0.5-01 0.50 Clearance Time.(s)1 6.0 6.0 6.0 6.0 6.0 V VeNcle Extension`(s) 3.0 3.0 3.6 10 3.0: Lane Grp Cap(vph) 503 504 1585 103 91.2 v/s Ratio'Prot 0.48 L J v/s Ratio Perm 0.01 c0.29 9.42 c0.58 V/d Ratio 0.02 0.89 0.83 1-116 0,96 Uniform Delay,dI 16.0 22.3 14.9 17.4 16.6 . Pro.grepsionfactor 1.00 1.00 1.00, 1.00 1 00 I Incremental. . t.Delay,d2 0.0 17.0 3.9 136.5 19.6 Delay(s) 16.0, 39.3. 1:819 163.9 36.2 Level of Service B D B F D Approach belay16 0_ 181 VI Approach LOS B D B D 77 7; "�W,--.7,47110YE HCM Average Control Delay 33.4 HCM Level of Service C HCM Volume to Capacity,ratio Actuated Cycle Length(s) 69.9 Sum_ of lost time(s) 12.0 i6t I qsection.I Capacity'Utilization' 11-00/0 ICU.Level,of:8ervice 1H Analysis Period(min) 15 c Criticaliane broub Vi Q:1Projects112 PROJECT&2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover7ral'116CA12017prib.syn Synchro 7- Report Page 4 L P 3: Casa Blanca Driveway& Osgood Street 2017 No-Build PM Peak Hour Timing Report, Sorted By Phase �jr l ;e'7t5 as umj: Movement NBTL EBTL SBTL WBTL LeA. d/Lag Lead-Lag Optimize Recall Mode Min Min: Min Min Maximum Split(s) 41 31 41 31 Maiimuntt /0) 5.0% 43.1% 56.9% 43.1% Minimum Split(s) 35 10 35 10 YellowI Time(0) 4 .4: 4 -4. All-Red Time(s) 2 2 2 2 Mirlimuninitial 4 4- 4. 4 Vehicle Extension(s) 3 3 -3 3 Minimum Gap(s) 3 3 3 3 Time Before Reduce(s) 0 0 0 0 Time to Reduce(s): .6 6 6 4 Walk Time s) Fias.h:D Dont Walk Dual Entry Yes Yes Yes Yes inhilb--ft Max Yes Yes: Yes. Yes- Start Time(s) 0 41 0 41 41 0 4-1: Time(s) 0. Yield/Force Off(s) 35 66 35 66 Yield/Force%Off 170.(s) 315 66 35,: :66 Local Start Time(s) 0 41 0 41 Local,Yield- (s) 35 66 35 -66 Local Yield 170(s) 35 66 35 66 Intersection.Summary Cycle Length 72, Lj ControlType Semi Act-Uncoord .. Natural Cycle 80 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street F�yt o2o4 'NIX Lj06 08 F Ell r Li 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CAT01 7pnb.syn Synchro 7- Report Page 5 Lj E r � 6: BB Entrance & Osgood Street 2017 No-Build PM Peak Hour L Lanes and Geometrics ,. rr WBLTr`- WBR ' NBT;.,._•.NBR. r"SBL SBT �.an'e Group,; Lane Configurations ideal Flow(vphpl) 1900 1900 1900 1300 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade(%o) 0% 0%0 0% r ti Storage Length(ft) 0 0 0 30.0 ! Storage Lanes 0 0 0 .1 Taper Length(ft) 25 25 25 25 Lane W1.Factor 1:00 1;00 0:95; 0.95 1.00 .0:95, L Ped Bike Factor Frt 0:976. r� At Protected 0.950 Satd Flow(prof) 0 0 3465 0 1805 3574 Flt Permitted 0.950 Said.Flow(perm) 0 .0 34.65 0 1.805 3574 r1 Link Speed(mph) 30 30 30 Link Distance(ft) . 300 227 383 Travel Time(s) 6.8 5.2 8.7 r Intersection=Summary=� �.� '�. .�,...m1�,� •� . -r- ,r, ,�.:.n9�� L_ Area Type: Other v r n LJ r LJ r1 U r, LJ r- LJ r Q:1Prcjects112-PROJECTSl2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pnb.syn Synchro 7- Report Page 6 u .J ' 6: BB Entrance & Osgood Street 2017 No-Build PM Peak Hour Volume La r.'nei'... .'Gr. Volume(vph) 0 0 1109 209 78 891 Confl Peds .(#/.hr) Confl.Bikes(#/hr) C Peak Hour.Factor 0.92 0 92 0.91 0:91 0.88 0.88 Growth Factor 100.% 100% 100% 100% 100% 100% Heavy Vehicles('/) 0% -0% 2% 0'!a Bus Blockages(#/hr) 0 0 0 0 0 0 Parking (4, 'r). Mid-Block Traffic(%) 0% 0% 0% Add Flow,(vph) 0 0 1219 230 89 1013' Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 1449 0 89 101:2 iw'�7ar.*."y�V^Cc"'"�"'fA, .t*. s r n' - � 5�.- ��{,�+,,.�?•..- �, r Rll^r1 G"^..^<JP*•xy^+�<��sr-sr.�i.nc'T'rcJ`.Cttry Lrl�?`Vr+ r ntei'SECtIon;Summaryr EA�y��'�J..f A z.A>�..�'.'� ..��;;'a�."� .-h•<.e;.�� t.44.t:[''',lY..��:�:SAK�'1Si�ti.w.+i?TT9'.�7.3_ i A .a .k.�.a{:�� :��i c n U F7 L n QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn Synchro 7- Report Page 7 Li L� 6: BB Entrance & Osgood Street 2017 No-Build PM Peak Hour HCM Unsignalized Intersection Capacity Analysis 77 Lane Configurations Yolum' e..(v6h/h) "0 0. 11.09 209, 7,8., .891, Sign Control Stop Free Free r i Grader 6% Peak Hour Factor 0.92 0.92 0.91 0.91 0.88 0.88 069r;Iy flow rate.(vp .0 O 121.9. 2.30 .89 11.0.12 Pedestrians Lane Width(ft) Walking Speed(ft/s) PercentBlocka' : Blockage Right turn flare(veh) Median echan type None -None Median storage veh) Upstr,eaM:sjghaI(ft) 227 pX,platoon unblocked 0.70 0.70 0.70 vC pnfiicting volume 2017 724: 4448 vC1,stage I conf Vol RC2,stage cordf Vol vCu,unblocked vol 1589 0 773 ic,single.)(sy. '6.8 6.9. 4.1 t6 2 1 stage(s) W'W 3.15; 3.3 2.2 PO queue free% 100 100 85 cm papacity'(veh/b) 60 760 593 NB 1 NB 9B 1 99 2 '-89'.3- Volume Total' 06 506 506 Volume Left 0 0 89 0 0 Volume. bRight. 01 230 p 0 CSH 1700 1700 593 1700 1700 Volume to Capacity 0.48 0.37 0.15: 030 0.30 Queue Length 95th(ft) 0 0 113 0 .0 controi:60y1s)16 Q:0 .0 0;0 12.1 0.0 0.0 Lane LOS B Approach:Dblay..(s) 00.0 Approach LOS K'71_1"�_ Average Delay 0.4 Intersection. Utilkati6h 46,80% loutevel of Service ct y: A Analysis Period(min) 15 LJ Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn Synchro 7- Report Page 8 C 8: Commerce Way& Osgood Street 2017 No-Build PM Peak Hour r, Lanes and Geometrics Lane Group . ::EBL, " EBT` is EBB tr'.WBL : :WB1•' ,UVBR;:;,` 9E ::'', NBT.,F N'8R>r{ 89' r'SBT ;'SBR Lane Configurations 4 ideal Flow(vphpj), 1900 1900 1900 1900 1900 1900. 1.900 1900- 1900 1900. 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 bra de('lo) 0%0. 0%a N. Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 '0 '0 1 0, 0 0' 0 Taper Length(ft) 25 25 25 25 25 25 25 _ 25 Lane Ut l Factor. 1..00 1.00. 1:_0.0 1.00 .1.00 1.00 0.95 0:951.00 1.00 0:95 .0.95 Ped Bike Factor Frt 0.906 0:850. 0:998 Fit Protected 0.985 0 953 0.999 Satd Flow(prof) 0 1.728 0 0. 1811 1615 0 3572 0- 0. 8. 568 .0 Flt Permitted 0.985 0.953 0.999 Satd Flow(perm) 0 1728 0 0 1811 161.5 •0. 3572. 0 0' 3.568 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360 31°5 383 81.1 n Travel Time(s) 8.2 7.2 6.5 13.8 r,.....rre*.•..�. i "' �-.. r..t-+-n.tea r ...._.� I.v: rn�ti rrrry fm. i^"�.rr,.v ..�..f••r^+.{^� ....+.-! -�,. , Ls Intersection:Summary'_f :`Y °,r. ; ' '.. at:•;: ..�?M1,`. " t .u� �4 rpt : , .r;, t , �.�: .^: , �'r � . Area Type: Other Mi ` v L, n FJ �1 U F7 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb.syn Synchro 7- Report Page 9 u n 8: Commerce Way& Osgood Street 2017 No-Build PM Peak Hour Volume 4\ t /0 l Lane Group� .EBL .EBT'• .EBR,•. :WBL �V�IBT a`' .WBR.:f��NBL�<f r NBT.'� �NBRk .�SBL ��Sf3T�.:, SBA .� Volume(vph) 19 0 45 191 3 106 28 1081 0 0 733 10 COnfl Peds:.(#Ihr) Confl.Bikes(#/hr) Peak Hour Factor' .0.80- 0.80 0,80 0.94 0.94 0.94 0.91 0.:91 0.91 0:85 0.85; 0:85 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100%° 100% 100% 100% Heavy Vehicles(%) 0'/0 0%° 2'/0 0°Io 0% 0% 0% 1% 6% 0% 1%° 0%° Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 f, Parking (#fr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj Flow_(vph) 24 0 56 203. 3 113 31; 1188 0 0 862. 12 *� Shared Lane Traffic(%) Lane Group Mow(vph) 0 80 Q 0. 206 113 0 121.9 0 0 874 0 T..n '�. M1 al.'7^+^+raT"'X'3'.."R "...f •rxY 5 f ^P 1f', T...yyy. FT-r-{�a.�. ••—r.;,..nn, -.;+.r � n r i y,�I�'^.J'� �"'i• w�.s. � �.e u Y s.:i.%�� r� 'v .'�Y:°+! � ��r :d. 1•nt�i.Q.CWn,Smmary :.S .3 t��k� �. S �r 1.« .� ,#` ,1�•' ...fF�•,.h..t :� t?.,. .r. ,.z Y:.«'.Q.f.±ri..,a;..,;... rl n i , A V n rl fl r1 C1 e__, L_, 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017pnb.syn Synchro 7- Report Page 10 r Li 8: Commerce Way& Osgood Street 2017 No-Build PM Peak Hour r_1 HCM Unsignalized Intersection Capacity Analysis N 4N 4 t n, E. Lane Configurations 4# Li Volume. :19 -28 (v0h,/h) U 45 .1.91 3 .106 1081 0 0 733 10 Sign Control Stop Stop Free Free Grade. 0% 0% _0% 0%a- Peak %ePeak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0.85 0.85 Houjly*w'rafe 24 .0 56. 20 3 113 31 1188 '�:O.� , , (vph)� 0 862 :12 Pedestrians LaneWidth. (,(ft) Li Walking Speed(ft/s) Per ntblockage Right turn flare(veh) L_j Median type None e None Median storage veh) Upstrearn sign al 6.10 A platoon unblocked 0.73 0.73 0.73 0.73 0.73 0.73 vC.I..conflicting volume 16.38 2.1.18 43.7* .1737 2124 594 874 -11.88 vC1,stage I conf volta- vt�_.s-oe:2.conf.-vol 1.. o. - , vCu,unblocked vol 1138 1794 437 1273 1802 0 874 522 ic..single 4) 7.5 6.5* 6.9 7.5 6.5: .6.9 4.1 4.1 tC,2 stage(s) tF.( 15 4.0 3.3 9.6. 4;0 3.3 2.2 22. pO queue free% 74 100 90 0 94 86 96 100 r_1 cM capacity(veh/h) 93 57 567 81 57 7918 781 771 direction;Lane# tB,1 Wb'1 Wb 2 NB-i Wb 2 8B f SB 2 Volume Total 80 206 113 427 792 .5. 75, 299 7 Volume Left 24 203 0 31 0 0 0 .Li Volume*Right 56 0 113 01 0 D. 12 cSH 225 80 798 781 1700 1700 1700 Vol Imeto.0, Ap4city 0.36 2.57 0.14 0 04� 047 '0.34 0.18 . Queue Length 95th(ft) 38 492 12 3 0 0 0 Q0*!Delay(s) .0 ' .:29.6 824:0. .1.0.3 1.2 ..0.0 0. 0.0. Lane LOS D F B A *040-061ay:(p). 29.6 636;5 0.4 :0.1 0. Approach LOS D F Average Delay 69.9 tseCtjo L_j Intersection-Cap ilization 7.4.1:0/o.. D: .n - I.CU:Lev6[,ofI.S0ice Analysis Period(min) 15 LJ 7 t-i Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pnb.syn Synchro 7- Report Page 11 Li r � 3: Casa Blanca Driveway& Osgood Street 2017 Build PM Peak Hour Lanes and Geornetrics r , �..... . _�. ,_WB T j'1NBR BL NBTSBL , NBR:.r:. .r' S�BT ' {.°SBR N •-, Lane Configurationsa ' _ Ideal Flow(yphpl) 1900 1900 1900, 1900 1906 1-900 100.0: 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 r Grade.('/o) 0 0%. 0% 0% Storage Length(ft) 0 0 00 0 0 500 0 L Storage,Lanes 0 0 0 0.. Oi 0 i D Taper Length(ft) 25 25 25 25 25 25 25 25 Lane lltil.Factor 1.00 1100 1..00 1:00 1.00 1.0.0 0:95 0.95; 100 1:00 UO. 1.00 L J Ped Bike Factor Frt 0.894 0.062 0.999 r Flt Protected 0.989 0.965 0.950 Said Flow(prof) 0 1680 0 0 1930 0 0 3574 0 1713 1817` 0 L f Flt Permitted 0.907 0.773 0.846 0.114 Said Flow(perm) 0 1541 0 0 1546 D: .0 3024' 0 205 181.7 0 r i Right Turn on Red Yes Yes Yes Yes L Satd.Flow(RTOR). 18 25. Link Speed(mph) 30 30 40 40 Link Distance(ft} 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.977 `J on Summary" r.- r ) ^^^r, v �ntersecfi - r ;, Y7T r Area Type: Other L J r � L. rl L J r 1 La r LJ ri U r'l LJ r LJ r L J Q:1Project02 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017pb.syn Synchro 7- Report Page 1 r l r 3: Casa Blanca Driveway & Osgood,Street 2017 Build PM Peak Hour M Volume - NBT ? NBR: Li Volume(vph) 2 0 7 246 0 97 7 1253 0 110 810 4 Confl.;Peds.;(#!hi) n Confl.Bikes(#%hr) Peak Hour Factor - :0.38; 0 38 :0.38 0.73 0.73 0 73 0:93 0.93_ 0.93 0'90 0.90 0:90 L-i Growth_Factor 100 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy:Vehicles(°ro). 0% 0%. 0% 3% 0%c 3% 0% 1'/c 3✓. 2%0. 1% 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 L_,' Parking. Oft) Mid-Block Traffic(1 0% 0% 0% 0% n Adl Flow NO) 5 0 18, 337 0, 133 8 1347 0 122: 900 4 U Shared Lane Traffic(%) Lane Group Flow(vph): 0: 23 0 0 470 0 _0 135.5 :0 1.22 904 0 `"" TC'e'.,Y�xRP j f :3 `/, ;.. - .�';,i1 Y v Y. '�,+v 4 HY•F 1 < < Y{ k s° <_�. �°t �", kWit. ,.�. . n Li Lj r Li LJ n Li n u n L..j M QAPrcjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING ButCher Boy No AndovehTraffic1CA12017pb.syn Synchro 7- Report Page 2 u � M Li I 1 3: Casa Blanca Driveway & Osgood Street 2017 Build PM Peak Hour . Queues - rti Lane Group�. .�. `SBS'..•, �>� ,., �a, ,:., Lane Group Flow(vph) 23 470 1355 122 904 v/c Ratio 0.04 0.90 0:90 1A8 0.99 Control Delay 9.0 43.5 26.4 174.4 49.6 Queue Delay 0.0 0.0 0:0 0.0; 0.0- Total Delay 9.0 43.5 26.4 174.4 49.6 Queue Length:50th(ft) 1 181 278 68 -406. Queue Length 95th(ft) 3 215 #432 #125 #650 r Intem.al Link Dist{ft) 102 1003' 768 147 Tum Bay Length(ft) 500 ` ' Base Capacity(ph) 562 568 1512 1:03 90:.9 Starvation Cap Reductn 0 0 0 0 0 r .pillback Cap Reductn 0 0 0 0 0 �_ Storage Cap Reductn 0 0 0 0 0 Reduced We Ratio. 0:04 0.83 0.90 1.18 U.99 r i �� .r s,m3'a� Intersection Summary' ',• fir'J,. s �., v 4.,,_ f ,s �.�:i: . tir Volume exceeds capacity,queue is lheoreticaGy infinite. Queue shown is maximum after two cycles. r # 95th percentile volume exceedscapacity,queue may be longer. Queue shown is maximum after two cycles. r� LJ UI LJ ri LJ r LJ n LJ r-I L—j n LJ r L� U QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA12017pb.syn Synchro 7- Report Page 3 r r, r 3: Casa Blanca Driveway & Osgood Street 2017 Build PM Peak Hour HCM Signalized Intersection Capacity Analysis U 4\ NBT,'-1.,-_.;,,NB, "S 'F�.68f.;�S�'SBR EBT. Movement EBL k 8c Lane Configurations (vph) 7 246- 0 97 7 1253 0 110 .810 4 11.1 , Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane width , 12. 12 12 16 16 16 19 12 12 11 11 11. Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane e MI.Fictof 1.00 1.00 0.95 140; 1001.` Frt 0.89 0.96 1.00 1.00 1.00 Li Flt Protected 'um ON 1.'00 .0.*95: 1.00 Satd.Flow(Prot) 1681 1931 357.3 1711 18,17 n Flt�eirmifte.d 0:91,91 0..77 H5 0.11 I.M I Sat8.Flow(perm) 1541 1546 3023 205 1817 U Peak-hour factor,PHF 0.38 0.38 0.38 0.73 :013 0.93 0.93 :0.93- .0.190 -0.00 0.96 Adj.Flow(vph) 5 0 18 337 0 133 8 1347 0 122 900 4 RTORA6ductioh.(vph): 0 12 .0� 0 17 0 0 0. 0- 'V :0 0 Li Lane Group..I Flow.. . (vph) 0 1.1 0 0 453 0 0 1355 0 122 904 0 Heavy-Vehioln:(°) 0% 60/6 . 0% .. j%: 0°I �0%% 1% .2%. .. 1%0_ :0,4 Turn Type Perm Perm Perm Perm Protected Phases 4. 8:. 2. 6 Permitted Phases 4 8 2 6 r_1 4t0a.tedGreen,G°(s)I 1 23.0 2&01 351 8,5A 351A Effective Green,g(s) 23.0 23.0 .35.1 35.11 35.1 Act I uated -a/C,Ratio, 0.33, 033 - 0.50 0.50 0.50 Clearance Time(s) 6.0 6.0 6.0 6.0 61.0 Vehicle Extension(s) 3.0 3.0 3.0 8.0 3.0 Lane Grp Cap(vph) 506 507 1514 103 910 v/s Ratio,Prot 0.50 M v/s Ratio Perm 0.01 c0.29 0.45 c0.59 y/c Ratio :0;62 .6.69. 0.89 1.18 0.99 Uniform Delay,dl 15.9 22.4 15.8 17.5 17.4 Progressi-on FaCtOT 1.00 1...00 1.0.0 1.00 1.0.10 Incremental Delay,d2 0.0 17.9 7.2 146.6 28.1 Delay 16.0 40.8 23.1 164.1 457.4 .. _ Level of Service B D C F D M roach be'lay..(s)- 1B.D. 40.3 25.1 59:5 L, Approach LOS B D C E 3P 5 tion, urn M HCM Average Control Delay 38.9 HCM Level of Service D % .. .Volume 1—— 6 ti HCM Vold'M6 to-- -apadity:rq o 147 Actuated Cycle Length(s) 70.1 Sum of lost time(s) 12.0 Intersection Cap ' -Utillizatioln 118.0% IcUtevol of Service H. _acq . k Analysis Period(min) 15 6 Critical Lane Group Li Q:\ProjectsM PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndovMTraffic1CA12017pb.syn F-1 Synchro 7- Report Page 4 Li 3: Casa Blanca Driveway& Osgood Street 2017 Build PM Peak Hour Timing Report, Sorted By Phase '7� , 6 Phase 2 ` Movement NBTL EBTL SBTL WBTL Lead/Lag Lead-Lag Optimize r I Recall Mode :Min' -Min Uin :Min. Maximum Split(s) 41 31 41 31 Maxi.Mum Split(%) 56.9%, 43:1.o- 56.9% 411%.Z Minimum Split(s) 35 10 35 10 .yeil6wlime 4 4 4 4 All-Red Time(s) 2 2 2 2 1, J Mi himum 1nit ia 1 4 4 4 4 Vehicle i cl e Exte ns ion(s) 3 3 3 -3 .. I I- - - '. Minimum:*(t). 3 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To Red ucq{s) 0. 0 .0 :0, r ti Walk Time(s) LJ Fl.ash,,Dbh.t Walk(s) Dual Entry Yes Yes Yes Yes r i Inhibit Max Yes Yes Yes Yes Start Time(s) 0 41 0 41 Lj End Tjme(s) 41, .0 41 0 Yield/Force Off(s) 35 66 35 66 Yield/Force Off If 70(s) 35 66. 35.: 66. Local Start Time(s) 0 41 0 41 Local Yield d(s 11) 35 66 35 66 Local Yield 170(s) 35 66 35 66 intersection Summary Cycle Length 72 Control Type.. Semi Acto-Uncoord Natural Cycle 90 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street t o2 o4 m 06 08 r Q:1Projects112 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pb.syn Synchro 7- Report Page 5 r 6: BB Entrance & Osgood Street 2017 Build PM Peak Hour Lanes and Geometrics Lane Configurations: I a I hol) 1900 1960'. 71900 A00 1066 1900, da !,,F'oW(v.p' Lane Width(ft) 12 12 12 12 12 12 Grade�-/O .0% 0% 0016 Li Storage Length(ft) 0 0 0 300. Stora-e1anes .0 0 0 1 n Taper Length(11) 25 25 25 25 Lane MI Factor 1.00 1.00 0.95 0.195 1-.00: 0.95 Ped Bike Factor Frt 6.973 Lj Flt Protected 0.950 Satd.Flow,(pro .0 0 3456 0 1805 3574 Flt Permitted 0.950 40.Flow(Pe* 0� ' 0 3456 0; 1805 :3574 ; Li Link Speed(mph) 30 30 .30 L.ink Distance(ft) 300 227 383 Travel Time(s) 6.8 5.2 8.7 -77 • '1".. Area Type: Other 7 L-j Li Lj .L-i Li Li r Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pb.syn Lj Synchro 7- Report Page 6 r Li r , 6: BB Entrance & Osgood ood Street 2017 Build PM Peak Hour Volume ' .-.• .. ,P.__ ...,. :cam � t,l 1 J" t r:.f- a' Y'. i � t Lane Group , , ,, WBL . WEI Volume(v_p h) 0 0 1109 243 92 924 CW.Peds.(#fit). Confl.Bikes(#/hr) Peak.Hour Factor 0:92 0.92 0.91.. 0.91 0:88 0.88' Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles �Q% 0% 2% 0% 0% 1% Bus Blockages(#/.hr) 0 0 0 0 0 0 Parking.;(#/hr) Mid-Block Traffic(%) 0% 0% 0% `J Adj.Flow(vph), 0 0 1219; 267 105 1.050 r, Shared Lane Traffic(°/G) Lane Group Flow(vph) 0 0 1486 Q 105. 1050, .. ..T.. ,.,t x.. s l� r.g... r } .H,. - r-iv -i•er�,Fr .v ,T•a'7+'sr'�WYV'x' Intersec�on°'Summary t,. �.t -...;�f�. T�„;...1 ,,,�'. . �- ,:� . .�•;�..r,� . �. a;;r'-.�.. -, �<.},.��.�.? r, L, r, LJ r" L j r � LJ fl L� r 1 LJ 1 LJ r-I L� f l u u r 1 u 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pb.syn Synchro 7- Report Page 7 r v r, 11 E6: BB Entrance & Osgood Street 2017 Build PM Peak Hour F1 HCM Unsignalized Intersection Capacity Analysis Li 'S WBR `NM":4,� -WBL: Movement., Lane Configurations I tt Volume--( hlh,) 0 0 11.0$ 243, .92. 924 Sign Control Stop Free Free Grade M .0016- 0% Peak Hour Factor 0.92 0.92 0.91 0.91 0.88 0.88 Hourly flow rate..(vph,) 0 0 1219 267 105 1050 Pedestrians ('.*Width(ft) Walking Speed(ft/s) Percent 8 lockage Right turn flare(veh) We Med None None Median storage veh) Upstream s:ig'na.J,(ft) 227 pX,platoon unblocked 0.68 0.68 0.68 Vconflicting. C . volume 2086 743 148.6 r-1 vC1,stage 1 cont vol vC.2 stage 2 coni vol vCu,unblocked vol 1662 0 783 tC.;single(4 .6;8 6,9 4.1 tc,2 stage(s) Li T(s) 3.5 3.3 2.2: pO queue free% 100 100 8.2 CM Capacity(Veh/h) 50 745 577 b1r-e-ctioh',--La'n'-e# N8 Ir N'B' 2 8B 1 SB 2 S133 Volume To I tal 8.12 6Z3. .1.05, 525: 525 Volume Left 0 0 105 0 0 L-j Volume Right 0 267 Q., cSH 1700 1700 577 1700 1700 Volume to capacity 0.48 0.40. 0.18. 0.31 0.31 Queue Length 95th(ft) -16. Control_. .Q6lay:(s) 0.0 O.D. 12.6. 0 0.0. Lane LOS B : proachb6la.y4s) 0.0 11 . i, .. Approach LOS 7-71.17-1 71741f, 5 Average Delay 0.5 Intersection .p'Ca ac'y"UtNiAtion., 5620). -ICU ev-el of Se vice A Analysis Period(min) 15 I r-1 Li r Lj Q:\Projects\l 2 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Tr.affic\CX2017pb.syn Page 8 Synchro 7- Report �l 8: Commerce Way & Osgood Street 2017 Build PM Peak Hour Lanes and Geometrics Lame Group EBI. :��EBT _EBR ' 'WBL ' WBT WBR. ,NBT: � NBR.;?': SBL'a SBT''. :SBR Lane Configurations c Ideal Flow(vphpl) 1900 1900 1900 1900 1900. 1900 1900 1900 1900 1.900 1900_ 1:900 `J Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade(°) 0% 06/. -0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes -0` 0: 0 1 0- - 0 0' 0 Taper9�Len ft25 25 25 25 25 25 25 25 , Lane w).Factor 1.60 1.00 1.00 too. 1.00 1.00 0:95: 0:95 1.00; 1.0.0 0:95 0.95 Ped Bike Factor Frt 0.906 0.850 0:998 Flt Protected 0.985 0.953 0.999 , Satd.Flow(prot) 0 1728 0 0 1811 1615 0 3572 0 0 3568 0 At Permitted 0.985 0.953 0.999 Satd,Flow(Plow- 0 1728 0. '0 1811 1615 0 3572 0 0 3564 0 Link Speed(mph) 30 30 40 40 Unk Distance(ft) 360 .315. 383 811 Travel Time(s) 8.2 7.2 6.5 13.8 � L p {e. n• v..3n3.. a7 U Area Type: Other r-1 r , r, LJ r , L J r-i lJ r � v u f � LJ r� u Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017pb.syn Synchro 7- Report Page 9 r LJ r-• 8: Commerce Way& Osgood Street 2017 Build PM Peak Hour Volume -WBTr.; BL' SST Y;SBA Volume(vph) 19 0 45 224 3 120 28 1081 0 0 747 10 Confl.Bikes(#/hr) P,6ak:.H6ur Pictor b-8o: 0.80 030 1 0.94. U4 0:94- 0.91 U1 1 0.91% 0.85. U5 :.0.85 Growth Factor' 100.% 10.0% 10.0% 1.00% 100% % 1 1 00-% 100% 100% 100% 100% 100.% 100% Heavy Vehic-les N .0% 0% 2% 0% -:0% 0% 0% 1%:. .06/6 0%; 1*% 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (or) _ Mid-Block Traffic(1/6) 0% 0% 0% 0% �, qj.Flow.(yph)� 24 0 56 238 3, 1:28: .3'l 1188 0 0 :879 12 Shared LaneTraffic(%) - — Li LaneGroup".Fiow�v 0 80 0, �O 241 128 .01 1219 0 .0 891,. 0 1. ne. .. p: �_, p C �'nlersectio��Surrtmary RTF.t�'c�'k rtiftr��'*/ p*r �"`M� �� s�'z�+.y�.a 0.� yk1l�'ff tr)�. +` n� Ct r ii•� 1 7 tut � � �. 'F 'ir� y�Sr Li Lj U r_1 U Li rl Q:\Projects\12 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017pb.syn Synchro 7- Report Page 10 Lj r-I Lj r) 8: Commerce Way& Osgood Street 2017 Build PM Peak Hour HCM Unsignalized Intersection Capacity Analysis -► `� it .- 4. 4% Movement... . EBL. EBT` '.EBR,��,:WBL..;:.'WBT,'. WBR.. NBL :°':NBT :.YNBR k `SBL. ;.rSBT:, ;.SBR Lane Configurations' ` r� Volume(veh/h), 19 0 45 224' 3 120 28 1081; .0 0 747 10 Sign Control Stop Stop Free Free Grade 0%: 0% 0 0% r Peak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0.85 0.85 Hourly flow rate(vph) 24 0 55 238 3 128 31 11'88 0. 0 879 12 Pedestrians r Lane Width(ft). Walking Speed(ft/s) ` Percent Blockage Right tum flare(veh) r Median type None None L; Median storage veh) A Upstream signal,(ft) 61 r� X,platoon unblocked 0.72 0.72 0.72 0.72 0.72 0.72 vC,conflicting volume 1669 2134 445: 1745 2140 594: 891 1186 u vC1,stage 1 conf vol vC2,stage 2 conf' vol r vCu,unblocked vol 1163 1805 441.5 1268 1813 0 891 498 L� tC,single(s) 7.5 6.5 6:9 7.5 6:5 6.91 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4 0 3.3 2.2 2.2 p0 queue free% 72 100 90 0 94 84 96 100 ` cm capacity(veh/h) 86 56 560 81 55 790 770 779 _ n Direction,Lane# _ EB 1 WB 1 WB 2 NB 1 NB 2 . 8131 SB 2 Volume Total 80 241 128 427 792 586 305 ` Volume Left 24 238 0 31 0 0 0 rl Volume Right 56 .0 1.28 0 01 0 12 cSH 212 80 790 770 1700 1700 1700 Volume to'Capacity 0.38 3.01 0.16 0.04 0.47 0:34: 0:18 Queue Length 95th(ft) 41 Err 14 3 0 0 0 r Control Delay(s) 31.9 Err 10.4 1.2 0.0 0.0 -0-0 Lane LOS D F B A Approach`Delay(s) 3109 654.4.7 0.4 0:0 r, Approach LOS D F 7•^a-r'e., +cc+--a:r�;c+:+rcc-•- -r.,.. ,t. ..r„,.,r-- r'•fin-^?..... ..�y+ o ti •rrRra lx^^ _.�--+,•r} ra �,n-,^ ..,;#'" .vrk �. l� jntescfion Summary ^37" Average aP. ry r . ntersection IG aci_ Utilization 549/0 ICU Level Service- D Analysis Period(min) 15 n Q:1Projectsll2 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic1CA12017pb.syn Synchro 7- Report Page 11 r , r1 n 11: BB Entrance & 2017 Build PM Peak Hour Lanes and Geometrics Lj e'GrouPtk z: EBI: _:_;EBT EBR;,.:'WS Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 12 12 12 12 12 12 r1, Grade(%),. ..- . 000 00/0 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0. n Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.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 Ped Bike_ Factor Frt. 0.932 r-1 Flt Protected 0.955 0.976 0.996 Satd.Flow(prot) 0 1779 0 0 1694 0 0 1863 0 0 1855 0 Flt Permitted 0.955 0.976 0.996 Said.Flow(perm) 0 1779 01 0 1694 0 0 1863 0 0 1855 0 Link Speed(mph) 30 30 30 30 L, Link Distance(ft) 223 77 69 123 Travel Time(s) 5.1 1.8 1.6 2.8 Area Type: Other A , L, n Lj M u LJ Lj U n U Lj Li Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pb On-Site.syn Synchro 7- Report Page 1 Li 11: BB Entrance & 2017 Build PM Peak Hour Volume W 77r 777, BT-' "WB R..-��`MNBC �f.NBT NBR, BA Volume(vph) 273 14 0 5 0 5 0 47 0 5 48 0 (bnfl.Peds,(#/hr) Confl.Bikes(#/hr) Peak Hour Factor 0.92 0.92 0.92 0.62 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% .Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2%- 2% Bus Blockages, (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#Ihr) Mid-Block Traffic(0/6) 0% 0% 0% 0% Adj.Flow(vph) 297 15 0 5 0 5 0 51 0 5 52 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 312 0 0 10 0 0 51 0 0 57 0 ritersection Summary !. "',W57 ri Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pb On-Sit e.syn Synchro 7- Report Page 2 Li L 11: BB Entrance & 2017 Build PM Peak Hour HCM Unsignalized Intersection Capacity Analysis FI _-* __p� -V '- 4_ 4\ t /10- �► l ovement rr: V:- _` : EBL==: _E T..` EBRD: �1/VBL:_:JNBT ,_ UIIBR BL.�.,'BT A;,_ :SBL �SBTf SBR Lane Configurations 4 4+ '� M +T Sign Control Stop Stop Stop Stop Volume(vph) 273 14 0 5 0 5 0 47 0 5 48 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.9.2 0.92 0.92 0.92 0.92 0.92, 0.92 0_.92 Hourly flow rate(vph) 297 15 0 5 0 5 0 51 0 5 52 0 erection; e`.# z EB.t�. _WB;11::.. Volume Total(vph) 312 11 51 58 Volume Left(vph) 297 5 0 5 Volume Right_(vph) 0 5 0 0 Hadj(s) 0.22 -0.17 0.03 0.05 Departure Headway(s) 4.4 4.3 4.8 4.8 Degree Utilization,x 0.38 0.01 0.07 0.08 Capacity(veh/h) 800 780 701 695 n Control Delay(s) 10.1 7.4 8.1 8.2 Approach Delay(s) 10.1 7.4 8.1 8.2 Approach LOS " B A A A me section.Summa ` L; Delay 9.6 HCM Level of Service A n Intersection Capacity Utilization 35.9% ICU Level of Service A L Analysis Period(min) 15 n u u I U r U u h I U f Li 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pb On-Site.syn Synchro 7- Report Page 3-. n L 3: Casa Blanca Driveway& Osgood Street 2017 Build PM Peak Hour Observed Flow Lanes and Geornetrics WAA PITfRA EBL.,X; EBT 7ff6f. Lane Configurafions Ideal Flow..,(vphp0 I..M- 1900 1900 1900. 1006 '1 960 1900 1900 IW11.9. O, 1900 1900. 00 Lane Width(ft) 12 12 12 9 9 9 12 12 12 11 11 11 Grade M 0%, 0% 010/6 0%:: r i Storage Length 0 0 0 0 0 0 500 0 Storage Lanes 0 0. 1 0 0 0 1 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane-Util.Factor 1.00. 1.00: 1-00: 0..95 0.95. 1.00 0.95 .0.9$ 1.66. 1.00: 1..0.0 1..001 Ped Bike Factor Frt 0.894 0.912 6.999 Fit Protected 0.989 0.950 0.980 0.950 Saw ow, t 0 0 -0 1.711.. 1817 0 FI (Pro 1680 0 1498 1394 0.� 3574, Fit Permitted 0.928 0.742 0.855 0.919 0.122 LJ Satd.Pow 0 157.6; 0% fit �1�16 0 0. 3285, 0 22:0. 181,1 7 �0 ....(per.m) U-1 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) .18. 25 Link Speed(mph) 30 30 40 40 Link bistance(fW 1.083 1 .848. 11 227 Travel Time(s) 4.1 24.6 14.5 3.9 kiriki U 7 Area Type: Other LJ LJ LJ LJ Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pb-obs.syn Synchro 7- Report Page 1 3: Casa Blanca Driveway& Osgood Street 2017 Build PM Peak Hour Observed Flow Volume n Lane:GroMup. EBL. y':EBTEBR; wBL ` WBT,t 'wBR rNBL�, .a NBT:w.;r,,NBR�`' cSBL j :'.S$TnrSBR Volume(vph) 2 0 7 246 0 97 7 1253 0 110 810 4 U Confl. Confl.Bikes(#/hr) Peak'lour Factor `0.38 0.38 _ 0.38. 0.73 0.73; 0.73 0 93, 0.9 3: :0.9.3 0.90. 0.90 0:90 Growth Factor 100% 100% 100% 100% 100%- 100% 100% 100% 100% 100% 100% 100% Heavy Wh cles,(%. 0 0% 0/0 3./0; 010 5% Q/% 1% 31% 2% 11% 0% r Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Mid-Block Traffic(%/%) 0°/% 0% 0% 0% 5, (%) , 337 0: 133. 8 1347 0 122 900 /% 4 Atl Flow lt: , 0 18 _ Shared Lane Traffic 28% u Lane Group Flow(vph). 0` 23 0 243 227 0 0 1355 0 122 904 .0 'T^!T•f'':. on,T+�'-+4:f.+v,•.'vxutCt' r fr r7 °Lk ice:py� � rr 'T., it 'LY.:�'F^",,Ir -�+�rt+ T}�. +'T°"'e;. nr •at;t st >i� L! n L, n U F-1 Li n r U n U n U n Li Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017pb-obs.syn Synchro 7- Report Page 2 U :-1 3: Casa Blanca Driveway & Osgood Street 2017 Build PM Peak Hour Observed Flow Queues B •. r-•4 r -t r^-` r �.' Lane Grou"'-;" EBT . .WBL �IVT: NBT<: ro. ,�' Lane Group Flow(vph) 23 243 227 1355 122 904 v/c Ratio 0.05 0.75: 0:64 0.77 1.03 0..93 Control Delay 9.2 36.1 26.7 17.2 118.8 33.9 Queue Delay` 0.0 0.0. 0.0 fl 0 0.0 0 Total Delay 9.236.1 26.7 17.2 118.8 33.9 Queue Length 50th(ft) 1 9t 73 214 5.6 31.7 Queue Length 95th(ft) 3 126 104 #359 #118 #650 Internal Link Dist'(tt) 102 1003 :768. 147 Turn Bay Length(ft) 500 - : Base Gapaaty(yph) 616 449 483 1766 118 977 Starvation Cap Reductn 0 0 0 0 0 0 r Spill. back Cap Reductn, 0- 0 0; O. 0, 0 u Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio, 0;04 `0.54; 0.47 0.77 1.03 0:93. r i • .rrr::x^...z'�"Tmsr.`lr T_ri#ersectlon'v Sammary1 -77 ••»p,r•- fj� , - V +zh:iJ Volume exceeds ca ac , p ity,queue)s theoretically infinite: Queue shown is maximum after two cycles. r, # 95th percentile voluine;exceeds capacity;queue may be longer. Queue shown is maximum after two cycles. n r1 v t� U si U n r� U L� f l U Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017pb-obs.syn Synchro 7- Report Page 3 r � u V3: Casa Blanca Driveway & Osgood Street 2017 Build PM Peak Hour Observed Flow HCM Signalized Intersection Capacity Analysis Lj ` �► '- t 1 Movement,. EBL > EBT :. IBR 'T.WBLVUBT `.WBR:, fVB6T , 1BR� `:SBL^ Lane Configurations , 1 4* Volume(vph) 2 0. 7 246. 0 97 7 1253' 0 110 81U 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width .12. 12 12. 9' 9 9 12` 12 12 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 0:95' 0:95 0.95 1:00 1:00 Frt 0.89 1.00 0.91 1.00 1.00 1.01.0 PI Protected 0.99 0.95. 0 98_ 0.95 100 Satd Flow(prot) 1681 1498 1394 3573 1711 1817 F4 Permitted 0:93 0.74 0:86- 0 92 0:12 1.00 r Said.Flow(perm) 1577 1171 1216 3287 220 1817 leak-hourfactor,PHF 0.38 0.38; 0.38 :0.73 0.73 0.73 0:93 0:93 0.93. 0.90 090 0.90 Adj.Flow(vph) 5 0 18 337 0 133 8 1347 0 122 900 4 RTOR Reduction{vpf); 0 13 0 0 18 0 0 0 0 0 0 Lane Group Flow(vph) 0 10 0 243 209 0 0 1355 0 122 904 0 : Heavy Vehicles(%) 0°!° .. . 0', 0'/ 3% % 50/. . 0% 1 J° 3'% 2% M ,. 0% Tum Type Perm Perm Perm Perm Protected Phases 4 8 2 ;6 Permitted Phases 4 8 2 6 Actuated'Green,G(s) 18.2 18.2 18.2 35.3 35:3 35.3 Effective Green,g(s) 18.2 18.2 18.2 35.3 35.3 35.3 Actuated g/C Ratio 0.28 0.28 0.28 0.54 0.54 0.54 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s). 3.0 3.0 . 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 438 325 338 1771 119 979 vis Ratio Prot, 6.50 v/s Ratio Perm 0.01 c0.21 0.17 0.41 c0.55 v!c Ratio 40.021 -0.75 0.62 0:77 1;03 .0,92- Un i fo r rn 0.92-Uniform Delay,d1 17.2 21 6 2 0.6 11.8 15.1 13.9 Progr. ression Factor 1.00 1.00 1 00 00,100 1. 1:00 Incremental Delay,d2 0.0 9.1 3.3 2.0 89.4 13.8 Delay Vis) 17.2 30.6 24 Q 13.9 104.5 27.7 Level of Service B C C B F C Approach Delay(s)' 17.2 274, 13:9 36.8 Approach LOS B C B D c q tea.•^np^ �ao ��rrn r r P 9^ n.• t d ' } s 6 t.a"�"n m x�s.{�`�.r�t5� i�'" r'[Ct !r`� ,,d3'%. itx. n HCM Average Control Delay 24.3 HCM Level of Service C I HCM Volume to Capacity ratio 0.93 Actuated Cycle Length(s) 65.5 Sum of lost time(s) 12.0 Intersection Capacity Utilization: 109.2% ICU Level of Service H. f� Analysis Period(min) 15 l� c; UUcal Lane Group V a--, Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CA12017pb-obs.syn M Synchro 7- Report Page 4 L r L 3: Casa Blanca Driveway& Osgood Street 2017 Build PM Peak Hour Observed Flow Timing Report, Sorted By Phase Movement NBTL EBTL SBTL WBTL LeAd/Lag Lead-Lag Optimize qqqall Mode Min- min UP: Min r i Maximum Split(s) 41 31 41 31 Maximum Split(%). 56.9.% .43;1% 3.1% .56..9.% 43.1.% 1 r- Minimum Split(s) 35 10 35 10 ye�q Tjm 4.. - 4 4 Time qfs) 4 All-Red Time(s) 2 2 2 2 M. i 4' 4 4 inimu'r.Initial:(s) . Vehicle. Extension(s) 3 3 3 3 Minimum Gap,( .3 3 3, Time Before Reduce(s) 0 0 0 0 .Time'T6n .0 , . eddqe#). 0 a O� r Walk Time(s) Flash Dont Walk;1 s) Dual Entry Yes Yes Yes Yes inhibit Max. Yes Yes Yes. Yes: Stan Time(s) 0 41 0 41 End.Tirpe.(s) 41 6. 41. Yield/Force Off(s) 35 66 35 66 Yie IdIfficilrpe Off-170(s)' 3.5 66 35. 66`� Local Start Time(s) 0 41 0 41 Local Yield(s) 35 66 15 66. Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control... Type Semi Act-Uncoord Natural Cycle 80 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street to2 "'per o4 ng o6 ~ 08 141 Q:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pb-obs.syn Synchro 7- Report Page 5 r �' 8: Commerce Way& Osgood Street 2012 Existing PM Peak Hour Mod. Gap Lanes and Geometrics 4\ iwgll7'18U�13 ff RT 9A Lane Configurations ideal,Flow(v 1900. 1900. 1900 1900 400 1900: 190.0: 190Q 1900 1900; 1900, 1.900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grad6 0% 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 es a e Stora Ln0 Q: .0- 1. O� 0 .0 �0 I i � Storage.Lanes:-.:-� . — r -- Taper Length(ft) 25 25 -.25 2-5. . 25 2.5 25 25 Lane Utif.factor 100. : tdo 1'.00. 1.00. 1;00: 1:00. 0.95 0.95 1....00 1.06 dm: 6.98 L Ped Bike!Factor Frt 0:9061 -0.850 0.998. Flt Protected 0.953 0.999 I tj Satd.Flow(prot) 0 1728` 0 1811 1615 0 3572_ 0 0 3568; Flt Permitted 0.985 0.953 0.999 8atdFlow -6 0: 1:728 .0� :1811 0 357 Z 0 ,0. 35681 0 .' Link Speed(mph) 30 30 40 40 Q.n.kDlstahcb,{ft) .360 315; 383 8,1,1 Travel Time(s) 8.2 7.2 6.5 13.8 Area Type: Other Lj r Lj 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012px-mod gap.syn f7 Synchro 7- Report Page 1 Li 8: Commerce Way& Osgood Street 2012 Existing PM Peak Hour Mod. Gap Volume EfCv 'WTV7W," 9U�� v (AbiTrida 77, yVt FT 7 Volume(vph) 19 0 45 191 3 106 28 1025 0 0 690 10 Confl.Bikes(#/hr) 060 Hour Faqt,or, .0.800.80 0.80' 0.94 0.94 0.94 ;:0.91 0.91 0.91 0.85 0.8 0.85 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 1000/0 Heavy Vehicles.(%°) 0% 0% 2%, 0% 0% 0% Q%- 1% NL-i 00/0 14/10 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 VI Parking (00 Mid-Block Traffic(%) 0% 0% 0% 0% L_j Add Flow(veli) 24 .0" 56. 203 3 113 31 1126 0 0. 812 12 Shared Lane Traffic r I Lane:G F1 O� 80 0 _0� 1,13 0 1157 0 .0 824 0 #9up.Flow VP - '21 17M;*U-Nl.� r rl QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012px-mod gap.syn Synchro 7- Report Page 2 r— C8: Commerce Way& Osgood Street 2012 Existing PM Peak Hour Mod. Gap HCM Unsignalized Intersection Capacity Analysis hilovemenf" t ,, /A- EBL BT ' NBR- „ fiBL �SBT °PSBR Lane Configurations ��► �'� Volume_(vehh) 19 0 .45 191 3 1.06 28 1025 0 0 690 10 Sign Control Stop Stop Free Free Grade `00/. 000 ©% 01% Peak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 091 0.91 0.85 0.85 0.85 Hourly flow rate 19h) 24: 0 56 203 3 113 31 1126 ;0 0 812 12 n Pedestrians Li Lane Width(ft) Walking Speed(fVs) Percent Blockage P Right tum flare(veh) u IVledian type None None_ Median storage veh) Upstream signal.(ft): 610' FX,platoon unblocked 0.76 0.76 0.76 0.76 0.76 0.76 vC,conffcting volume; 1557 2006 412 1650_ 2011. 563 _824 1126 vC1,stage 1 conf vol vC2,stage 2:conf vol vCu,unblocked vol 1100 1691 412 1223 1699 0 824 533 tC,smgle'(s) 7.5 '6.5 6:9' 7:5 6.5 6.9. 4.1; 41° [� tC,2 stage(s) L tF(sj 3.5 4.0 303 *0.7 *03. 33. 2 2 2.2 PO queue free% 78 100 90 33 98 86 96 100 CM capacity(v&h) 107 69 589 302 206 829` 815 793. Direction,.Lane4". EB 1 WB 1 WB 2 "NB 1 7. NS Volume Total 80 206 113 406 751 54.1 282 Volume Left 24 203 0 31 0 0 0 Volume Right a6: 0 113 0: 0 0. 12 c S H 251 300 829 815 1700 1700 1700 Volume to Capacity 0.32 0.69 0._14 0.04; 044 :0.32 017 Queue Length 95th(ft) 33 118 12 3 0 0 0 Control Delay(s)` .25.9 :39.9 109 1:2- '0A 0.0, 0A Lane LOS D E B A r Approach-D61ay(s) 25.9 29;3 0:4 H L� Approach LOS D D eters coon SUminary :i<:s .r; 4'" ,y ,, .; :t ,"1�'•:=u�� '+�`" .ter r r i.1i?3K'11;�.'TM'7'f.'Ls PIN v Average Delay 5.0 n Intersection Capacity Utilizatiori 72.6% ICU Level of Service C Analysis Period(min) 15 n * User Entered Value r U Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012px-mod gap.syn Synchro 7- Report Page 3 r Lj f 1 8: Commerce Way& Osgood Street 2017 No-Build PM Peak Hour Modified Gap L Lanes and Geometrics Lane Configurations 1900 1900 1,900 .900 Itleal Flow v tiMY 19K 1900 1900 1.900 1 ga 1900 1900: 1 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grad :0% 0% 0% 0% r Storage Length(ft) 0 0 0 0 .0 0 0. 0 Storage,�je.Lanes 0 0- 0 1 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane LIN.Factor 1.00 -1 1.00 .1-..00 1.00 1.00 0.95 0.95 1.00 1.00 0,95 0.95 Ped Bike Factor Frt 0.906 0.998 At Protected 0.985 0.953 0.999 Satd.Flow(Orpt) 0. 1.7280. 01 1811 1615 0 3572 0 0 3568 0 Fit, Permitted 0.985 0.953&. - � 0.999 S*d.,Flow(perm) 0- -17,28 0 0 1811 1615 0 -3572 :0 0 $568 0 r i Link Speed(mph) 30 30 40 40 !hk.U 3,83 811 , .Distance(ft) :360 315 Travel Time(s) 8.2 7.2 6.5 13.8 r i 7-7, Area Type: Other LJ ri lJ 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017pnb-mod gap.syn Synchro 7- Report Page 1 F 8: Commerce Way& Osgood Street 2017 No-Build PM Peak Hour Modified Gap Volume /0- L 6f.,"7f9F-f ffTfX'.'4V:7'$-6R C Confl.Peds: #[tir Volume(vph) 19 0 45 191 3 106 28 1081 0 0 733 10 Confl.Bikes(#/hr) Pea Hour factbr: 0.80 0..80 0.80 0.94 .OV94 0-.-9-4 0. :.1 0.91 0.91 0.85 0;8 5 0.85 browth,F:act'o,�r' 100% 100% 100% 100% 1.00% 10.0%% 100% 100% 100% 100%1 . 100% 10 1.0% Heavy W�tqles .0%. .0-% .2% -0%° 0.% % 0% D% 1%. 0%. ''.0% 16/o :00/0 Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/4r) Mid-Block Traffic(%) 0% 0% 0% 0% Aqj..Flow(veli) 24 0 56. 203 3> 1:13 -31 1188, 0 O 862 12 Shared Lane Traffic(%) Lan.e Group Flow.(vpta). .0 .80 0 0 .206. 1.13 0 .1.219 0: 0 874, 0 liFte—rsefcCoK,'g-d—mWat'yr;2,7FIMZ-ti 31 t LJ f, Li Q:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017pnb-mod gap.syn r-1 Synchro 7- Report Page 2 f � 8: Commerce Way& Osgood Street 2017 No-Build PM Peak Hour Modified Gap , HCM Unsignalized Intersection Capacity Analysis Moveme r: EBL . ''ET, �97 WB`�`"',-: T-` R'� r NBNT Lane Configurations ::,,�rNBR.: ':.SBL':w"3 :SI T:r,'��•S-.B._R. r , ��► ��, Volume(uehm)': 19 0 45 1913 106 28 1081 0 0 733 10 Sign Control Stop Stop Free Free Grade 00/. 06/0 Peak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0.85 0.85 �� .- . ... . _ Hourly flow.rate(vph) 24- :0 56. 203 3_ 1.13 31 1188 0 0- 862 12 Pedestrians Lane Width(it) Walking Speed(ft/s) Percent Blockage Right tum flare(veh) ' Median We None None Median storage veh) Upstream ignal(ft) 610 f pX,platoon unblocked 0.73 0.73 0.73 0.73 0.73 0.73 VC,conflicting volume ' 1638. 21 $ 437 1737 2124 594, 874 - .11,88' vC1,stage 1 conf vol vC2,stage 2 cqn#vol vCu,unblocked vol 1138 1794 437 1273 1802 0 874 522 , tc,single(s): 7.5 6.5 .6.9 7.5 6.5 6;9 41 4A tC,2 stage(s) r, IF(s)' 3.5 4.0 3.3 *0:7 *0.7 3:3 2.2 2.2 p0 queue free% 75 100 90 22 98 86 96 100 cM capacity(veh/h) 95 57 567 262 166 .798 781 771 6irection;°Lane# EB 1 WB 1 -WB 2 NB 1 NB 2 SB 1 SB 2 Volume.Total 80 206 11. 427 792 575 299 Volume Left 24 203 0 31 0 0 0 Volume,Right 56. 0 113. 0 0. 0 12 , cSH 230 259 798 781 1700 1700 1700 1 Volume'to Capacity 0.35 080 0.14 0:04 . AT 0;34 0. 18 - Queue Length 95th(ft) 37 152 12 3 0 0 0 Control Delay.(s) 28.8 57.1. 10.3 1:2 0.0 0.0 0.0 Lane LOS DF B A V Approach Belay(s) 28.8 40:6 0.4 0 0 r Approach LOS D E fi r'^q':sa�7:s^n-.r ^;'p yr'ry��,-r v-rre+-+• �+-�-�- w `P�"'p'f•"S�X""`�'" r'i zf$t ,""* 'ty""'�"'•y�.'c*'�+uo^rr'^*y r•.y. U ntieuinmary� + 2L':��• i. Average Delay 6.3 Intersection Capacity Utilization 74,1% ICU Level of Service- D Analysis Period(min) 15 `J User Entered Value r Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017pnb-mod gap.syn Synchro 7- Report Page 3 r r.i 8: Commerce Way& Osgood Street 2017 Build PM Peak Hour Modified Gap Lanes and Geometdcs "EBL r r=EBT r' 'EBF r;:?WBL WBT f µWBR NBL ;NBT> T;NBlT 1,g 'SQL � SBTr SBR Lane Configurations ideal Flow(yphpl) `1.9.00 1900 19001 1900 1900 1060 1900, 1900 1900 1900 1,900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 Grade(%). 0% 0% 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 *rage Lanes 0 0 0 1 0 0 .0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 LaneIU-til.Factor. 1:00' 1..00' 1.00' 1;06 1..00 1:00 0.95 0:95 100 1.00 0.95 0:95 Ped Bike Factor Fit . 0.906 0.850 0:998_ Flt Protected 0.985 0.953 0.999 Satd.Flow_(Prot) 0 1728 0: 0 1811 16.1.5.: 0 3572 -0 0' 35W 0 Flt Permitted 0.985 0.953 0.999 Satd Flow(perm) 0 1:728 .0 01 181.1 1615 0 3572 0. 0 3568 0 E Link Speed(mph) 30 30 40 40 Link Pjstance(f#) 360 315 383 811 f� Travel Time(s) 8.2 7.2 6.5 13.8 { ,{ nese1ctwnSuaamaryG 1!.. 1.t.1^• :t y4F v'.• fi ids' -N A -/ Y"4 - s r1'r'S7�"T'« i ( 1gl i� �, }d.. `.✓1...,.,.r i-s°u.�tr.t d.�:Fr� t �f.,.. .SLS..r( .:Y`:rFt,t X71;,')1,:l r•Nrri•}. '�C:. ..mi 5. Area Type: Other L� L n L C 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017pb-mod gap.syn Synchro 7- Report Page 1 C 8: Commerce Way& Osgood Street 2017 Build PM Peak Hour Modified Gap Volume Lane,Group",''' 'EBL EBT3 .-:EBR;:.'1NBL...,: WBT �'�WBRru,t Volume(vph) 19 0 45 224 3 120 28 1081 0 0 747 10 ConflFeds.,(#nir): \ Confl.Bikes(#/hr) Peak Hour Factor 0.8 0 0;80' ;080, _: :4:94 0.94 0:94 0.9.1 0 9.1 0.91: 0.8� 0.85 Q:85 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%° 100% Heaq.Vehtcles{°/a) 0%0 0%° 2% 0% 0% 0% 0% 1'/° 0°70 4°l0 1'/° 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% }df Flow(vph) 24 0 56 238 8 128 31 .1188 0 0. 879 12 Shared Lane Traffic(%) Lan ` e Group Flow:(vph) 0 80 0: 0 241 12.8. 0 1219. 0 , 891 0 �. fnter :r!-"6'L+l -""'t.'ge�."tm7r t'^js. �e-.-•'•�'r s�.a-rnr .,-rrr.+�;,^r^^� ?^x-r-+^,�^^i^�......._� rrMn� sectton:Summaryr,.z r ce?r, e '",r '. :\t �:.r-'��c"u `��1;+�!z�r 3 ;a �,�>.a..c� �!t LJ r �J �1 l 1 r � lJ \J F1 v n v u L r � l_1 QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA12017pb-mod gap.syn Synchro 7- Report Page 2 r 8: Commerce Way& Osgood Street 2017 Build PM Peak Hour Modified Gap HCM Unsignalized Intersection Capacity Analysis Move'm'ents `r ""M ri. R ;81�" o:SBR "EBL BEL ;EBT.'-,'Egk Lane Configurations Volume-(veh/h); 19 0 45 224 --,3 120 28 1081 0 .0` 7.47 1.0 Sign Control Stop Stop Free Free Grade .0%, 0% 00/c Peak Hour Factor 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 0.85 0.8 5 0.85 Hourly flow (vph)_ 24. 0 56 238, 3 -: 128 31 1188 0 0 879 12 Pedestrians Lane Width Walking Speed(ft/s) Percent.Blockage Right turn flare(veh) Median type* NoneNone Median storage veh) Upsjre4m sJlgn#*(ft)', 610 pX,platoon unblocked 0.72 0.72 0.72 0.72 0.72 0.72 I I C-99flictin volume, 1669 2134 445 1745. 2140 594 891, 1188 vC1,stage 1 conf vol vC21_,stage 2 conf vol vCu,unblocked vol 1163 1805 445 1268 1813 0 891 498 tC,single(s) 7.8 6,5 6.9. 7.5 65 6,9: 4.1' 4.1 n tC,2 stage(s) tF,(s) 3..5 A0 3.3 *01 2.2. Lj 6, 3.3 2.2 pO queue free% 73 100 90 9 98 84 1,00 cIVI'd apacity(veh/h) 88 8 56 56.0 261 161'. '790 .770 779 Lane.# V.6lum-e Total. 80 2.41 1.2.8- 427 79 1 2. 580, 30.5 Volume Left 24 238 0 31 0 0 0 yolume.Nght '516. 01- 128. 0.. 0., 0. 1.2 cSH 217 259 790 770 1700 1700 1700 ,volume,to:CaDacitv -0.37 :0.93 0:16, 0.041 0:47 0.34 .0.1:8 Queue. I -L;e-ng1th,-95t-h' (ft) 40 21-2 14 3 0 0 1-0 Control Delay 31..0- , 61.3 10.4 1.2: -0.-0 0.0-. D--:0 Lane LOS D F B A Approach Delay(s) -31.0- S6.8, 0;4. Approach LOS D F fnTb" Average Delay 9.4 16tersection..Capacit Utilization 75.9 'ICU,Level of Service D, Analysis Period(min) 15 M User Entered Value Li Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic1CX2017pb-mod gap.syn Synchro 7- Report Page 3 0 3: Casa Blanca Driveway & Osgood Street 2012 Existing Sat Peak Hour Lanes and Geometrics Lane Configurations l066111716W(vphlbl) :1900. 1900.. 1.900, 1900 1.9.00., .190.0. 19M 1900 1.00. 1900 100 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 CiGrade .0 0% .- - Storage Length(ft) .0 0 0 0 0 0 .0 0. Storage -Lanes- 0 0i �0 0 `0 .0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane.-Utif.Factor tdd.� 1.00 1.0,0 1. 1.00 1:00 -0-9 1 5 0.95 1. 00. pip.4- �.Q.90-: .0.,95 Ped Bike Factor Frt. 0.865 0.955 FIt Protected 0.968 0.994 Li Satcl.Flow_(Orot) 1644 0 0- 1'884 0 D 3575 0 0 3423 0 Flt Permitted 0.793 0.948 0.785 SAttl7low(perm 0 1-644, -0 0 1544 0 :0 3389 .q :0 .2703 0 Right Turn on Red Yes Yes Yes Yes U Sa,td.Flow'(*A TO R- ) 223 38 Link Speed(mph) 30 30 40 40 Link Distance 182 1083 4 8 .2.2 7 Travel Time(s) 4.1 24.6 14.5 3.9 77 Area Type: Other Li Lj P U Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012sx.syn Synchro 7- Report Page I Li n 3: Casa Blanca Driveway& Osgood Street 2012 Existing Sat Peak Hour Volume WB EgF."'..EBT R NBL Volume(vph) 0 0 4 159 1 80 6 700 0 70 538 0 r _�orifi Peds.,(Whr) Confl.Bikes(#/hr) 04 Hour Factor 0.33 :0.33 "0.39� 0.83 0A 0.83 1 0,95 0.95 0.91 0.91. �0.91 Growth Factor 1,00% 100% 100%. . 1 100% 100 1% 1,00% 100%°. 1 00% 100% 100%°. 100% 100% Heavy Ve .1es N/6) 0% 0%1 0%. 3%, 0% 11%:: 0% 1% 1-/6: 4% 1.% 0% Heavy Vehicles Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr..) Mid-Block Traffic 0% 0% 0% 0% Adj.I -W _ph Flo (v .0 Q 12 192 1 96 6 7.37 O` .77 591, 0 Shared Lane Traffic :.G Lan ph Group Flow(V 0. 12- %0:* :0 289 0. 743 0.. 9. 6618 0 77. 7 '7 'N HT, -7 Fht rrte_'&"Z-S Ll L_j ll IJ QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2012sx.syn Synchro 7- Report Page 2 3: Casa Blanca Driveway& Osgood Street 2012 Existing Sat Peak Hour Queues EBT, rf-o MT Lane Group Flow(vph) 12 289 743 668 v/c Ratio 0W02 0.59 0.55, 0.62. Control Delay 0.0 17.4 11.8 13.3 Queue-Delay0.0- 0.0. off �0;0 - . ��. . Total Delay 0.0. 17.4. 11.8 13.3 Queue Lepgth,5'O.t.h:.(,) D 46 63 5.9 Queue Length 95th(ft) 0 120 136 133 (fit a,ltink Dist(ft) 1.02 1.0,03 768 147. Li Turn Bay Length(ft) gasecapa'd.ity(vph) 1104 971 .2812. 9.P42. Starvation Cap Reductn 0 0 0 P0111backCap..ROOM 0 a 0 0. Storage Cap Reductn 0 0 0 0 Reduced vlt,Ratio 0.01 0,30. 0.26 0.30 7 7 1`7 U F), Lj QAProjects11 2 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012sx.syn nn Synchro 7- Report Page 3 .L�j F, 3: Casa Blanca Driveway & Osgood Street 2012 Existing Sat Peak Hour IHCM Signalized Intersection Capacity Analysis NI3 VM 6T BT.' "W EBI: EBT , NBT' SBR Lane Configurations Volume. 0 4. 159 1. 80 6 700 '0 70,I (Vph)� 0 .538 - 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane"idth 12 12 12. 16 16. 16 12 12 12 11 11- 11 r Total Lost time(s) 6.0 6..0 6..0 6.0 Lane W1.Factor 1.00. 1.00 .6.95 05 Frt 0.86 .0.96 .1-00 1.00 FIf Protected -100 ..0.99 Satd..Flow(prot) 1644 1884 3.57.3 34.2.4 Flt.Permitted 0.95 .0.78 Satd.'Flow(perm) 1644 1544 3389 2702 Peak-hour factor,,PH F 0.38 0.83 0..33-'* 0.83 Ob! 0.83, 0.95 0 95 0.95 O.M 0.91. 0.91 Adj.Flow(vph), 0 0 12 192 1 96 6 737 0 77 591 0 RTOR Reduction(vph) 0' a 0 -0. 26 0 0 0 0. 0 . 0 Lane Group2 Flow- (vph) 0 4 0 0 263 0 0 743 0 0 668 1 0 1 LA Heavy,Vehicles 0%- 0% 0% 3% 0% 711 69% :1 0/." .1% 4% 1.0/o .0% Turn Type Perm Perm Perm Perm, Protected`Phases 4 .8- 2 Permitted Phases 4 8 2 6 -1Z9 1.7.2 1.7.2 Actuated Gree Effective Green,g(s) 12.9 12.9 17.2 17.2 r i Actuated 0/rql-Ratio- 0.31 0 1.31 -0.41 .0.41 Clearance Time(s) 6.0 6.0 6.0 6.0 VehicleExtension(s) n n 3.0 n Lane Grp Cap(vph) 504 473 1385 1104 v/s Ratio Prot 0;00 v/s Ratio Perm c0.17 0.22 c0.25 v/6 Ratio 0.01 0.5.6: 0.54 0.61 Uniform Delay,dl 10.1 12.2 9.4 9.8 Progression sion Factor 1.00 1,00 1'.00 1-.00 Incremental Delay,d2 0.0 1.4 0.4 0.9 66,gy. W 1 10.2 13.6 9.8 10:7 . .1 - Level of Service B B A B Approach belay(s), 102 .9.8. Approach LOS B B A B 'Ink -W-su w, 7, -,i,7 HCM Average Control Delay. 10.8 HCM Level of Service B V lur 8CM. .Volume to Capacity 1PAP ity.. : ratio 0.58. Actuated Cycle Length(s) 42.1 Sum of lost time(s) 12.0 .I..riters6et I ion Capacity U I tilization 71.80% ]CU Level of.Service.. 0 :I. - ap Analysis Period(min) 15 c Criti,cal'Lane Group 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012sx.syn Synchro 7- Report Page 4 r-i 3: Casa Blanca Driveway& Osgood Street 2012 Existing Sat Peak Hour Timing Report, Sorted By Phase Phase Number., Movement NBTL EBTL SBTL WBTL Load/Lag Lead-Lag Optimize Recall Mode: Min Min :Min: Min Maximum Split(s) 41 31 41 31 M.aximu.m,Sp1K(�6) 56.9% 43.-10/, 56.9% 43.10/p- Minimum Split(s) 35 10 35 10 How Time fs) 4 4 4 4 All-Red Time(s) 2 2 2 2 Minim' iti m In al, 4 4 �4 4 Vehicle Extension(s) 3 3 3 3 Minimum G Ap(s) 3 & 3 -3 - - Time Before Reduce(s) 0 0 0 0 Tme To Ae'duce(s)-. 0 0 0.. :0 walk Time(s,) Fimfiton.t Walk: Dual Entry Yes Yes Yes Yes lnh,ib.ftMax .:,Yes :Yes Yes Yes Stan Time(s) 0 41 0 41 Ehd.Tjm6(s1 41: 0 41 0 Yield/Force Off(s) 35 66 35 66 Y,i,e.1d./Force..Off 170(s) 35 66 315 66 Local Stan Time(s) 0 41 0 41 Local Yield(s), 35 66 .35 66 Local Yield 170(s) 35 66 35 66 inteirseciiMSummary- Cycle Length 72 Ell Control Typa Sern.i.-Act-Uncodd Natural Cycle 55 C" Splits and Phases: 3:Casa Blanca Driveway&Osgood Street t o2 A 06 08 414;W,T,11245,74531 QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012sx.syn r) Synchro 7- Report Page 5 r� 6: BB Entrance & Osgood Street 2012 Existing Sat Peak Hour Lanes and Geometrics WBL -WBR: Lane Configurations Ideal Flow(vp,hpl) 1900 1900 1900 1900, 1,900 19.00 Lane Width(ft) 12 12 12 12 12 12 Grade(%o) 0% 0'10 -:0% Storage Length(ft) 0 0 0 300 Storage Lanes 0 0 0 1 Taper Length(ft) 25 2525 25 Lane Uti1 Factor 1:00. 1;00 0.95 0 .95 1.00 0.95 Ped Bike Factor Frt 0.958, Flt Protected 0.950 r' Satd flow(prot) 0. 0 3403 0 1805 3539 ._: Flt Permitted 0.950 Satd:;Flow(perm) 0 0 3403 0 1805 3539 Link Speed(mph) 30 30 30 Ll Link Distance(tt) 300 227 383 Travel Time(s) 6.8 5.2 8.7 f� s72-7 ; r ?r _ rr�neecorSmmary2r. u Area Type: Other r 1.1 r� lJ �1 lJ r� u �1 v w QAProjects\12 PROJECTST121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2012sx.syn Synchro 7- Report Page 6 n n l J n L 6: BB Entrance & Osgood Street 2012 Existing Sat Peak Hour Volume i . ., .Nrou _ _ ,... "'i!i ^• t '-P•r •7+ .y. FY " ! 7 r. ..a1r7- ��,p. -1 Yet"57 L•ane•Gp4. Volume(vph) 0 0 568 212 63 608 Confl.Bikes(#/hr) �} Peak Hour Faotof 0 92 0.02 0.94 0.94 1.95 0.95 U Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles M. .0% 0% 2% 1% 0% 2% Bus Blockages(#/hr) 0 0 0 0 0 0 Parking.(#/hr); Mid Block Traffic(%) 0% 0% 0% Adl Flow(vph) 0 0 604 226 66 :640 Shared Lane Traffic Lane:Group Flow(vpf) 0 D 830 0. 66 640 f ..,na+:..:^.r--^.rr-.v^i�-s+.z- _-^�''Fy - f �r.4,'Y�'] a "^"T "'F?V""'I r "',s�^i'TK1A4'7..r 'SOTr'`...•�(sr,I-m � „rrFy Mn`.f7"'..a�'i'4y 'ri rY�'; rifefsection.S�mmar�l�?"'�:,r . ,� �t�ia;i'.»i�a i 'v,.••y3tk.£�''�S,a t�+��'J.:?�.a�i�..., .t51'«-�w{fe s':a' ,-f7.; � :s:�+Y. ,.rt ,'"� -YK:"�`Ii%.�rY�.'�,r s� ;�:s�r .�r.`:;�4 s". 1 f`l L r I Ell �I r L r Lj 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012sx.syn { Synchro 7- Report Page 7 C 6: 1313 Entrance & Osgood Street 2012 Existing Sat Peak Hour ,HCM Unsignalized Intersection Capacity Analysis 1 f1 109L -MC' NBRs Movement Lane Configurations 0 568 212 -a 608 Volume(veh/h) 0 Sign Control Stop Free Free Grade 0% 00/0 Peak Hour Factor 0.92 0.92 0.94 0.94 0.95 0.95 Hourly 00 fjoW , ,r : - 6' :rate-,( 604 226 6 64. vph .0 --- Pedestrians Lane'Width(ft) Walking Speed(ft/s) Percent Blockage Right I turn flare(veh) e Median ty.p. None. None Median storage veh) opstream.signal.(#) 227 pX,platoon unblocked 0.85 0.85 0.85 L VC,conflicting,volume, 117.0, 41.5 830 VC1,stage 1 conf vol vC2'stag e confvol .- V. vCu,unblocked vol 848 0 448 tc,single W. 6.81 .6-9. 4.1 tc,2 stage(s) 3.5 33 2.2' pO queue free% 100 1.00 .93 cm'capacity(veh/h) 241 928 955 Direction,Lani# NB 1 NB 2 SBf '962 86*3 Volume Total 403 427 66.: 320 320 Volume Left 0 0 66 0 0 Volume Right :0 .226 .0. 0 cSH 1700 1700 955 1700 1700 Volume to.Ca pacity 0.24 4 0.25 0.07 0.19 0.19 1 Ym .,. Queue Length 95th(ft) 0 0 6 0 0 Conirab.pay 1 (i) 0.0 b.0 9;16.0 0.0. k-J Lane LOS A Approach:Deldy(s) U 0.8 Approach LOS ;• Rt?dw nTwti - Average Delay 0.4 Intersection Capacity Uti0imilon 32iN6 ICU16el of-.Service. A: Analysis Period(min) 15 Q:\Projects\l 2 PROJECTS12121491 -LYNNF1 ELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012sx.syn Synchro 7- Report Page 8 8: Commerce Way 9 9& Osgood Street 2012 Existing Sat Peak Hour Lanes and Geometrics Lane:Group; EBL. '�,,"'E-B-T'r'!;IBR"'---W- Lane '--WLane Configurationsa Ideal Flow(vphpl) 1900 1900 1:900 1900 1900 1900 1900 1900 1900: 1900. 1900.1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 r} Grade(°la) 0% 0% 00%- Storage Length(ft) 0 0 0 0 0 0 0 0 Stora%e arses 0 0 0 1 0 0 0 (� Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util Factor 1.00. 1.00 100,: 1.00 1.00. 1.00 0.95 0:95 1:00 1:.00 0.95 . 0.95 Ped Bike Factor Ftt 0.902 0.850 -0:996 C Flt Protected 0.987 0.954 0.997 Satd.Flow{prof) 0 1723 0' 0 181.3' 1596 0 3544 0 U 3554 0 . Flt Permitted 0.987 0.954 0.997 . _. Satd`Flow(perm): 0 1.723 0 0 1813 1596 0 3544 0 0 3554 0 V lank Speed(mph) 30 30 40 40 Link Distance{ft). 360 315 383 811; Travel Time(s) 8.2 7.2 6.5 13.8 ^ r' n n;x':T+ y^r •rr+i.a, K 'mss"+?{'[ y13�� rp^ ""K-F -;fw-+ .r-rr�;r-�f�•� .r� ,g} f'�",C' L°�f .r'�.Z ,r��y= ^j"r^yr,.. ntefS@CtioD`Sdmmary,.. ;� .. w .�a, Area Type: Other n M I La Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012sx.syn In Synchro 7- Report Page 9 L.s C 8: Commerce Way 9& Osgood Street 2012 Existing Sat Peak Hour - Volume _.... ' _ , ...-._ T,,- ......_ .. ., ..1 7 78� 30 r 538 0 0 481 Y i3 m SBR Lake Gro� - EBL EBT EBR: WBL °1NBT ::WBR.�t�,NBL., .:•NBT-_. NBR: SBL Volume(vph) 10 0 27 63 r Coni:Ped8.`.0[) Confl.Bikes(#/hr) Peak Hour Factor 0.84 0:84 0.84 U 85' 0 85 0.85 0.95 0.95 0.95 0.831. 0.83 0.83 Growth Factor o 100°Io 100% 1�% 100% 1 OD%_ 1 0°l0 1 00%, 1000% 100 A% 100000 100�0 100% U Heavy Vehicles(/o) �° Bus Blockages(#/hr) 0 0 0 0 0 3 0 3 0 0 1 0 Parking(#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Add Ftow(vph). 12 0 32, 192 8 92 32 566 0' 0 580 16 Shared Lane Traffic(%) r Lane'G oup Flow(vp0 h) 0 44 0 0. .290 92. 0 598 0 596 0 .: intersection mammary �'` �: .�.. n � �,� s ,:. .,, ,, u, �� fk�,��, ; , ��, ? ''• r 1 L J r7 U IL r-� LJ L.i f ) u r-� 'l L J r Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12012sx.syn Synchro 7- Report Page 10 r CI v r 8: Commerce Way& Osgood Street 2012 Existing Sat Peak Hour HCM Unsignalized Intersection Capacity Analysis BTz R 'WBR �k.�""N R_ Wvgm- Lane Configurations 4* Volurn.e.Jveb/h' ). 110 0 27 1.63 78 30.. 538 .0 �O 48'1 18 Sign Control Stop Stop Free Free 0%: 06/0, Peak Grade_ Hour Factor 0.84 0 84 0.84 0.85 0.8-5 0.85 0.95 0 1 95 1. 0.9.5 0.83 0.83 0.8 1 3 064 flow-rate_(0* ) .0 32 192 :8 92 32 566 0 0 580 1.6 Pedestrians Land Width(ft) Walking Speed(ft/s) Percenf BldckAge Right turn flare(veh) Mianj.type None, N6ne. Median storage veh) U0s frearn signal:(ft) 610 pX,platoon.unblocked vp. conflicting volume'. 10301217 298: 951 1225 :283.. 5.95 :566 VC1,siage'l cont vol ... ... 4-4tage 2 con f vol vCu,'unb_1ock'ed vol 1030 1217 298 951 1225 283 595 566 16.1.9 7.5: 6.5 6.9 4.1 singe(s) 7.5: .5 4.1 tC,2 stage(s) 3.6. 4.0. 31 3.5 4.0 3.3 22. 22 pO queue free% 92 100 95 5 95 87 97 100 cKcapacity'(veh/h) 156 177 699 202 175 720 991 1016 1ane# EB.1 WB 1 W132 NB I A-2 SB1 'SB 2, Volume Total 44 200 K 220 378 386 266 Volume Left 12 192 0 32 0 0 0 Volume'Right 32 :0. 92 0 D .0 1.6 CSH 361 201 720 991 1700 1700 1700 Volume to Capacitv 0.12 1.06 0'.13 0.03 022 0.23 0.1,21 Queue Length 95th(ft) 10 215 11 2 0 0 0 Contr6l,IJ614y(g) 16A 111.5 103 1.5 0.0: 0.0 0.0 Lane LOS C F B A Approach.Delay.6 .16.4 79.8 0,6 D. Approach LOS C F FY Average Delay 15..9. lJ intersection.Capacity Utilisation ICU.Level bf.Service:, Analysis Period(min) 15 r LJ 0:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12012sx.syn Synchro 7- Report Page 11 E 3: Casa Blanca Driveway& Osgood Street 2017 No-Build Sat Peak Hour , Lanes and Geometrics r, ;'WBT'm' WBR: ' .NBL:;•. .NBT,"NBR. " SBL' r,`SBT ?` $BR .� Lane Configurations 4# a� Ideal Flow N.PhPl) 1900 1900 1900 19Q0: 1900 1900 1900 19.00 19.00 1900 1900 1900 � Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade.{0/6) 0% 0°Io 0% 0% r ' Storage Length(ft) 0 0 0 0 0 0 0 0 $*ge Lanes 0 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 r Lane 1:ftil;Factor 1.00- . 1:00 I.Q.0 1 1.000 0.95. 9.5 100. 0.95 0.95 0.95 Ped Bike Factor -� Frt0.86.5_ 0:958 Flt Protected 0.967 0.995 r Satd Flow(prof) 0 - 1644' 0 0 189:1 0 0 3575 0' 0 3427 0 , Flt Permitted 0.788 0.948 0.783 Satd Flow(perm):: 0' 1644 0 0: 1541 ` 0:' 6 3389' 0. 26970 Right Tum on Red Yes Yes Yes Yes Satd..Flow(RTOR) 191 35 L J Link Speed(mph) 30 30 40 40 Link Distance(ft) 182 1083 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 -fttl Area Type: Other r� r � .r U lJ r� V LJ . J r- Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017snb.syn Synchro 7- Report Page 1 r, r � 3: Casa Blanca Driveway& Osgood Street 2017 No-Build Sat Peak Hour (� Volume * I n lane GroupT. ;: �' EBL: Y,EBT, `.EBR uVBI _UVBT. WBR::.,NBL,,:•.. NBTn:.,, NBR�,-..SBL=, �..SBT;��w�,,:SBR U Volume(vph) 0 0 4 178 1 81 6 752 0 71 589 0 UU Confl:Peds:(#/hr). Confl Bikes(#/hr) U 0:83 Growth Fa 0 tor .33 0.33 0 33 Houctor 0.83: 0.83 0.95 0.95 0 95:. 091 0.91 0.9.1 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy V.hicles,(° ) 0'/0 0° 0% 3%` 0% 11% 0% 1%0 1%0 410 1'/A 0'/0 Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr).: Mid-Block Traffic(%) 0% 0% 0% 0% Adf Flow(Vph) 0 0 12 2,114 1 98 6 792. 0 78 647 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 12 0 0 313 ;0 0 798 0 0 Z25 t) r^-nsr.--�'7'��,,�•.'_W tam� ti e� ,:C.1�i J.n :�:r'Zrf '{. w�'�u�}'`.� i'P1'�.�''gn' ��r S.�f �Y �u..�"',!Ty�,� k'` �'1T e�l��r.�sj�.t�rti.X itZl �Y��`.� i� n i Li L Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017snb.syn Synchro 7- Report Page 2 Li 3: Casa Blanca Driveway& Osgood Street 2017 No-Build Sat Peak Hour Queues Lane Group Flow(vph) 12 313 798 725 /c'Ratio- 0.02 0:63 0.57 0.65 u Control Delay 0.0 19.4 12.6 14.4 Queue Delay 0.0 00 00 O.0 r 'total Delay 0.0 19.4 12.6 14.4 Queue Length..50th(ft) 0 .59 75 7 ' Queue Length 95th(ft) 0 143 166 164 f tntemal:Link Dist(ft) 102 1003 768 147 Turn Bay Length(ft) Base Cap.acity,f vph 1024 898 2629 2092 Starvation Cap Reductn 0 0 0 0 ' SpliOnk'CapReductn 0 0 Q 0 Storage Cap Reductn 0 0 0 0 1. 91 ced-v/c Ratio 0,01 0.$5 0730 0:35 r tl'^hr:1."�k!'"-.�' iftc.++.r -�+ r...�.._..... .*. •�• ra - .�-�r�rr 7T.^,..'� ;�c,t"`Y s.. "S'r'�"mt r ,� z�gl"1.°',a. fln"X'�f r m{ K�•},��.. Intersection Summary tfi SC 7} 1 l:" i { y.y yY nrr �c{ x Y 1 I.J s t'w' 'r° '. ,;. ..'4 t ri.; C. .rd Cv ,na.. :�. ,._c..�.. ""Y Y...kx1.a..1':«i.ti. ?.".n....,. :t.A: .,t. �J L � 1 L. t.J ri U r^1 !�1 LJ U -1 U f� U QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andoveffraffic1CX2017snb.syn Synchro 7- Report Page 3 U 1 LJ 3: Casa Blanca Driveway& Osgood Street 2017 No-Build Sat Peak Hour HCM Signalized Intersection Capacity Analysis -.77 Movement 's* T, "ABT Z", T Lane Configurations Volume.(vPK) .6 b .4 _178 1 Al .6 ltZ a 711 689- 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 1.2 i�! 16 16, 12, 12: _121 11* ii- 11Total Lositirne(s 0. Lf -) 6. . 6.0- 6.0 6.,0 1 Lane bfiifictor 'Ijob 1.00 0 95 0.95 Frt 0.86 0.96 1.00 1.00 Fit Proiktod' 1.00; 0.97 OM Satd.Flow(prot) 1644 1890 3573 3426 Flt Parrhi-fled 100 0.79 0.95. 0.78 Satd.Flow(perm) I,644 1541 3390 2695 Peakbur factor.:PHF 0.33 0.33 OM 0:83 0b. 033 0.95. :-0.95 0.95. 9i'01 0i9f 0.91 Adj.Flow(vph) 0 0 12 214 1 98 6 792 0 78 647 0 ATOR.A-e- '0� 8 0. 9 N 0 .0- - 0 :0 .0 0 ..1. 1 ., 0.911L.- 400 - Lane Group Flow(vph) 0 4 0 0 289 0 0 798 0 0 725 Heavy Vehicles� .00% ho: 6%. 3% .00/0 1% 1% _4% _,j% 01/o Turn Type Perm Perm Perm Perm Protected Ptiases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated-Green.G:(s), 14.5 14.5 19:5 19:5 Effective Green,g(s) 14.5 14.5 19.5 19.5 Actuated.WC Ratio 632 0.32 0.42 0.4Z Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0, .3.0 u Lane Grp Cap(vph) 518 486 1437 1142 v/s Ratio Prot 0.00 v/s Ratio Perm C0.19 0.24 c0.27 W&P-4tio 0.01 -0;59 A.56 0,.63 Uniform- :Delay,d.1 10.8 13..3 10.0 1 0.4. Progression Factor 1.00 100 1-.00: Incremental Delay,d2 0.0 2.0 0.5 1.2 Lr Delay-(s) 10.8 15Z 10.5: 11,6 Level of Service B B B B Dl 1 0.8 15 10 .2 .5 11:6 App0a6h. e0-Ay(s): Approach LOS B B B B 1n_t'e'W06n'T,�Sm-aWt-;' 'Lw tatLzr" T� HCM Average Control Delay 11.7 HCM Level of Service B HCM Volume to ratio AM ....1; : P pAcity Actuated Cycle Length(s) 46.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 75.8% iCU Level of Service. Analysis Period(min) 15 6 CO af.La.ne-Gio6p. Lj Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017snb.syn Synchro 7- Report Page 4 Li E r� 3: Casa Blanca Driveway& Osgood Street 2017 No-Build Sat Peak Hour Timing Report, Sorted By Phase r, t 8aa Nmbr2 u .•rte -+ r. r- r vr^'s^x- + ti n .t ,,. .1• . fr: Movement NBTL EBTL SBTL WBTL Lead�Lag �� Lead-Lag Optimize Recall Mode Min Min Min Min r Maximum Split(s) 41 31 41 31 Maximum Split(%)' 56.9% 43:1% 56:9% 431% ... . . Minimum Split(s) 35 10 35 10 r YelloW:.Tl (s) . .4 .4 4 4 All-Red Time(s) 2 2 2 2 Minimum ln�tial(s) 4 4 4: 4. Vehicle Extension(s) 3 3 3 3 r Mm�mum Gap(s) 3. 3 3 3 Time Before Reduce(s) 0 0 0 0 Time To Reduce(s) 0 .0 0 0 Walk Time(s) Flash Dont Walk(s),. Dual Entry Yes Yes Yes Yes inhibit Max Yes Yes Yes Yes Start Time(s) 0 41 0 4-1 LJ EndTime'(s) 41 0 41 0. Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66 35 66 Local Start Time(s) 0 41 0 41 ` J Local Yield(s) 35 66 35 66, Local Yield 170(s) 35 66 35 66 i intersection`Summary Cycle Length 72 r, Control Type Semi Act-Uncoord Natural Cycle 55 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street '? t 02 y .,r'7 ,.. J �{ �. - 1 {, r:. +y',i�1, T yrsyK' R f } }';.•i °"+f";... Nyyt�C v.Y,.1 w, t J t�lti.4w� 'r,�+•y...�+y.rt..r�+:..y, .t.'.t, ].P7f'.n+ .7A�9f6�i. r � ,#`1' .:..+71J-�k'e, �.�i r 1 y� 06 08 t� ±Y 'ST7F ��.+4�x'�fi��^t�-�`�iP�'YS� tA•.^1.;�;' ��"� r'+S.aO. '.�"c+��':.T::..G: '+ tA...,Y,:• :]M[.Y"' M ..a. �Y' +1`�' r� 1.1 r-1 L. 'l J U 0:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveffrafficUT017snb.syn Synchro 7- Report Page 5 r La r � u 6: BB Entrance & Osgood Street 2017 No-Build Sat Peak Hour Lanes and Geornetrics Lane Configurations Id6aIFimV:(vph0,l), 1900 1900 190,0 1900 1900 190 Lane Width(ft) .12� 12 .12 12 12 12 UI ONO 0% Grade: 0% 0% Storage Length(ft) 0 0 0 300 Storage Lanes 0 .9. Taper Length(ft) 25 25 25 25 Lane Vo. Factor 1 m.oq 1:00. 0.95 .0.05 -1.60. 6.95. Ped Bike Factor 0.962 Fit Protected 0.950 Satd.Flow(oro W 3'5W �0 0 341.3- ..0 FitPermitted 0-950 S..6..td.1Flow,(Oer.m). 0, 0 341'3 f3 H 1 05, 3539' Link Speed(mph) 30 30 30 Q. k-Distance.(ft): 20227 .383` Travel Time(s) 6.8 5.2 8.7 ��,7i,,i,7TK -A TIM' ' Area Type: (Mer QAPrpjects;11 2 PROJEC7S2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017snb.syn Synchro 7- Report Page 6 6: BB Entrance & Osgood Street 2017 No-Build Sat Peak Hour Volume Lane Group, . B _W W6A_ j,NBT NB LA, J_ - — Volume(vph) 0 0 .621 212 63 660 Ped_&'(#/_fir) Confl.Bikes(#/hr) . .- Peak,Hour Faqtqr OM: 0.92 0 94 94 _A95 0.95- 0 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles(°) 0% OO/o 0 2% Bus Blockages(#/hr) 0 0 0 0 0 0 Pa.rld.hg (#,Mr) Mid-Block Traffic(1/o) 0% 0% 0% Add.'Flow(vph) 0 66.1: 226 66 6.95 Shared Lane Traffic(%) .Lane Group FI6W:(vph), 0 0 88.7 0 66 695 rl Lj r � 44 lJ r7 iJ lJ QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017snb.syn Syrichro 7- Report Page 7 r I G� 6: BB Entrance & Osgood Street 2017 No-Build Sat Peak Hour HCM Unsignalized Intersection Capacity Analysis Movement'° f. y 1hIBL. `'`WBR r NBT i's N81 �}. SBS: •.zBBT. �' ' ..� xx yr,, a.at �..,ti Lane Configurations Volumd(veh/h); 0 0 621 212' 63 660 Sign Control Stop Free Free Grade 0°k 0'(0 0% Peak Hour Factor 0.92 0.92 0 94 0.94 0.95 .0-95 Hourly flow rate(vph) 0 0 661, 22666 695 Pedestrians Lane Width jft) Walking Speed(ft/s) Percent Blockage C Right tum flare(veh) Median type, None Nine Median storage veh) Up,ij r n signal 1.t) -227 CI pX,platoon unblocked 0.84 0.84 0.84 vC,conflicting volume 1253, 4.43 886' h vC1,stage 1 conf vol vG2,stage..2.conf vol_ vCu,unblocked vol 914 0 475 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 93 cm capacity(veh/h) 215 913 919 C lairection,Lane# NB 1 N132 SB-9SB2 Volume'total 440 446 66 347 347 Volume Left 0 0 66 0 0 Volume;Right .0 226 0` 0 0 cSH 1700 1700 919 1700 1700 Volume#o Capacity 0.26, 0.26 0.07 0420 :-0.20: Queue� Length 95th(ft) 0 0 6 0 0 Control Delay(s) 6.0 0.0 9.2 0.0 OA. Lane LOS A Approach pelay_(s) 0.0 0.8 Approach LOS �,r.,;-�^sy o +ate t, r �. rs+• ,y`^'� '-r-u.��h'��••+n � �rer T+��,,7� -�y��A4S31� .Sir �,.,.Lry ''X .z.+.y`�ay',..�U"�-.v tii.`�• -r ^ctc,�r��,;.,: interseetionj�Fmma s�yc.�r n Average Delay 0.4 intersection CapacityUtilization> 34.1% ICU;Level of ServicIe A Analysis Period(min) 15 4v LJ n Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA12017snb.syn Synchro 7- Report Page 8 C 8: Commerce Way& Osgood Street 2017 No-Build Sat Peak Hour . .� Lanes and Geometrics --� T �► ..EBT,. EBRaF WBl WBT; '.WBR�_;.�, NBL:%NBTa `NBR:,.,:::�SBL: .;�.$BT�:• :,: BR r, Lane Configurations '" ideal Flow(vplpl) 1.900 1900 1900 1900 1999 1900 1900 1900 1900. `1900 1900 1900 Lane Width(ft) 13 13 13 13 12 12 12 12 12 12 12 12 0%a 0% 0%, 00/6 Storage Length(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0; 1 0 0 9 0 Taper Length(ft) 25 25 25 25 25 25 25 25 r, Lane U.til Factor1:00 1.00 1.00 1:00 1.00 1.00 0:95 0.95 1.00 1.00 0:95 0.95 Ped Bike Factor Frt 6.902 0.850 0.996 Flt Protected 0.987 0.954 0.998 Satd Flow(prof)' 0 1723 0 0 1813 1596; 0 3547 '0 0` 3554 0 Fit Permitted 0.987 0.954 0.998 Satd Flow(perm) 0 1723 .0 6. 180 1596 0 3547 6 0 3854 0 Link Speed(mph) 30 30 40 40 Link Distance(ft) 360 315 383: 811 Travel Time(s) 8.2 7.2 6.5 13.8 r r, •. .«--7.. -•t'^ ^�^."-r,*^M..,�� a i•—:'ro r` -^.,... ..i.Ft+.r,.y'k.'.!n , «y�sf pY�_ •�F4�..,.:•a c�>":>::•—+`r F�u X,7 �� C4 V Rtrrs7egrn um•mry ,r'„1' Area Type: Other L , r� r� u fti u 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndovMTraffic1CA12017snb.syn Synchro 7- Report Page 9 f, 8: Commerce Way& Osgood Street 2017 No-Build Sat Peak Hour Volume Lj SIB ,Cs EBL. BT--;' R` N Volume(vph) 10 0 27 163 7 78 30 591 .0 0 533 13 Conh;Peds. (#/hr) Confl.Bikes(#/hr) Peak C .Hour Factor 0;84 1 .0.84 0.84, 0115 U5. 0.85 0.95 :0.95 :.0.95 * 0.83-, U& 0.83 Gr c,v v1h Factor, 100% 100% 100% 100% 100% 100% 100% 100%° 100% 100% 100% 10 0% '2% 0% OP/6, O.'/'o .0% 1%- 1% 0% HeavyV0Nqles:(%)! .0?/o 0% Bus Blockages(.#/hr),. 0 0 0 0 0 3 0 3 0 0 1 0 Parking (#ft)� Mid-Block Traffic(/o) 0% 0% 0% 0% WFlow(yph). 12 0 32 192- 8. 92 32 622 0 0 642 16 Shared Lane Traffic(%) Ls Lane-- Group- 0: 44 0 U. 200. :92 D '654 0 .0 -650;1 0 -Flow ph) rh Fe 1!9 9 4 t E ffi F1_1,n_1.VT7L777 fl.,Z Li E. E r L ri ri Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017snb.syn Synchro 7- Report Page 10 Lj 71 Lj r, 8: Commerce Way& Osgood Street 2017 No-Build Sat Peak Hour ; HCM Unsignalized Intersection Capacity Analysis IoVement �, . EBL: .EBT ' ' EBR; WBL. r;WBTWBR. "NBL _ •NBT , .NBR x SBL:: . ' Lane Configurations 4 Volume(yeh/h) 10 0 27 1.63 7 78 30 591 0 0 533 13 Sign Control Stop Stop Free Free Grade 0% 0% 4%; Peak Hour Factor 0.84 0.84 0.84 0.85 0.85 0.85 0.95 0.95 0.95 0.83 0.83 0.83 Hourly#low rate:(vph) 12. 0 32. 192: '8. 92. 32 622 0 0 642 16 Pedestrians Lane.Width tft) Walking Speed(ft/s) Percent,Blockage Right turn flare(veh) r Median type; None None Median storage veh) Upstream signal-.(, 6}fl A platoon unblocked 0.96 0.960.96 0.96 0.96 0.96 uC,conflicting V61ume 1420 1335 329. 1038- 1343, 311 658 622 vC1,stage 1 conf vol vd2,stage 2 conf vol r vCu,unblocked vol 1049 1273 329 965 1281 210 658 533 tC,single(s). 7;5 6.6 6:9 T: . 6.5: 6.9 4.1 41 tC,2 stage(s) rti .tF.(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2;2 p0 queue free% 92 100 95 0 95 88 97 100 cM capacity(veh/h) 146 157 667 190 136 773 939 1007 r� Direction,Lane# EB 1 WB 1 WB 2 NB 1 NB 2 'SB 1 SB':2 Volume Total .44 200 92 239 415. 428 230 Volume Left 12 192 0 32 0 0 0 _ n Volume.Right 32 0, 92 0 0 0 16 cSH 340 188 773 939 1700 1700 1700 Volume;to Capacity 0._1,3 :1.06 0.12. 0.03 024 6.25 0.14 Queue Length 95th(ft) 11 236 10 3 0 0 0 Control Delay(s� 17.2 135.0 10.3 1.5. 0:0 0.0 00 Lane LOS C F B A Approach Delays) 17:2 95.7 0.5, U;0 Approach LOS C F • ,,•A..,s--T'iV•'.a0„a+3rr,�'s's sx_. '.�' c«F,.2.,a..� *.,t...,- �n -^cs�.•�..or w o'r*�^ �.'�.i r»- w <�'i"'>� st �ti Vnferse htm�Summaryr, a� . • �: � .�r ��. ., A..r.- aji.Y. aC...".Y .�.�.v,.. . n,C .,.�,Y?J.S4:J:�� Average Delay 17.6 r IntersectionCapacity Utilization 58:4° ICU Level of.Service B Analysis Period(min) 15 � r L_1 r_1 Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017snb.syn J ` Synchro 7- Report Page 11 C1 lJ �+ 3: Casa Blanca Driveway & Osgood Street 2017 Build Sat Peak Hour Lanes and Geometrics bane Group, k EBL' EBT .EBR ' ' VNBL:{`'.wBT WBR : NBL� i;.N6T'- :NBR � r_SBf 98T_ mB Lane Configurations 41, ideal Flow(vpl pl), 1900 1900 1900 1900 1900; 1900 1900 1900 1900. 1900: 1900 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Grade:(1o) 0% 0% . 0% 0% Storage Length(ft) 0 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 i Lane 11til Factor 1:00 1..00 1.00 1:00' 1:00 4.00 0.95 0.95 1:00 0.95 0.95 0:95 Ped Bike Factor Frt 0.865 0.957 C Flt Protected 0.9 6 7 0 995 Satd Flow(prof) 0 1644 0 0 '1888 0 0` 3575. 0 `0 3427 0 Flt Permitted 0.790 0.949 0.770 (� Satd Flow(perm) 0- 1644 0 0. 1542 0 0 3392 -0. 0 26.52, •0 uRight Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR); 174 36. Link Speed(mph) 30 30 40 40 Link Distance(ft)' 182 1083 848 227 Travel Time(s) 4.1 2 4.6 14.5 3.9 m-,-,m.:✓r,.r-•p�;rt>. I-: •-'„i^F' '^ T-Fi�S � �n K' ''J'4 T;�('�—....r'7' i"ler'rv�:; u+^�"' 4, ('°�"` 'a q^ Rersecfion:Summary a,1� ra zG �,,- �,;T�,•, �,:r r n : f Area Type: Other Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017sb.syn Synchro 7- Report Page 1 i Ej r- 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Volume NBRBU Volume(vph) 0 0 4 178 1 84 6 784 0 74 619 0 COO.Peds.(#ft) Confl.Bikes(#/hr) Peak Hour Factor 0.33 033 0.33 0.83 0183 0;83 :0.95 �0.95. .0-95 0.91 0.91: 0,91 Growth' ilac'tor;. 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy hicles /o- 0% 0% 0% 3% 0% jj% 0% 1% i%' 4% .1% 0% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 r7 Parking (#/hr). Mid-Block Traffic(0/6) 0% 0% 0% 0% Aqj:FIow(vpl)) 0 0 12 214 .6 .0, 81: 680;.' 0 Shared Lane Traffic(%) Lane Group Flow NO), 0 12 0 :0 316 0 :0. 831 0 0 761 0 iWMRIZ MR TW 7-1" 7, Wt r i La QAPrqjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA12017sb.syn Synchro 7- Report Page 2 ri L_j n 'L, 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Queues _ M -► t l .ya .r:. � .r �., 'n..^•'.t M.'^.. Yf nrc'1 +, r.� r ^•-r j. i Ly. 'Gµs^r' l r3 qrr 5 � 7 n Lane`GroupA�-• -� ;EBTr• VIBT. :NBT�>� �SBT� , ,.��,,�. .�.�:�, ,,:.. � ,n.•;f�,.+. k {rs:�,!.ra � ,r Lane Group Flow(vph) 12 316 831 761 Li vlc Ratio, 0.02: 0.64 0.57 0.67 Control Delay 0.0 20.5 12.5 14.8 Quewpelay 0.Q -0.0 0.0 0.0 ' ,J Total Delay 0 T. 20.5 12.5 14.8 Queue Length 50th(ft)' 0 63 81 I Queue Length 95th(ft) 0 152 173 175 if Internal Link Dist(ft) 102 1003 768 '147 L' Tum Bay Length(ft) Base Capacity(vph) 991- 873 2560 2002 �! Starvation Cap Reductn 0 0 0 -0 Li $.01 lback Cap Reductn` 0: 0 0 0' Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio: 0.01 0:36 -0,321 0:38 7 "'4'::..rti.x'•^..t-J.--•cr.<rm'u +-•n-^.r Y� 7 "t^• y rm r xr.-s:.r •r•epprC•T'r+"' r• i� t":� " : ''/� n'4 r :r F�� 'r � I �� tt f-I u C h L c c c c c c c _ Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CA12017sb.syn Synchro 7- Report Page 3 C C r-1 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour HCM Signalized Intersection Capacity Analysis 4- BT WV �'1771'��'C. . 'NB Lane Configurations Volume`(vph). 0. 0 4 1-78 i 84 6 184 0 .74 619 .6 Ideal.Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900, 1900 12 12 12 16*. 16 12 12. 12 11� 11 11 Total I Lost time(s) 6.0 6.0 6.0 6.0 Lane U.til I.,Factor 1.00 1 . .0.95 0:95. Li Frt 0.86 0.96 1.00 1.00 Flt Protected .00 0.97 11 00 0:99 Satd.Flow(prot) 1644 1888 3573 3426 Fit Permitted 1.00 091 095 077 Satd.Flow(perm) 1644 1542 3391 2653 - Peak-hoii factor,PHF 0.33 033. -'033: 0483 .0.88 0.83 0.95 0.95 .0.95 0-.91 0.91 0.91 Adj.Flow(vph) 0 .0 12 214 1 101 6 825 0 81 680 0 kTQR Reduction(vph), 0, '0-: 0 0 0 0.' 61 1 L.ane Group Flow(vph) 0 4 0 0 291 0 0 83.1 .0 0 761 .0. Hea*Whicles:(%Y�, . 0%. 0'/-;: 00% 3 1% 0% 11% 0% Turn Type Perm Perm Perm Perm Proteded0bases 4 Permitted Phases 4 8 2 6 Actuated Green 14.8 14.8. 20.8 20.,.8 ..' I-- ...Green;- \01 - Effective Green,g(s) 14.8 14.8 20.8 20.8 r I Aqtuated.Vp Ratio 0.31 '0.31 0.44 044 Clearance Time 6.0 6.0 6.0 6.0 Vehicle Extension 3.0 .3.0 3.0 3.0 Lane Grp Cap(vph) 511 479 1482 1159 V/Sflatjo Prot 0.00 Lj v/s Ratio Perm C0.19 0.25 c0.29 vk.'Ratio 0.01 0.5. 6 Q.66: Uniform Delay,dl 11.3 13.9 10.0 10.6 L-A Ord ression Factor 1.00 1.90 1.00 1;00 Incremental Delay,d2 0.0 2.2 .0.5 1.4 V-1 Del 16.1. 1.0.5 11.9 Level of Service B B B B Approach belay'W Approach LOS B B B B 11"'r- jnle'f's�W 'U�Mmffl"J-M 7�7-70, HCM Average Control Delay 12.0 HCM Level of Service B 1-101M V urn e to Capacity ratio� :0.64 Actuated Cycle Length s) 47.6 Sum of lost time(s) 12.0 Intersection Cap t ilizatio n 7-1.8% ICU Level of..Service. D :U Analysis Period(min) 15 c Critical Lane Group Q:Trojects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverNTrafficNCA\2017sb.syn Synchro 7- Report Page 4 r1 k , 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Timing Report, Sorted By Phase Nunn ek:�: ph Movement NBTL EBTL SBTL WBTL Wadlag .. 9: Lead-Lag Optimize Recall Mode Min Min Min Min Maximum Split(s) 41 31 41 31 Maximum56.9% 43:1'1060% 43.11-0/6 ' split:M Minimum Split(s) 35 10 35 10 4 4 All-Red Time(s) 2 2 2 2 Minimum 4 :4 : 1n) 4., .4' - Vehicle Extension(s) 3 3 3 3 Minimum Gap-(s) 3 81 3: Time Before Reduce(s) 0 0 0 0. Time To'Reduce`W 6, -0, Walk Time(s) Flash I ..Dont., Walk(s. Dual Entry Yes Yes Yes Yes Inhibft Max Yes Yes Y68: Yes Start Time(s) 0 41 0 41 End-Time(0) 41 0 41. 0- Yield/Force Off(s) 35 66 35 66 Yield/Force Off 170(s) 35 66 35 66 Local Start Time(s) . 0 4.1 ...0 .41, r_1 LOC41 Yield,(s) 3b 66 35 66 U 1 Local Yield 170(s) 35 66 35 66 intersection r–I Cycle Length 72 Control Type Sem)A6t_Unco6rd Natural Cycle 55 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street t o2 f4..,"k— 't;�p 06 08 Li LJ 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Trafl`ic\CA\2017sb.syn Page 5 Synchro 7- Report Li E r -, 6: BB Entrance & Osgood Street 2017 Build Sat Peak Hour U Lanes and Geomettics n LaiieGroup. '� ~ 1NBL< VVBA J:NBT ' 7 '�' `'` r� Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Lane Width(ft) 12 12 12 12 12 12 Grade(%) 0% 0'Zo Storage Length(ft) 0 0 0 300 U Storage Lanes 0 0: 0 1 Taper Length(ft) 25 25 25 25 Lane UA Factor '1.00 1.00 0.95 0.95 1.00 0.95. Ped . .. Bike Factor Frt 0:957 Flt Protected 0.950 r 460.1.Flow(plot)'. 0 0 .3.397 .0 1805 3539 L, Flt Permitted 0.950 Satd Flow(perm) 0, 0 33.97 0 18M 3$39 Lank Speed(mph) 30 30 30 Link Distance(ft) 300. 22 303 L' Travel Time(s) 6.8 5.2 8.7 ei�rr-«.rr^u:rr��y ` TM"„ 7W;5W ;ym ' + :"" +w. • .. -- 77 :,,,{1 v••i-� .�:rw r, Area Type: Other r, U U n r� n r� u r� u r U r� U Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017sb.syn Synchro 7- Report Page 6 n n 6: BB Entrance & Osgood Street 2017 Build Sat Peak Hour Volume Lane Group wa, wm Volume(vph) 0 0 621 247 78 693 Con—, Confl.Bikes(#/hr) Pea'k:.H 6u,r Pacto-r- -0.92 0492 0.94 0194 -:0.95 U5 :Growth. Factor d I. 100% 1,00% 100%0 0.% 100.% 100%- 7 100% Heavy Vehicles(0 0% Ot/lo 2% 1% 6% 2% Bus Blockages(#/hr) 0 0 0 0 0 0 P rkin g I(#/hr) Mid-Block Traffic(%) 0% 0% 0% Add flqw.Vph). 0 O 661: .263 82 729 Shared Lane Traffic(%) Lane Group F-jo"w(.yph' 0, 0 924 0' 82: -729' fnfi"a r Iln LJ LJ 0:\Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017sb.syn Synchro 7- Report Page 7 r_1 I L-i r� 6: BB Entrance & Osgood Street 2017 Build Sat Peak Hour HCM Unsignalized Intersection Capacity Analysis t 6F, Lane Configurations VoIlume eh/h), 0 0 621 241 78 6193. Sign Control Stop Free Free Grade 0%% Peak Hour Factor 0.92 0.92 0.94 0.94 0.95 0.95 Uj Hourly flow.rate(vph):. 0 661: 263 82 729 Pedestrians Lane Width. Walking Speed(ft/s) Porceni.Blockage Right turn flare(veh) Median type None None., Median storage veh) *i:qw signal 997 pX,platoon unblocked 0.83 0.83 0.83 conflicting volume urne 132 1 462 923 — vC1,stage I conf vol vb2.stage,2 conf Vol vCu,unblocked vol 979 0 500 tc,sipgie 6,8 6.9 4.1 IC,2 stage(s) IF(s) .31.5 3.3 2.2 pO queue free% 100 100 91 6M ca.P adit y.(veh/h) 189 906 892 direction,Lane i NO j -N8 2 8B 1 8B 2 _'99'3 .Volume Total 441.0 483 .82. 365 365 Volume Left 0 0 82, 9 0 Volume.Right 0 263 0 0 0: c SH 1700 1700 892 1700 1700 LA volume to Capacity 0.26 6.2-8, 0.69.1 ORT 0.21 dueueLength 95th(ft) 0 0 8 0 0 6�i�6 I Delay.W U 0.6 9.4. Off 0.0 Lane LOS A Approach Dolak(s) 0.0. I.Q Approach LOS L_j FaFeRe�FeRS-Fiffi �,F R ZZ7 7*TT_ �T .7-'77,71, 11_,' N; Al Average Delay 0.4 r I Intersection n.tettictio'n.Capacity;Utilization. .36.1.% ICU Leve I.:6 f Service A Analysis Period(min) 15 Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA12017sb.syn Synchro 7- Report Page 8 L 8: Commerce Way& Osgood Street 2017 Build Sat Peak Hour Lanes and Geometrics F1 Li NBL SBR i'�U �-'Nff "NBR'' -'96 j "e5 --- L- -.16k."T, VB -WffA Lane Configurations 0 Ideal Flow(vphpI) 1900 1900. 1:900 1900 1900 1900, 19.00 1900 1900 1900: 1900 190 Lan,e'kdth(ft) 13 13 13 - 1.3 1.2 12 12 12 .12 12 1.11 2 1.2. 00/.- .0% 0% 0'/07 Lj Storage Length(ft) 0 0 0 0 0 0 0 0 Storage.Lanes 0 0 0 -1 0 0 0 0 Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Utit factor 1.-00 1,00 1.00, 1.00: U0 1.66 6.05 0.95: 1.00 1;00 0.95 0.95 Ped Bike Factor M 0.002 0.86d 0.096: Flt Protected 0.987 0.954 0.998 Li Satd.- 0 1723 0. .0 0 1810 1596..1-596.. `0 .3541- 0 O 3664 At Permitted 0.987 0.954 0.998 Satd-Flow(perm) :0 172.3. Q. 0 1813 1596 0 3547 6: 0 3554 0 Link Speed(mph) 30 30 40 40 Li Linkbis'tanw M .360 Z15 -383 811' F1 Travel Time(s), 8.2 7:,2 6.5 13..8 L-j 11 -7111 Area Type: Other F, L F, Li r-1 I Li i r-1 L Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017sb.syn Synchro 7- Report Page 9 Li E r� 8: Commerce Way& Osgood Street 2017 Build Sat Peak Hour Volume Lane:Group EBL.. EBT`' ,EBR' WBL'`"TWBT •,WBW ,NBL., TNBTJ�'NBR"'T SBL,,.',SBT„.:.SBR Volume(vph) ' 10 0 27 196 7 92 30 591 0 0 548 13 060.0., eds.(#/hr) L Conl.Bikes(#/hr) PewHourFactor 0.84 0.84- 0:84 0:85 0.85 '0.85 0.95 095 0:95: 0.83. 0.83 0.83 e Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%° M_eavy Vehicles °Ia 0 0 2% 0016 0% -0% 0%0 1°10: 0% 0 L' Bus Blockages(#/hr) 0 0 0 0 0 3 0 3 0 0 1 0 Parking (#,)fir), Mid-Block Traffic(%) 0% 0% 0% 0% L 0-flow(vph) 1:2 0 32: 231 8 108 32 622 0 0 660 16 Shared Lane Traffic(%) Lane Group Flow(vpfi) 0 44 0 0 - .1 0 108 _ 654 0' 0 676 0 5 17 ry t h t..• tRw,i;"7 M _ .v , y c � xv ! y;r' ' Intersection:Summary> S {d n L.� � 7 CJ n L. �7 U F7 LJ LJ rl L� r U ri ri LJ r7 L� Q:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic1CA12017sb.syn Synchro 7- Report Page 10 r-7 LJ r1 LJ Li 8: Commerce Way & Osgood Street 2017 Build Sat Peak Hour HCM Unsignalized Intersection Capacity Analysis 4- t .70 69. ,.ftc UMn-iin- �,k-Ek, Mf Lane Configurations 4+ V6 lumo. 10. 6. V- .1-9.6 7 92. 30 59.1 0 0 548 13 Sign,C-ontrol Stop Stop Free Free Grade 06/. do/.- 0% 0% Peak Hour Factor 0.84 0.84 0.84 0..85 0 1.85 0.85 0.95 0-.95.11 0.95 0.83 0.8,3. 0.83 H -- h) 'i� b .- . - . 1:1... 1 . - .... ....... 9 ffdw:rate:-�vp 0: 660 16 Y. 231 8 108 -32 622 Pedestrians Lane:Width(ft) Walking Speed(fYs) .Percent Blockage Right turn flare(yeh) Mediarlaype None None Median storage veh) Upstream signal-(ft) 6.16 A platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97 v-C.,conflicting volume. 115.51 1353 338.. 1048 1*361 311 .676 622 vqj,stage 1 conf vol yQ2j,stage 2-conf vol -, Li vCu,unblocked vol 1097 1302 338 986 1310 227 676 547 to,single(s) 7.5 6.5 -6.9. 7.5 '6.5 '6.9, 4.1 4.1 r tC,2 stage(s) Li tF�s) 3.5 4.0, 3.3 3.5 -4.0' 3.3, 2.2, pO queue free% 91 100 95 0 95 86 97 100 r-1 cM capacity(veh./h) 132 152 658 8 184 150 759 .925 1001 L-j Direction,Lane# -,EB I WB' 1 W-,B,2-".*,- N--B 1, N-8-2 S"-B,1" SB-,-2, . Volume-Total 44 289. 108 M 4.15 440 236: Volume Left 12 231 0 32 0 0 0 Volume Right 32 0 108 .0 0 0 16 - - CSH 317 183 759 925 1700 1700 1700 Volume to Capacity 0.14 1.31 0.14 0.03. -D.24 0.26 014: Queue Length 95th(fl) 12 340 12 3 0 0 0 LControl-Delak.. 18.2 224.9' 10.5 5 .1.5 .0.0 0.v0 0.0 Lane LOS C F B A A. p 182 166 0.,5 '04, ,.p roach D614Y(s) Approach LOS C F 7T ........... Average Delay 32.1 Intersection. -Capacity* Utilisation .60,7% IC.U Leve-I of-Servibe B V Analysis Period(min) 15 L-j I r-1 U Li 0:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017sb.syn Synchro 7- Report Page 11 E f-� 11: BB Entrance & 2017 Build Sat Peak Hour Lanes and Geometrics L J 4-66 OFFU707n., 7. 58W,-7 :,,ML�"!. WE 77,WopC, N Syr BT Lane Configurations 4* Ideal Flow(vph' 19.00 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.. pl) - J Lane Width(ft) 12 12 12 12 12. 12 12 12 12 12 12 12 L Grade 0.% 0%% 061. 0% .Storage Length _(ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 LJ Taper Length(ft) 25 25 25 25 25 25 25 25 Lane Util.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 Ped Bike Factor L , Frt 0.932 At Protected 0.955 0.976 0.996 .Satd.Flow(prot) 0 1779 0 0 1694 0 0 1863 0 0 1855 0 Flt Permitted 0.955 0.976 0,996 ,Satd.Plow(perm) 6 1779 0 0 1694 0 0 1863 0 0 1855 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 216 84 68 127 Travel Time(s) 4.9 1.9 1.5 2.9 Ifititimon"'.8"U'MR97, 7 111, "7., — !-41, Area Type: Other r i r-I Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017sb On-Site.syn Synchro 7- Report Page 1 11: BB Entrance & 2017 Build Sat Peak Hour Volume •ane:Grou• ' t 'EI3 EBT,.'. 'EB F.;__wBL ., T'7 :._NBL:, `NBT:. . NBA.`_ SB, w xS W772W C Volume(vph) 261 14 0 5 0 5 0 47 0 5 50 0 Confl.Peds.(#/hr) . Confl.Bikes(#/hr) Peak Hour Factor . > 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 , 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 106% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles(%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 20/. _ 2% 2% Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 C Parking (#/hr) Mid-Block Traffic(%) 0% 0% 0% 0% Adj.Flow(vph) 284 15 0 5 0 5 0 51 0 5 54 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 299 0. 0 10 0 0 51 0 0 59 0 frseS rima77z7-17,771 Ell C C F, C U v n n QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017sb On-Site.syn hn Synchro 7- Report Page 2 h r � 11: BB Entrance & 2017 Build Sat Peak Hour HCM Unsignalized Intersection Capacity Analysis ` . a_ SU EBL EBR' W _WBT;' WB , Lane Configurations 4* a Sign Control Stop Stop Stop Stop Volume(vph) 261 14 0 5 0 5 0 47 0 5 50 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 r Hourly flow rate(vph) 284 15 0 5 0 5 0 51 0 5 54 0 Volume Total(vph) 299 11 51 60 Volume Left(vph) 284 5 0 5 VolumeRight(vph) 0 5 0 0 �- Hadj(s) 0.22 -0.17 0.03 0.05 Departure Headway(s) 4.4 4.3 4.7 4.7 r Degree Utilization,x 0.37 0.01 0.07 0.08 Capacity(veh/h) 799 782 706 701 Control Delay(s) 9.9 7.4 8.1 8.2 �- Approach Delay(s) 9.9 7.4 8.1 8.2 Approach LOS A A A A L �v T� ayµ;, < Delay 9.4 HCM Level of Service A Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period(min) 15 u F 1 IJ n n r� U f`1 t� 1 V Q:\Projects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic\CA\2017sb On-Site.syn Synchro 7- Report Page 3 n ri 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Observed Flow Lanes and Geornetrics 4% /0- F.� ...:SBT r,�WR i8f. 'AbA, Lane Configurations 4T+ Ideal 510--wk,NpholY 1900 1.600 1-900. 1900, 1900.: 1900 :1900 15001.900 16,64 1906 1900 Lane Width(ft) 12 12 12 16 16 16 12 12 12 11 11 11 Orad00/0 0% 0%, Storage Length(ft) 0 0 0 0 0 0. 0 Storage0 0 0 - , nes, Taper Length(ft) 25 25 25 25 25 25 25 25 Lane ail.Fact6i 1.00 11.06. 11.6d; .6.95 -0.95 1..*00 0 0.9� 1;00 0.95, :095 .0.95 Ped Bike Factor Frt 0..865 0600 Fit Protected 0.950 0.984 0.995 Satd :Flow(pr 0 1644 0 1887 1672. 0 0. ;3575 :00 3427 Fit Permitted0.750 0.887 0.948 0.779 Said.Flow{perm) 0 164.4 0 1490: 1507 ot 0 -3389. : 0 2683 0 Lj Right Turn on Red Yes Yes Yes Yes 8at01-Flow(FIT R) 1.74 "101 Link Speed(mph) 30 30 40 40 Link Distance{ft) 182.. 10.83 848 227 Travel Time(s) 4.1 24.6 14.5 3.9 7 c !n ersection Summary _, : , .., ,m y 4• r.nta :7..,rin,, �. ,,,., ..r Area Type: Other c . QAProjects\12 PROJECTS\2121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoveATraffic\CA\2017sb-obs.syn Synchro 7- Report Page 1 r1 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Observed Flow Volume r , Lane'GroupT _ #t.EBL. 'EBT `' -EBR .�,::WBL'. 1NBT�. wBR,>a' NBL .NBT NB,." ,SBL; .SBT Volume(vph) 0~ 0 4 178 1 84 6 784 0 74 619 0 Confl `Peds (#mr)' .• L_ Confl.Bikes(#/hr) Peak Hour Factor 0:33 0:33 0.33 0.83- 0.83; 20.83 0:95 0:95 0.95 0.9.1 0.91 0:91 ' Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%° 100% L; Heavy Vehicles(%) 0% 0%. 0%. 3% 0'/6 11% 0% 1'/0 :16/6 4% 1% 000 Bus Blockages(#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 r, Parking (#/hr)_ Mid-Block Traffic(%) 0% 0% 0% 0% Ad) Flow(vph) 0 .0 12. 214 1 1.01 6 825 0` :8.1 680 0 Shared Lane Traffic(%) 23% ' - Lane Group Fiow-(vph) 0 12. 0 165 1151 0 0 831 0; 0 761 0 ilntersecbon'Summaryf� a,., Ytic:h`� ^:•,[ '•'Y:+ �`vi'� J ,,t'.}'-Ctir 4r {' N lv 1 h'�P's"4 Yf Y t:�Y fGy S.'1r v �.vt,�h..r��.• ��` �, es r, in -. v. a.. .(ir k,.:.::.y .....;.i ...K`°.6e•..y.^tr,.» n cf.�.. i.. f� L1 �7 L/ r� U r� u n L! r1 U n L1 r� iJ r� U cl u r� U 0:1Projects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTraffic1CA12017sb-obs.syn Synchro 7- Report Page 2 r , 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Observed Flow Queues EBT;;�,-, WBL,'. Lane Group Flow(vph) 12 165 151 831 761 u�c Ratio 0.02 .0.4 :0.33 0.56 0.64 Control Delay 0.0 18.4 10.4 12.2 Queue ueu.e Delay ..0.10 0.0 .0.6 0.0 0.0* Total Delay 0.0 18.4 8.6 10.4 12.2 Oueue.,L6hgth:5 (ft) 0* 32-: .9 615 -63' Queue Length 95th(ft) 0 87 44 137 139 Internal Link Dist(ft) 102 1,003 76.8 147 Turn Bay Length(ft) 66sa Capacity.. . (v h) 1100: 939 �987 285T 2262 - V, -- Starvation Cap Reductn 0 .0 0 0 0 Spillback Cap Reductn .01 0 :0 0 Storage Cap Reductn 0 0 0 0 0 AMUIC'ed y/c:11-atio. 0.01 0.18 0-15 0 29 0.34 "7�U-F, QAProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017sb-obs.syn Synchro 7- Report Page 3 r� Vehicle Queuing Analysis r, Project: Proposed Branch Bank Date: 8/20/2012 �J Location: Osgood Street, North Andover, MA r, Inputs-AM Peak Hour Teller Window lJ Time Unit= Hour Arrival Rate= 5 vph = Lambda =average number of arrivals per unit of time r i Service Rate= 20 vph= Mu=average service rate, number of services per unit of time. �J r Intermediate Calculations L-, Average Time between arrivals= 0.2 Hour or 12 minutes r' Average Service Time= 0.05 Hour or 3 minutes LJ r, Performance Measures u Average utilization= ._. .____. ._.. - _ _-- _..25 % _ n Probability of No QU66"P(0)' 75 % ! L-, Mean number of vehicles in queue= 0.33333 vehicles Average number of vehicles waiting in queue= 0.08333 vehicles r' Average time in the system = 0.06667 Hour or 4.0 minutes Average time in the queue= 0.017 Hour or 1.0 minutes r1 Probability of a specific number of vehicles in the Queue Cum Prob. r' P(0)= 0.75 0 0.75 P(1)= 0.1875 1 0.94 P(2) = 0.0469 2 0.98 n P(3)= 0.0117 3 1.00 P(4) = 0.0029 4 1.00 r-i P(5)= 0.0007 5 1.00 P(6) = 0.0002 6 1.00 `J P(7)= 5E-05 7 1.00 r-� P(8)= 1E-05 95th percentile 8 1.00 U P(9)= 3E-06 9 1.00 P(10) = 7E-07 10 1.00 r P(11) = 2E-07 11 1.00 `J P(12) = 4E-08 12 1.00 176 r r � r � C Vehicle Queuing Analysis Project: Proposed Branch Bank Date: 8/20/2012 Location: Osgood Street, North Andover, MA c CInputs-AM Peak Hour ATM Time Unit= Hour C Arrival Rate= 7 vph= Lambda =average number of arrivals per unit of time Service Rate= 30 vph = Mu=average service rate, number of services per unit of time. n V Intermediate Calculations Average Time between arrivals= 0.14 Hour or 8.57143 minutes Average Service Time= 0.03 Hour or 2 minutes Lr Performance Measures Average utilization= 23.3333 Probability of No Queue-P(0)= 76.6667 Mean number of vehicles in queue= 0.30435 vehicles I Average number of vehicles waiting in queue= 0.07101 vehicles LJ Average time in the system= 0.04348 Hour or 2.6 minutes Average time in the queue= 0.010 Hour or 0.6 minutes E Probability of a specific number of vehicles in the queue Cum Prob. P(0)= 0.7667 0 0.77 P(1) = 0.1789 1 0.95 P(2)= 0.0417 2 0.99 P(3)= 0.0097 3 1.00 P(4)= 0.0023 4 1.00 P(5)= 0.0005 5 1.00 P(6)= 0.0001 6 1.00 P(7)= 3E-05 7 1.00 P(8)= 7E-06 95th percentile 8 1.00 P(9) = 2E-06 9 1.00 P(10)= 4E-07 10 1.00 P(11)= 9E-08 11 1.00 P(12) = 2E-08 12 1.00 r 176 n r ai Vehicle Queuing Analysis r , Project: Proposed Branch Bank Date: 8/20/2012 Location: Osgood Street, North Andover, MA L. Inputs-PM Peak Hour Teller Window lJ Time Unit= Hour Arrival Rate= 10 vph= Lambda =average number of arrivals per unit of time r , Service Rate= 20 vph= Mu =average service rate, number of services per unit of time. r� Intermediate Calculations Average Time between arrivals= 0.1 Hour or 6 minutes r Average Service Time= 0.05 Hour or 3 minutes t J Performance Measures L Average utilization= 50 % r� Probability of No Queue P(0)= 50 Mean number of vehicles in queue= 1 vehicles Average number of vehicles waiting in queue= 0.5 vehicles Average time in the system= 0.1 Hour or 6.0 minutes Average time in the queue= 0.050 Hour or 3.0 minutes r—, L Probability of a specific number of vehicles in the pueue Cum Prob. r P(0)= 0.5 0 0.50 u P(1)= 0.25 1 0.75 P(2)= 0.125 2 0.88 P(3)= 0.0625 3 0.94 P(4)= 0.0313 4 0.97 P(5)= 0.0156 5 0.98 P(6)= 0.0078 6 0.99 P(7)= 0.0039 7 1.00 P(8)= 0.002 95th percentile 8 1.00 P(9)= 0.001 9 1.00 P(10)= 0.0005 10 1.00 r i P(11) = 0.0002 11 1.00 U P(12)= 0.0001 12 1.00 176 r� U [ 1 lJ r l it Vehicle Queuing Analysis Project: Proposed Branch Bank Date: 8/20/2012 CLocation: Osgood Street, North Andover, MA Ell Inputs-PM Peak Hour ATM Time Unit= Hour (� Arrival Rate= 9 vph= Lambda=average number of arrivals per unit of time L Service Rate= 30 vph= Mu=average service rate, number of services per unit of time. n LIntermediate Calculations Average Time between arrivals= 0.11 Hour or 6.66667 minutes Average Service Time= 0.03 Hour or 2 minutes �r Performance Measures Average utilization= 30 % u Probability of No Queue P(0)_ 70 % Mean number of vehicles in queue= 0.42857 vehicles n Average number of vehicles waiting in queue= 0.12857 vehicles LAverage time in the system = 0.04762 Hour or 2.9 minutes Average time in the queue= 0.014 Hour or 0.9 minutes n L Probability of a specific number of vehicles in the queue F Cum Prob. P(0)= 0.7 0 0.70 P(1)= 0.21 1 0.91 P(2)= 0.063 2 0.97 P(3)= 0.0189 3 0.99 P(4)= 0.0057 4 1.00 P(5)= 0.0017 5 1.00 P(6) = 0.0005 6 1.00 n P(7)= 0.0002 7 1.00 P(8) = 5E-05 95th percentile 8 1.00 P(9)= 1E-05 9 1.00 P(10) = 4E-06 10 1.00 u P(11)= 1E-06 11 1.00 P(12)= 4E-07 12 1.00 176 u n i e.� Vehicle Queuing Analysis Project: Proposed Branch Bank Date: 8/20/2012 lJ Location: Osgood Street, North Andover, MA r, Inputs-Sat Peak Hour Teller Window , Time Unit= Hour Arrival Rate= 4 vph= Lambda =average number of arrivals per unit of time Service Rate= 20 vph= Mu=average service rate, number of services per unit of time. r-, Intermediate Calculations Average Time between arrivals= 0.25 Hour or 15 minutes r Average Service Time= 0.05 Hour or 3 minutes Performance Measures Average utilization = 20 % r Probability of No Queue P(0)= 80 % i lJ Mean number of vehicles in queue= 0.25 vehicles Average number of vehicles waiting in queue= 0.05 vehicles Average time in the system= 0.0625 Hour or 3.8 minutes Average time in the queue= 0.013 Hour or 0.8 minutes r� Probability of a specific number of vehicles in the Queue Cum Prob. r P(0)= 0.8 0 0.80 P(1) = 0.16 1 0.96 P(2) = 0.032 2 0.99 P(3)= 0.0064 3 1.00 P(4)= 0.0013 4 1.00 P(5)= 0.0003 5 1.00 P(6)= 5E-05 6 1.00 P(7)= 1E-05 7 1.00 r 1 P(8)= 2E-06 95th percentile 8 1.00 P(9)= 4E-07 9 1.00 P(10) = 8E-08 10 1.00 r P(11) = 2E-08 11 1.00 v P(12) = 3E-09 12 1.00 176 r ri r ► C Vehicle Queuing Analysis C Project: Proposed Branch Bank Date: 8/20/2012 Location: Osgood Street, North Andover, MA C EI Inputs-Sat Peak Hour ATM Time Unit= Hour Arrival Rate= 13 vph= Lambda=average number of arrivals per unit of time Service Rate= 30 vph= Mu=average service rate, number of services per unit of time. CIntermediate Calculations F, Average Time between arrivals= 0.08 Hour or 4.61538 minutes LJ Average Service Time= 0.03 Hour or 2 minutes EI Performance Measures Average utilization= 43.3333 L, Probability of No Queue P(0)= 56.6667 Mean number of vehicles in queue= 0.76471 vehicles Average number of vehicles waiting in queue= 0.33137 vehicles Average time in the system= 0.05882 Hour or 3.5 minutes nn Average time in the queue= 0.025 Hour or 1.5 minutes l U Probability of a specific number of vehicles in the queue n, Cum Prob. P(0)= 0.5667 0 0.57 P(1)= 0.2456 1 0.81 P(2)= 0.1064 2 0.92 P(3)= 0.0461 3 0.96 P(4)= 0.02 4 0.98 CP(5)= 0.0087 5 0.99 P(6)= 0.0038 6 1.00 P(7)= 0.0016 7 1.00 P(8)= 0.0007 95th percentile 8 1.00 P(9)= 0.0003 9 1.00 P(10) = 0.0001 10 1.00 P(11) = 6E-05 11 1.00 P(12) = 2E-05 12 1.00 r? 176 Li C EI 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Observed Flow HCM Signalized Intersection Capacity Analysis �,..,._ , r _. 7: - Yr,__ ,--.,,, - YlfBfi L' �`N T L`' SBTti�`':$BR Movement{.; :�,. . EBL EBT. . EBR�f= L .r:.WBT Lane Configurations ' �1 Volume(vph) 0; 0. 4 178 1 84 6 7.84 0 74 619 0 IdealFlow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Wdth 12' 12 -12-116. 16 16 1.2 i2 12 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 0.95 0.95 0;95 0:95 Frt 0.86 1.00 0.90 1.00 1.00 Flt'Protected 1.00 QM0:98 1.00 0:99 Said.Flow(prot) 1644 1887 1672 3573 3426 A Perrn tted 1.00' U 75 0,89 0.95 V& Satd Flow(perm) 1644 1489 1507 3390 2684 r Peak-hourfactor,PHF 0:33. 633 0.33 0:83 0:83 0,83: 0.-95: 0.95 0:95 0:91: 0..91 0;9i AddI..Flow(vph) 0 0 12 214 1 101 6 825 0 81 680 0 0 0 RTOR Reduction(vph) 0. 9 0 0 75 0 0 0' 0 0 r , Lane Group Flow(vph) 0 3 0 165 76 0 0 831 0 0 761 0 Heavy Vehicles('/o) 0% `0% 0% 3% 0% 11% 0!0 1% 1% 4% - 1%, 0% L ' Tum Type Perm Perm Perm Perm Protected phases 4 $ .2 6 r Permitted Phases4 8 2 6 Actuated Green,G!(sj 10:8 10:8 10.8 18.5 18.5. Effective Green,g(s) 10.8 10.8 10.8 18.5 18.5 r Actuated g/C.Ratio 0.26 0.26 0.2.6 0.45 0:45 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 �� Vehicle Extension(s) 30 3.0 3.0 3.0 3.0. r Lane Grp Cap(vph) 430 389 394 1519 1202 v/s Ratio Prot 0.0.0 v/s Ratio Perm c0.11 0.05 0.25 c0.28 v/c Ratio 0:01 0.42 0.19 0:55 0.63: r Uniform Delay,d1 11.3 12.7 11.9 8.3 8.8 Progression Factor 1:00 1:00 1.00 .1 wo0 1.00 Incremental Delay,d2 0.0 0.7 0.2 0.4 1.1 r-) Delay(5j 11.3 13.4 12.1 8..7 9.9 Level of Service B B B A A L-i Approach Defay(s) 10 12.8 8.7 9 9 Approach LOS B B y A A r t sP±ar+� wSSX"c?T^e•* .. .,.....a.,. d. �7 ti nfl^n��.^Y��4.'r�;r,h ti y� '�s'G'9 "T�AVKr•�� M' 1 i T x �� t�T• tJ �ritersection Summary }� hots. k nh �aUJS` HCM Average Control Delay9.9 HCM Level of Service A - n HCM Volume to Capacity ratio 0:56 Actuated Cycle Length(s) 41.3 Sum of lost time(s) 12.0 u Intersection Capacity Utilization 70.3'0` IC_U;Level of Service C Analysis Period(min) 15 r c Critical Lane Group LJ r , r-� L� 0:IProjects112 PROJECTS12121491 -LYNNFIELD ENGINEERING Butcher Boy No AndoverlTrafficlCA12017sb-obs.syn Synchro 7- Report Page 4 r 3: Casa Blanca Driveway& Osgood Street 2017 Build Sat Peak Hour Observed Flow Timing Report, Sorted By Phase Movement NBTL EBTL SBTL WBTL Lead-Lag Optimize Recall Mode Min: An Min Min Lj Maximum Split(s) 41 31 41 31 MaxlrriUm 9. 4, '5- Split(% -6�. % 3.1016. .6.9% 431% Minimum Split(s) 35 10 35 10 Yellow Timb(6 4 4 4. .4 E I - - I � 1. All-Red Time(s) 2 2 2 2 Minimum Initial(s) 4 4 .4 4* r VehicleExtension(s) 3 .3 3 3 U Minimum Gap(s) 3: 3. 3 .3 Time Before Reduce(s) 0 0 0 0 Time To Reduce-(i) �6�. .0. 0 0 Walk Time(s) Flash:Dont..Walk{s)_ Dual Entry Yes Yes Yes Yes Inhibit Max Yes .Yes: Yes Yes Start Time(s) 0 41 0 41 End"T_ m 0: 41 T .Time 41 Yield/Force Off(s) 35 66 35 66. Yield/For6e:Off 170(6)- 35 66 35 66 Local Start Time(s) 0 41 0 41 Local,Yield Yield(t) 35 66 35 66 Local Yield 170(s) 35 66 35 66 Intersection Summary Cycle Length 72 Control. Type Semi Aci.-Qnqoord, Natural Cycle 50 Splits and Phases: 3:Casa Blanca Driveway&Osgood Street t o2 1-01o4 Viou o6 0:1Projects112 PROJECTS121214911 -LYNNFIELD ENGINEERING Butcher Boy No Andover\Traffic1CA12017sb-obs.syn Synchro 7- Report Page 5 E RECEIPT Printed:02-13-2013 @ 9:13:12 Essex North Registry M. Paul Iannuccillo Register Trans#: 4019 Oper:KEVINZ CAFFREY & SMITH Book: PL Page: 16866 Ctl#: 41 Rec:2-13-2013 0 9:13:08a DOC DESCRIPTION TRANS AMT --- ----------- --------- PLAN Surcharge CPA $20.00 20.00 5.00 TECH FEE 5.00 Plan recording 50.00 Total fees: 75.00 Book: 13344 Page: 59 Inst#: 4246 Ctl#: 42 Rec:2-13-2013 @ 9:13:08a NAND 1077 OSGOOD ST DOC DESCRIPTION TRANS AMT --- ----------- --------- ,NOTICE Surcharge CPA $20.00 20.00 50.00 recording fee 50.00 5.00 TECH FEE 5.00 z Document Copy -Man 9.00 Total fees: 84.00 *** Total charges: 159.00 CHECK PM 22537 159.00 =ssax North Resists _k 1334-4 p959 J-424-6 '2-13-2013 a 09 = 13a Space above this line is for Registry use only NORTHERN ESSEX DISTRICT REGISTRY OF DEEDS M. Paullannuccillo: A division of the Secretary of the Commonwealth Register of Deeds DOCUMENT COVER SHEET For use with documents that do not meet Document formatting standards This is the first page of the document-Do not remove PRINT OR TYPE DOCUMENT TYPE: _C115iOn NUMBER OF PAGES (including cover sheet) 3 TOWN: At PROPERTY ADDRESS: /) 05,.J Zr INDEXING SHALL BE ABSTRACTED FROM THE DOCUMENT SUBMITTED Town of North Andover rLe 7!, ZONING BOARD OF APPEALS?' Albert P.Mami II],E sq.Chairman %toRT#j Ellen P.McIntyre,Vice-Chairman ""Ito 2013. JAN 22 P14 1: 05 Richard J.Byers,F'sq.Clerk 3 e- - D.Paul Koch Jr.,Esq. !j Allan Cuscia NORTH Assodale Memlw-s MASS ACII Michael 11.Liporto Deney Morganthal SSACHU SF Douglas Ludgin This is to oerVy that twenty(20)days Town clerk'firncstamp have elapsed from date of decision,filed without filing of an peal. Dat Any appeal shall be filed within(20) Notice of Decision joyceilB�rashaw Town Clerk days after the date of filing of this Year 2013 notice in the office of the Town Clerk, 845 er Mass.Gen.L.ch.40A, §17 Property at: 1077 Osgood Street North Andover,MA 0 NAME: William Yameen,Angus Realty Corp HEARING(S): 14 Aug 2012,9 Oct 2012, 13 Nov2012, 8 Dec 2012 and Jan 8,2013 ADDRESS: 1077 Osgood Street(Map 35 Parcel 27), PETITION: 2012-007 North Andover,MA 01845 The North Andover Board of Appeals held a public hearing at the Town Hall, at 120 Main Street, North Andover, MA on Tuesday, January 8, 2013 at 7:30 PM on the application of William Yameen (Angus Realty Corp) for property located at 1077 Osgood Street (Map 35 Parcel 27),North Andover,MA 01845. Petitioner is requesting a Variance from Section 4.136, (Watershed Protection Division) and 4.136 c ii (3). Applicant proposes the Construction of a bank (a new permanent structure) and is requesting a Variance from the Zoning Board of Appeals in the GB Zoning District. Legal notices were sent to all the certified abutters provided by the Town of North Andover,Assessors Office, and were published in the Eagle-Tribune, a newspaper of general circulation in the Town of North Andover, on July 31,2012 and August 7, 2012. The following regular voting members were present: Albert P.Manzi 111, Ellen P.McIntyre, Richard J. Byers, D. Paul Koch Jr. and Allan Cuscia. Associate members present were Michael Liporto, Deney Morganthal and Douglas Ludgin. Upon a motion by Richard Byers to GRANT the Variance to allow Under Section 4.136, and 4.136 c ii (3) of the Watershed Protection Division to construct a new permanent structure of a batik within the "Non-Disturbance Zone" this is allowed by Special Permit by the Planning Board only after a Variance has been granted by the Zoning Board of Appeals. Allan Cuscia second the motion to Grant the Variance All those in favor: Albert P. Manzi HI,Ellen P. McIntyre,Richard J. Byers and Allan Cuscia Not in Favor: D. Paul Koch Jr 4-1 The Board finds that owing to circumstances relating to soil conditions, shape, or topography of the land or structures and especially affecting such land or structures but not affecting generally the zoning district in general, a literal enforcement of the provisions of the Bylaw will involve substantial hardship,financial or otherwise, to the petitioner or applicant. The Board finds that desirable relief may be granted without substantial detriment to the public good and without nullifying or substantially derogating from the intent of the purpose of this bylaw The Board also finds that this use, as developed by the building& site plans, is,an appTopriate location for such a use and will not adversely affect the neighborhood. There will be no nuisance or serious hazard to vehicles or pedestrians, since there. are parking provisions required. Adequate and appropriate facilities will be provided to the propose"(1 ctu're. The Board XT Pace 1 of 2 finds that the new proposed bank will not be substantially more detrimental to the area and that this use is in harmony with the general purpose and intent of this Bylaw. Site: 1077 Osgood Street(Map 35 Parcel 27), North Andover,MA 01845 Under Section 4.136 and 4.136 c.ii(3)of the Zoning Bylaw,The Construction of a new Permanent Structure within the`Non-Disturbance Zone"is allowed by Special Permit by the Planning Board only after a Variance has been granted by the Zoning Board of Appeals.GB District. Plan(s)Title: 1)"Plot Plan of Land"containing one(1)sheet. Prepared by Lynnfield Engineering, INC., 199 Newbury Street Suite 11,Danvers Ma.01923,dated July 18,2012. 2)"Proposed Schematic Layout Plan",containing one(1)sheet,Prepared by Lynnfield Engineering,INC.; 199 Newbury Street Suite 11,Danvers MA,01923,dated July 18, 2012. 3)`Exterior Elevations of the Pentucket Bank(in color)"containing two(2)sheet, showing all four(4)sides of bank.Prepared by Lloyd Architects,2 High Cliff,and Plymouth MA.02360,dated June f7,2012. 4)Preliminary Floor Plan,showing interior. 5)Traffic impact and Access Study Prepared by Bayside Engineering Woburn MA, Dated November 27,2012 6)Preliminary Stormwater Analysis and Calculations Butcher Boy Markets Dated December 11,2012 Voting in favor: Albert P.Manzi 111,Ellen P.McIntyre,Richard J.Byers,Allan Cuscia, Voting in the Negative: D.Paul Koch Jr. Voting results 4-1 The Board finds that the applicant has satisfied the provisions Under Section 4.136 and 4.136 c. ii(3)of the Zoning Bylaw,for the Construction of a new Permanent Structure of a bank within the"Non-Disturbance Zone"in a GB Zoning District. Notes: 1. This decision shall not be in effect until a copy of this decision is recorded at the Essex County Registry of Deeds,Northern District at the applicant's expense. 2. The granting of the Variance as requested by the applicant does not necessarily ensure the granting of a building permit as the applicant must abide by all applicable local,state,and federal building codes and regulations,prior to the issuance of a building permit as required by the Inspector of Buildings. 3. If the rights authorized by the Variance are not exercised within two(2)years of the date of the grant,it shall lapse,and may be re-established only after notice,and a new hearing. Nor Andover Zonin Board of Appeals A ert P. Manzi III, Esq., Chairman Ellen P. McIntyre, Vice-Chairman Richard J. Byers, Esq., Clerk D. Paul Koch Jr., Esq., Allan Cuscia Decision 2012-007 Page 2 of 2 Town of North Andover u`I V ZONING BOARD OF APPEALS""".: Albert P.Manzi 11I,Esq.Chailwan NORTH99 Ellen P.McIntyre,Vice-Chaioman o Leo , ti Z J." "� 22 PH I tt e,9 O Richard J.Byers,Esq.Clerk D.Paul Koch Jr.,Esq. Allan Cuscia cr� NORRr. . ' Assazate 11eznherr u, v� Michael P. iporto � i Deney Morganthal gCHU '> „ Douglas Iudgin Town Clerk-Time Stamp Any appeal shall be filed within(20) Notice of Decision days after the date of filing of this Year 2013 notice in the office of the Town Clerk, per Mass.Gen.L.ch.40A, §17 Pro erty at: 1077 Osgood Street North Andover,MA 01845 NAME: William Yameen,Angus Realty Corp BEARING(S): 14 Aug 2012,9 Oct 2012, 13::°Nov20:12, . 8 Dec 2012 and Jan 8,2013 ADDRESS: 1077 Osgood Street(Map 35 Parcel 27), PETITION: 2012-007. North Andover,MA 01845 The North Andover Board of Appeals held a public hearing at the Town Hall;.at*120 Main Street,North Andover, MA on Tuesday, January 8, 2013 at 7:30 PM on the application of William Yameen (Angus Realty Corp) for property located at 1077 Osgood Street(Map 35 Parcel 27),North Andover,MA 01845. Petitioner is requesting a Variance from Section 4.136, (Watershed Protection:Division) and . 4.136 c ii (3). Applicant proposes the Construction of a bank (a new permanent structure) and is requesting a Variance from the Zoning Board of Appeals in the GB Zoning District. Legal notices were sent to all the certified abutters provided by the Town of North Andover,Assessors Office, and were published in the Eagle-Tribune,a newspaper of general circulation in the Town of North Andover,on July 31,2012 and August 7;2012. The following regular voting members were present: Albert P.Manzi III,Ellen P.McIntyre,Richard J. Byers,D.Paul Koch Jr.and Allan Cuscia. Associate members present were Michael Liporto,Deney Morganthal and Douglas Ludgin. Upon a motion by Richard Byers to GRANT the Variance to allow Under Section 4.136, and 4.136 c ii (3) of the Watershed Protection Division to construct a new permanent structure of a bank within the "Non-Disturbance Zone" this is allowed by Special Permit by the Planning Board only after a Variance has been granted by the Zoning Board of Appeals. Allan Cuscia second the motion to Grant the Variance All those in favor:Albert P.Manzi III,Ellen P.McIntyre,Richard J.Byers and Allan Cuscia Not in Favor:D.Paul Koch Jr 4-1 The Board finds that owing to circumstances relating to soil conditions, shape, or topography of the land or structures and especially affecting such land or structures but not affecting generally the zoning district in general,a literal enforcement of the provisions of the Bylaw will involve substantial hardship,financial or otherwise,to the petitioner or applicant. The Board finds that desirable relief may be granted without substantial detriment to the public good and without nullifying or substantially derogating from the intent of the purpose of this bylaw The Board also finds that this use, as developed by the building&site plans,is an appropriate location for such a use and will not adversely affect the neighborhood. There will be no nuisance or serious hazard to vehicles or pedestrians, since there are parking provisions required. Adequate and appropriate facilities will be provided to the proposed new structure. The Board Page 1 of 2 1 1 finds that the new proposed bank will not be substantially more detrimental to the area and that this use is in harmony with the general purpose and intent of this Bylaw. Site: 1077 Osgood Street(Map 35 Parcel 27), North Andover,MA 01845 Under Section 4.136 and 4.136 c.ii(3)of the Zoning Bylaw,The Construction of a new Permanent Structure within the"Non-Disturbance Zone"is allowed by Special Permit by the Planning Board only after a Variance has been granted by the Zoning Board of Appeals.GB District. Plan(s)Title: 1)"Plot Plan of Land"containing one(1)sheet. Prepared by Lynnfield Engineering, INC., 199 Newbury Street Suite 11,Danvers Ma.01923,dated July 18,2012. 2)"Proposed Schematic Layout Plan",containing one(1)sheet,Prepared by Lynnfield Engineering,INC.,199 Newbury Street Suite 11,Danvers MA,01923,dated July 18, 2012. 3)`Exterior Elevations of the Pentucket Bank(in color)"containing two(2)sheet, showing all four(4)sides of bank.Prepared by Lloyd Architects,2 High Cliff,and Plymouth MA.02360,dated June 17,2012. 4)Preliminary Floor Plan,showing interior. 5)Trafc impact and Access Study Prepared by Bayside Engineering Woburn MA, Dated November 27,2012 6)Preliminary Stormwater Analysis and Calculations Butcher Boy Markets Dated December 11,2012 Voting in favor: Albert P.Manzi III,Ellen P.McIntyre,Richard J.Byers,Allan Cuscia, Voting in the Negative: D.Paul Koch Jr. Voting results 4-1 The Board finds that the applicant has satisfied the provisions Under Section 4.136 and 4.136 c.ii(3)of the Zoning Bylaw,for the Construction of a new Permanent Structure of a bank within the"Non-Disturbance Zone"in a GB Zoning District. Notes: 1. This decision shall not be in effect until a copy of this decision is recorded at the Essex County Registry of Deeds,Northern District at the applicant's expense. 2. The granting of the Variance as requested by the applicant does not necessarily ensure the granting of a building permit as the applicant must abide by all applicable local,state,and federal building codes and regulations,prior to the issuance of a building permit as required by the Inspector of Buildings. 3. If the rights authorized by the Variance are not exercised within two(2)years of the date of the grant,it shall lapse,and may be re-established only after notice,and a new hearing. No , Andover Zonin Board of Appeals A �ert P.Manzi III,Esq., Chairman Ellen P.McIntyre, Vice-Chairman Richard J.Byers,Esq.,Clerk D.Paul Koch Jr.,Esq., Allan Cuscia Decision 2012-007 Page 2 of 2 LYNCH, DESIMONE&NYLEN,LLP ATTORNEYS AT LAN 10 POST OFFICE SQUARE,SUITE 970N BOSTON,MASSACHUSETTS 02109 Telephone: (6I7)348-4500 Facsimile: (617)348-4545 Email: RNylen@LDNLLP.COM JoHN M.LYNCH.P.C. oFCOU,vsEL ERNEST P.DESIMONE RICHARD A.NYLEN.JR. -- STEPHEN W.DLCOUP,cFY November 8,2012 JAMES W.MURPHY SHANNON MICHAUD WAYm H.SCOTT Vin Facsimile& Ifs Class Mail Albert P.Manzi, III,Esq., Chair Zoning Board of Appeals 1600 Osgood Street Building 20, Suite 2-36 BOARD OF APPEALS North Andover,MA 01845 Re: Angus Realty Corporation; 1077 Osgood Street,North Andover,MA 01845; Withdrawal of Opposition to Variance Request Dear Chairman Manzi and Members of the Zoning Board of Appeals: This office represents Mr.Frank Ragonese of 1939 Great Pond Road,North Andover, Massachusetts 01845 who hereby withdraws his opposition to the above application filed by Angus Realty Corporation(the"Applicant")seeking a Variance from the Watershed Protection District and 4.136.c.ii(3) of the Zoning Bylaw of North Andover. The Applicant has made a plan revision to address my client's concern and he hereby retracts his letter dated August 14,2012. Please contact me if you have any questions. Thank you. 0. rely, 'chard A.Nylen,Jr. RAN/kad cc: Mr.Frank Ragonese Paula M.Devereaux,Esq. H:1RagoncselLetter to North Andover ZBA 11-06-12.docx Ka Aug. 14. 2012 1 : 34PM Lynch, DeSimone & Nylen LLP No. 1680 P. 1 .� pGC� C� fldC� RI CHARD A.N'YLEN,JR, t 1 0 14 ,j N ' LYNCH,DESIMONE &NYLEN,LLP ^ PnAPn OF APPPAI 4 10 Post Office Square,Suite 970N Boston,JvU 02109 Telephone: 617-348-4500 Facsimile: 617-348-4545 FACS1MIL)�TRANSMITTAL DATE: August 14,2012 TO: North Andover ZRA FAX NO. (978) 688-9542 Attn: Ms. Angela Ciofolo FROM: Richard A. Nylen,Jr.,Esq, RE: Opposition to Variance Request;Angus Realty Corporation: 1077 Osgood Street,North Andover,MA 01845 NUMBER OF PAGES (including cover sheet) The document accompanying this telecopy transmission contains information from Lynch,DeSimone and Nylen, LLP,which is confidential and legally privileged. The information is intended only for the use of the individual or entity named on this tronsmission sheet. If you are not the intended recipient,you are hereby notified that any disclosure,copying,distribution,or the taking of any action in reliance on the contents of this telecopied information is strictly prohibited and that the document should be returned to this firm immediately. in this regard,if you have received this telecopy in error,please notify us by telephone immediately so that we can arrange for the return of the original document to us at no cost to you. Aug. 14, 2012 1 :34PM lynch, DeSimone & Men LLP No. 1680 P. 2 LYNCH,DBSIMONE&NVL1✓N,LLp A,,Tromm AT LAw 10 POST OFFICE SQUARE,SIME 970N DOSTON,MASSACHUSETTS 02109 Telephone: (617)348-4500 )Acsimile: (617)348-4545 JOHN M.LYNCH,P.C. Email: .RNyten@Lt)NLLP.COM )rRNOT P.DESIMONE OF CO UNSEL )21cHARD A.NYLEN.JR. _ STEPHEN W.DECOIIRCEY August 14, 2012 JAMM W.MURPHY SHANNONUMADD 147AYm 14.ScorT Via Facsimile& 15'. class mail Albert P. Manzi,Ill,Esq., Chair Zoning Board of Appeals 1600 Osgood Street 13uilding 20, Suite 2-36 North Andover,MA 01845 Re: Angus Realty Corporation; 1077 Osgood Street,North Andover,MA 01845; Opposition to Variance Request Dear Chairman Manzi and Members of the Zoning.Board of Appeals: This office represents Mr. Prank Ragonese of 1939 Great Pond Road,North Andover, Massachusetts 01845 who is offering his opposition to the above application filed by Angus Realty Corporation(the"Applicant')seeking a Vatiance from the'Watershed Protection District and 4.136.c.ii(3)of the zoning Bylaw of North Andover, My apologies as I am unable to appear before the Board on August 14, 2012 due to a previously scheduled hearing in,Norton,Massachusetts. Mr.Ragonese opposes the Variance because the Applicant has not met the three prong test' established by the Bylaw under 10.4 or Massachusetts General Laws, Chapter 40A, §10. Specifically,the Variance process is to be used for situations where the unique landform, topography or soils has created a hardship, financial or otherwise, A Variance should not be granted under 10.4 or Chapter 40A, §10 when it is based upon the Owner's desire to expand its substantial buildialgs and uses into the only vacant area remaining on the Property. The Variance should not be granted for the following reasons: A. The Watershed.Bylaw]Prohibits the Disturbance. The Project involves the construction of a new bank at the shopping plaza within the 250 foot non-disturbance zone of the North Andover Watershed District, The project involves new impervious area and the elimination of an approved detention basin on the'west of the Property. The Bylaw was enacted almost twenty(20)years ago and prior to the Applicant's assembly of the parcels used to create the shopping center. Section 4.136 of the Bylaw was carefully drafted to protect the areas surrounding the North Andover water supply with an overlay District that Aug. 14. 2012 1 :35PM Lynch, DeSimone & Wen LLP No. 1680 P. 3 August 14,2012 2 1 P a g e established four zones of protection including the general 400 foot zone,the non-discharge zone, the non-disturbance zone and the conservation zone. These zones and their use restrictions of setbacks are the foundation of the Watershed Protection District, The Bylaw allows certain uses within the general and conservation zones by Special Permit but prohibits most uses in the non- disturbance zone. B. The Owner does not meet the three prong test for a Variance under the Bylaw and state law. The Applicant submitted a memorandum in support of its Variance application dated July 18,2012 which fails to demonstrate that the proposal meets the three prong test necessary to be granted a'Variance. The Applicant has failed to meet its burden of proof and the Board cannot make the necessary findings. 1. The Applicant has not demonstrated that the circumstances are unique relating to soil conditions,shape or topography of such land or structures and especially affecting such land or structures but not affecting generally the zoning district in which it is located. The Applicant concedes that the soil conditions are not at issue. The Applicant concedes that the reason the Variance is required is due to the location of a portion of its expansive property within the restricted non-disturbance area. The plans demonstrate that there is nothing unique about this large multi-acred property than already contains multiple stores and parking. The shape is not confining or irregular for its allowed uses. The plans demonstrate that there is nothing unique about the topography of this flat parcel. In fact,the Applicant seeks to fill in a detention basin that provides open space and stormwater infiltration,two purposes of the Bylaw. 2. The Applicant bas hot demonstrated that the literal enforeemexrt of the Watershed Protection Bylaws will result in a substantial hardship to it, financially or otherwise. The Courts have issued many decisions to guide municipalities as to what constitutes a hardship. There is no demonstrated hardship. First,the Applicant has not stated what the hardship is. Second,the Applicant cannot claim a financial hardship to its shopping plaza for the past twelve (12) years based upon its inability to place a bank in the Watershed District. Third,the courts are clear that the financial hardship must be the result of the unique condition of the land and not the owner's personal or financial status. Huntington v. ZBA of Hadley, 12 Mass. App. Ct. 710,715 (1981). Here there is no demonstration that the shopping plaza has suffered a substantial hardship without a bank on the premises rfor the past twelve (12)years. Finally,the courts do not consider the enforcement a government regulation such as a bylaw or local restriction that may result in a lesser profit or less than maximum used to be a hardship. Kirkwood v.ZBA of 12ockpgl t, 17 Mass, App. Ct.431 (1984);Bicknell v.Boston Board of Appeals,330 Mass. 676, 681 (1953). Aug. 14, 2012 1 : 35PM lynch, DeSimone & Nylen LLP No- 1680 P. 4 • ; r August 14,2012 3 1 P a g e 3. The Variance will cause harm to the public good and derogate from the purpose of the Bylaw. The third test requires the Applicant to demonstrate that the Project will not substantially halm the public good or substantial derogation from the Bylaw. In addition to proposing a use not allowed under the Bylaw the application is deficient as pointed out by the Planning Department and the Building Inspector. The application does not include stormwater calculations with more than 20,000 square feet of new impervious surface being presented. Impervious areas are the types of uses which the non-disturbance zone is designed to protect against. Second,there is no demonstration that the project complies with the Wetlands Protection Bylaw or the Wetlands Act. Third,the design ignores the fact that the substantial number of trucks are sent to the same vicinity as the bank. Trucks idle and create queues due to the existing traffic circulation patterns that sometimes spill out onto Osgood Street creating a public safety issue. The bank will take up an area where trucks line up and will add traffic. C. The Applicant and the Board cannot rely upon the findings in prior permits. The Applicant has suggested that the prior approval of a parking area on the property supports the issuance of this Variance. This is not a compelling or correct argument. The Applicant must meet the three prong requirements of the Variance and cannot rely upon the prior actions or prior proceedings. Callahan &Sons v.Board of Appeals of Lenon,30 Mass.App. Ct. 36,40 (1991);Lopes rv. Board of Appeals of Fairhaven,27 Mass. App. Ct. 754(1989). SYJMMARX The intention of the Bylaw and the state statute is to grant Variances only under last resort conditions where the unique character,shape or topography presents a hardship. There is no ri ht under M.G.L., c. 40A, §10 or the Bylaw to a Variance. The Courts have stated expressly that Variances are to be issued sparingly in contrast to the more flexible Special Permits. Mendesy, Board of Appeals of Barnstable,28 Mass. App. Ct. 527, 531 (1939): "The power of variation is to be sparingly exercised and only in rare instances and under exceptional circumstances peculiar in their nature, and with due regard to the main purpose of a zoning ordinance to preserve the property rights of others . . ." RW Pro Inc.v. Board of Appeal of Boston, 319 Mass, 180, 184-185 (1946). Aug. 14. 2012 1 :36PM Lynch, DeSimone & Men LLP No. 1680 P. 5 August 14,2012 4 �Page The Courts have also stated that all three elements and findings must be made. Failure to meet any one of the three shall result in the denial of the Variance, Kirkwood v.Board of Appeals ofRockpo—, 17 Mass.App. Ct. 423, 427(1984), In this instance, as noted above,the Applicant has not presented sufficient evidence that it meets any of the three tests. The Applicant seeks to maximize the use of a lot and has not been harmed. This is not a hardship. Please deny the Variance. Please contact me if you have any questions. Thank you. Sincerely, Eard A.Nylen, X, RAN/kad HARagoneselLelWr to North Andover ZDA 06.14.12.doex C � gORTH Ot""So 1,14 ,t�0 Town of North Andover ° r* Office of the Planning Department '�"°••_�° Community Development and Services Division �sS�cNustt Osgood Landing 1600 Osgood Street Building#20,Suite 2-36 P(978)688-9535 North Andover,Massachusetts 01845 F(978)688-9542 To: Thomas Yameen Angus Realty From: Judy Tymon, Town Planner Date: July 16, 2012 Subject: Pentucket Bank Proposal for Butcher Boy Plaza Dear Mr. Yameen, On behalf of the entire staff of the Community Development Department, I want to thank you for attending our Technical Review Committee meeting (TRC) on June 13. We hope the meeting was helpful to you and that your questions were answered. At the meeting, I mentioned several items that the Planning Board would like to have addressed if you apply for a Watershed and Site Plan Review Special Permits. A summary of those items are as follows: • Stormwater Management Standards: Any construction within the Watershed is required to comply with best management practices for stormwater control, in order to prevent degradation of the quality or quantity of water entering Lake Cochichewick. This is especially important when new construction is proposed and when that construction is within the Non-Discharge Zone, as is the case with your proposal. Over 20,000 sq. ft. of new impervious surface is being proposed to be built on that portion of the parcel that is closest to the Lake. Through the implementation of this Bylaw, the Planning Board is charged with protecting the town's drinking water supply and they will perform this function, as they have with other projects, with the utmost due diligence. • North Andover Wetlands Bylaw: When your company applied for and received a Watershed Special Permit from the Planning Board and an Order of Condition from the Conservation Commission in July 2007, the project was required to comply with town's Wetlands Protection Bylaw and the State Wetland's Protection Act. The project was subject to Stormwater Management Policy and the stormwater provisions of that Bylaw. At the time, the project did not meet all of the Policy requirements but it was not required that all criteria be met. In 2008, MA DEP adopted that policy as a Standard, so that any BOARD OF APPEALS 688-9541 BUILDING 688-9545 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 commercial project must now meet the state Stormwater Management Standards as well as the local Bylaw standards. • Traffic entering and exiting the site, as well as traffic circulation within the site will be reviewed by the Planning Board under the Site Plan Review requirements of the town's Bylaw. A drive-through facility will generate additional traffic and will require a traffic study that will address traffic flow and traffic queuing for the teller windows and the ATM. As you are aware,the site currently generates large volumes of traffic on Osgood St. and existing parking spaces are well utilized. The traffic study should address all of these issues and should demonstrate that the new use will not create additional traffic problems. If you have any questions, please let me know and I would be happy to review them with you. Judy Tymon Town Planner, Town of North Andover cc: Andrew Maylor, Town Manager Curt Bellavance, Community Development Director Jennifer Hughes, Conservation Administrator Gerald Brown, Inspector of Buildings Town of North Andover Zoning Board of Appeals Town of North Andover Planning Board Town of North Andover •rov ZONING BOARD OF APPEALS TO VY' C�rF. ' ��`'� &q. d NO 2012 NOV 20 A 9: 04 C9�zn�. '��c�r✓,�e, Vivi l..fealrman ; pT 11 Q` byb O Nom TOWN OF g �aue�oc�i�r �Jasf. 1� NORTH AHOO FP MASSACHUSETTS O*o cu..s�niw.tw �' Too �tI zf S.p�ku �43SAC14US Clttut�JllusyarW,aC Date 19 November,2012 Town of North Andover Zoning Board of Appeals 1600 Osgood Street North Andover MA 01845 Please be advised that I have agreed to waive the time constraints for the North Andover Zoning Board of Appeals to make a decision regarding the granting of a Special Permit Comprehensive Permit(40B) Finding For property located at: STREET: 1077 Os og od Street MAP:35 PARCEL: 27 TOWN: 110RIX MR07e11,MR 01855 TO MEETING DATE(S): January 8,2013 NAME OF PETITIONER: William Yameen(Angus Real Co t SIGNED: Petitioner(or petitioner's represe a 'A) f 1600 Osgood Street,Building 20-Suite 2-36,North Andover;Massachusetts 01845 Phone-978-688-9541 Fax-978-688-9542 Web-www.townofnorthandover.com Town of North Andover Town Clerk-Time sty ZONING BOARD OF APPEALS R E C E I V E D affwd J.Alanzi 393,ferry. 6 aiwu T 0 V S!_Pa, E R K'S 0 F F i C NOR7y '9 16.6�'� 1.X�,bij. � o z - - °�, 2012 NOV 14 AM 10: 49 D..l aut Xo,&,U. � h �* TOF' i Or 00� ..�. NORTH ANDOVER ffiae late Afemkop�►ArEo�P¢� MA S S A C H U S E T T S SSACHUS� .11&had J.,Cipmta Date 13 November,2012 Town of North Andover Zoning Board of Appeals 1600 Osgood Street North Andover MA 01845 Please be advised that I have agreed to waive the time constraints for the North Andover Zoning Board of Appeals to make a decision regarding the granting of a Variance Special Permit Comprehensive Permit (40B) Finding For property located at: STREET: 1077 Osgood Street MAP: 35 PARCEL: 27 TOWN: North Andover, MA 01845 TO MEETING DATE(S) December 11, 2012 NAME OF PETITIONER: William Yameen An us Realtv RealTrust SIGNED: , Petitioner(or petitioner's repr tative) 1600 Osgood Street,Building 20-Suite 2035,North Andover,Massachusetts 01845 Phone-978-688-9541 Fax-978-688-9542 Web-xvww.townofnorthandover.com �® 10/04/2012 09:14 9787778650 LYNNFIELD ENG PAGE 01/01 RECEIVED 7p,� p,, TO's°;;a CLERK'S OFFICE �I'o-vvn of North rth YY.11l mover Cc�n l20 ZONING BOARD OF A�rr- ALS 2012 OCT —4 Aid IOC I 0 aeovIty.Ji`iC[I 4,7.�`��&q. M'fjfl ao, NpfiTN iOhrI4 Or 1,.Ifltaw-yre, 2Jfre-L'/fn�anuxn o46tf-rh o - �(/�ORTH nANDOlti i__R il1aN+md Y...�pm,&q �-# 0 e Y Om f•111SSACHUS nlroo �S�9cP1U�E� 7jaic 40C � Town of North Andover Zoning Board of Appeals 1.600 Osgood St>;cct N01111 Andover MA 01.815 Pkcase be advised that I havea.grecd to v�ttiivc the tim.c co�5tra.ilits for the North Andover Zoning Board of Appeals to maj<e a dccisiola regarding the granting of a t • V�>r6ance Special Permit (1on,.p),.chcilsivc Permit(4013) T'indin g .for property located at: STIZZ-ET: :1-6--7-70 s>?n.a�cll S4�meg MAi': 35 PARCEL: 27 :GOWN: North Andover, MA 01845 TO MEETINCI DATE(S): N.ovembeir 1.3,20112. NAME OF 1"ETITI LR: Wi ligi,,nn Yg-rncem (Aragm CCP SIGNED: /�'.-- - �� l�etiti.oI or(or pc.it'i.oller oprese]1tctti.ve) Richa.rd Barthelmes, P.E. Lynnfield Engineering, Inc. 1 1600 Osgood Stroat.G3uifding 2Q-Suite 2-3G.North nndovcr, 01845 Phone-978-68S-9541 Fnx-978.0319542 Wab-tvcvvv.rnwnoGlOrlhon(tgvcr.cem t7y/lk7/'Lt71L I•L:b:i WU///tMbbb LYN14-1ELU ENG F'AD'E: b1/Ul ©m RECEIVED TOW4 CLERK'S OFFICE Town of'North Andover 1"At-11CEc(kYimf.,&OMn ZON.INC BOARD OP APPEAU92012 SEP 10 PM 2: 22 (ZPlirrct rJ'..�flarrr�aJ''.79,ferry.Q/ftrirnr7tu well 0..Ile tape, Qljt�-�n/N4lrrrr. dello orro;Zq F OVIII o ,r/2fcftn cl',c.f rrco,£aq.C'l�r/1 �� `. •�:.. '•`` ��, NORTH AUDOVER .v ✓arrl'7fnc�,71, �.�7 � �� MASSACHUSETTS Qooact/�le.�tetH�crca CI .4fictlact Pi.Ripanfa ariu fterc Sped �$ss►et+us�c date l.0�cntertniacr X12 Totivta of North Audover %onlay,Board of Appeals 1600 Osgood Street North Anclover MA 01845 please-be advised that I have agrecd to Whe the timo c01)9tr1qiJ1ts for the North Afidover 7.0111119 Bostcl of Appeals to matte a decision regarding the graliting of a Spcclal Permit Comprehensive Permit(011) 1•�itulit{.g For proporty located at'. STREFaT;.1077 Osgood Street MAP;LS PARCEL: L TOWN: North Andover, MA-,01846 TO MmII ING DATER: •O:ctober 9.2012 NAME OTr Pl T1Tl .NHIZ: William c 1i.: -I us Cali Cori SIGN13ll: • 12� Petitloat r(or petitimer's repybsenta 1, c Richard Barthel.mear P.B. LXn.nfield Engineering, Inc. Y tGot1 t�4good Sircct,Huildin� tpilc2-:tG,.Nnrlhhndnt�er,1u1n9snchuseEls 0lRdS Phone•978.6+88-9541 Ym)978•(;88-9542 %Vcb-i«�«.lmvatu{iiorthnadn��cr.crnu ' ntegrettng d�Yign, expertise and ttic'hnology j September 10, 2012 Zoning Board of Appeals Town of North Andover 1600 Osgood Street Building 20, Suite 2-36 North Andover, MA 01845 Attention: Ms. Angela Ciofolo Department Assistant Subject: Butcher Boy Marketplace 1077 Osgood Street North Andover MA LEI Job No. 480-40 Dear Ms. Ciofolo: On behalf of Angus Realty, LLC, Lynnfield Engineering, Inc. is hereby requesting that our hearing be postponed until the October 9, 2012 meeting date. Angus Realty is currently reviewing the specifics of the proposed project with abutters to the site and desires to complete this review prior to the public hearing. If you have any questions or desire any additional information regarding this matter, please do not hesitate to contact me at 978.777.7250 Ext. 12. Very truly yours, Lynnfield Engineering, Inc. Richard Digitally signed by Richard Barthelmes DN:cndtkhard Barthelmes,%ou, email=rbarthelmesvlynnfieldeng.com,c=us Bart e l m es Date:2012.09.101407.39-04'00' Richard Barthelmes, P.E. fax c: Mr. Alan Yameen, Butcher Boy Marketplace via fax 199 Newbury Street,Suite 115•Danvers,MA 01923.978.777.7250 o fax 978.777.8650•www.lynnfieldeng.com K:\480-40\Corr\Ciofo10 A_091012_let postponernent.docx I Town of North Andover Town Clerk Time Stamp ZONING BOARD OF APPEALS ame%t 9..Ma&zi 933,&q. 6favmi= VIORTFt I�M�.GI�L�✓ ��f/MgL.� V�L�1/��/Lf-H(. � 28 JLl(:IC(ad LEO 1.5yvo ta_•r a p r. t7 ;t i ,Uj(�. �.1.�11/L � L .Il. Yd 9LVd Jll. /�� q tb,jaclak ✓ temk J 5 Aikhad 9.,Ci pada �9SSpCH1/ g chi 4peck Date: 14 August 2012 Town of North Andover Zoning Board of Appeals 1600 Osgood Street North Andover MA 01845 Please be advised that I have agreed to waive the time constraints for the North Andover Zoning Board of Appeals to make a decision regarding the granting of a Variance Special Permit Comprehensive Permit(40B) Finding For property located at: STREET: 1007 Osgood Street MAP: 35 PARCEL(S): 27 TOWN: North Andover, MA 01845 TO MEETING DATE( :-September 11,2012 NAME OF PETITI E ameen (Angus Realty Corp SIGNED: i ioner(or petitioner's repres tative) 1600 Osgood Street,Building 20-Suite 2035,North Andover,Massachusetts 01845 Phone-978-688-9541 Fax-978-688-9542 Web-w"%,%v.toxvnofnorthandover.com Town of North Andover ZONING BOARD OF APPEALS NORTH Albert P.Manzi III,Esq.Chairman 1,%D s°— Associate Members 3? ° '- Ellen P.McIntyre,Vice-Chairman ° �, Michael P.Li porto Richard J.Byers,Esq.Clerk '' p Tyler Speck D.Paul Koch Jr.,Esq i Zoning Enforcement Officer Gerald Brown �9SSACHUS y Legal Notice North Andover Board-of Appeals Notice is hereby given that the Board of Appeals will hold a public hearing at North Andover Town Hall at 120 Main Street, North Andover, MA on Tuesday, August 14th 2012, at 7:30PM to all parties interested in the petition of William Yameen (Angus Realty Corp) for property located at 1077 Osgood Street (Map 35, Parcel 27), North Andover, MA 01845. The applicant plans to construct a bank, a new permanent structure in the GB Zoning District. A Variance is requested under Section 4.136, (Watershed Protection Division) and 4.136 c.ii(3), of the Zoning Bylaws. Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street, North Andover, MA, Monday, Wednesday and Thursday from the hours of 8:00-400, Tuesday from the hours of 800-5:30 and Friday from 8:00 to 11:30. By order of the Board of Appeals Albert P. Manzi III, Esq., Chairman Published in the Eagle Tribune on: July 31, 2012 August 7, 2012 Town of North Andover ZONING BOARD OF APPEALS NORTN Albert P.Manzi III,Esq.Chairman of�t«o ,�1y Associate Members Ellen P.McIntyre,Vice-Chairman c� $� ° °� Michael P.Liporto Richard J.Byers,Esq.Clerk '- 70 Tyler Speck D.Paul Koch Jr.,Esq Zoning Enforcement Officer Gerald Brown SSACHUS�S Legal Notice North Andover Board of Appeals Notice is hereby given that the Board of Appeals will hold a public hearing at North Andover Town Hall at 120 Main Street, North Andover, MA on Tuesday, August 14th 2012, at 7:30PM to all parties interested in the petition of William Yameen (Angus Realty Corp) for property located at 1077 Osgood Street (Map 35, Parcel 27), North Andover, MA 01845. The applicant plans to construct a bank, a new permanent structure in the GB Zoning District. A Variance is requested under Section 4.136, (Watershed Protection Division) and 4.136 c.ii(3), of the Zoning Bylaws. Application and supporting materials are available for review at the office of the Zoning Department located at 1600 Osgood Street, North Andover, MA, Monday, Wednesday and Thursday from the hours of 8:00-400, Tuesday from the hours of 800-5:30 and Friday from 8:00 to 11:30. NORTH ANDOVER BOARD OF APPEALS Notice is hereby given that the Board of Appeals will hold a public hearing at North Andover Town Hall at 120 Main Street, North Andover, By order of the Board of Appeals NIA on Tuesday,August 14th 2012, at 7:30PM to all parties interested Albert P. Manzi lII, Esq., Chairman in the petition of William Yameen (Angus Realty Corp)for property to- cated at 1077 Osgood Street(Map 35, Parcel 27), North Andover, MA 01845. The applicant plans to construct a bank,a new permanent structure in the GB Zoning District. Published in the Ea le Tribune on: A Variance is requested under � Section 4.136, (Watershed Protec- July 31, 2012 tion Division)and 4.136 c.ii(3),of the August 7, 2012 Z App Bylaws. p A lication and supporting ma- terials are available for review at the office of the Zoning Department lo- cated at 1600 Osgood Street,North Andover, MA, Monday, Wednesday and Thursday from the hours of 8:00-400, Tuesday from the hours of 800-5:30 and Friday from 8:00 to 11:30. By order of the Board of Appeals Albert P.Manzi III,Esq.Chairman ET-7/31,8/7/12 North Andover MIMAP July 17,2012 O16 Farm-ROad 125 dd mfr 133 B2. Water Er..o ecti n R Rail Line Wetlands Zoning Interstates Exempt Lands Busine s 1(R-1) p ❑Busine s 2(R-2) Horizontal Datum:MA Stateplane Coordinate System,Datum NAD83, Interstate O Busine s 3(R-3) Meters Data Sources:The data for this map was produced by Merrimack —Major Roads ®Busine s 4(R4) AORT1l Valley Planning Commission(MVPC)using data provided by the Town of Roads O Gener Business(G-B) Of tae X11, North Andover.Additional data provided by the Executive Office of n Planne Commercial Dev •S r•.1 0 Environmental Affairs/MassGIS.The information depicted on this map is L:,Easements Corrido Development Dist • O for planning purposes on It may not be adequate for legal bounds 0 MVPC Bounds - L in g regulatory to y q g boundary Boundary D Corrido Development Disc O - ''"� t° definition or regulatory interpretation.THE TOWN OF NORTH ANDOVER 0 Municipal Boundary ®Co do Development Dist $- 9 MAKES NO WARRANTIES,EXPRESSED OR IMPLIED,CONCERNING Zoning Overlay Industri I 1(I-1) Y THE ACCURACY,COMPLETENESS,RELIABILITY,OR SUITABILITY 8 Adult Entertainment CI Industri 12(I-2) *% OF THESE DATA.THE TOWN OF NORTH ANDOVER DOES NOT 0 Downtown Oveday District Industri 13(I-3) ry o �� i ASSUME ANY LIABILITY ASSOCIATED WITH THE USE OR MISUSE OF 0 Historic District G IndustriI S(I-S) "' THIS INFORMATION ®Water Protection Reside ce 1(R-1) �,� °•ono^��'h Reside ce 2(R-2) SSACHUSE 0 Parcels �'P—ide ce 3(R-3) Hydrographic Features de ce 4(R-0) 1"=350 ft de ce s(R-s) Streams fde ce6(RI) ,,,age esidential(VR) A "A COMMONWEALTH OF MASSACHUSETTS NUMBER tArr . BHP-2017-0217 f North Andover • BOARD OF HEALTH FEE ' $60.00 Pentucket Bank DATE ISSUED NAME March 01,2017 1077 OSGOOD STREET ----------------------------------------------------------------------------------------- - ------------------------------------------------------------------------------ ADDRESS IS HEREBY GRANTED A Dumpster Permit Dumpster PERMIT This permit is granted in conformity with the Statutes and ordinances relating thereto,and expires..............February 28,2018--------------unless sooner suspended or revoked. RESTRICTIONS:Northside Carting 1 pickup per week 978.686.8604 ------------- -- -- --- ------------ --- - - --------- BOARD OF ,- HEALTH NOTES: Contact: Thomas Smithers 978.556.5435 ___________,__ ,_ ; �___________________ .y 1--- X—ow t ------------------------------------------------------------ HOURS ACTIVE:Angus Realty Corporation --------_________________________________________________ 1077 Osgood Street BOARD OF HEALTH CHAIRMAN A• TOWN OF NORTH ANDOVER .5��714 Community& Economic Development HEALTH DEPARTMENT 120 Main St. NORTH ANDOVER,MASSACHUSETTS 01845 Phone:978.688.9540 Fax: 978.688.9542 E-mail:healthdept@northandoverma.gov APPLICATION FOR DUMPSTER PERMIT P URSUANT TO SECTION 31A AND 31 B OF CHAPTER IN OF THE GENERAL LA WN AND R ULES AND REG ULA TIONS OF THE NORTHANDOVER BOARD OF HEALTH DATE: Application is hereby made for a permit to maintain a dumpster(s)on property located at 'lp YNtItS1Ft�w,,s�ANt 6VER`, 10(0 in accordance with the rules and regulations of the Board of Health. "'t t''� ` �' i 70WN OF N0i R rll A1400'j8_R Applicant: VeYn kxlCer 1E a L Property Owner: AY)QUa RMI V44 1�7H r� M� Name of Contact: EAgyi ) 1:(D, true_ Owners Address: IOiq OSGork `4_ Address: JOLPS QS6ccrJ S'!- K0.AntU 4M i 1a• 610-�J b(a- /krec w,MA. 01R( Owners Phone#: 331-1or5 6- IS\k Telephone#: q-j(k_ C 4-610 o Email address: f3f_�it AO L•o c, r\, x-14-�s�de CcA -k Dumpster Company: Telephone#: qu-(Omp- �Uoy - Pick-Up PickUp Schedule: i ipfc L J-,24eL T;-Idmis On the back of this form, please sketch an outline of property, showing the proposed location of the dumpster(s). Give, distance from dumpster to other buildings and lot lines or ;boundaries. Annual Dumpster Permit Fee: $60.00 per establishment Payable to: Town of North Andover. LATE FEE AFTER FEBRUARY 28 BE DOUBLED-$120.00 *Please note that all contact information and the associated fee is required upon application submittal. Page I of I IIII iilfllllliifll i � I BW 126.D I I 135.D l2 134.D - I TW 135.2 �BW 126.5 —�+ 135.9) 03 w � � M . it 134.9 HP 156.1 HP - I I 13 . '1,35.7 �e L133x9 F ._ .' 132.5 V32.5. — -- — ' co / 6 o CRASS SWALE TO OLLECT SURFACE 5 ` RUNOFF .. r.........�.. K:K5242°KadWrwtrpflpflpnWlJll�W65 X", I /h c� 3m v -A -J— '0 �t. . ..... s pis It b 21 1r'r11-5 z ffi 7 c� p s. 'z 6 T 16 R 1j3jajt-:jgjRjej+jaj+j1 w:mral FF FF�FTYFF6F5FFFFFFF� Aa Gal4 9 ki zi tf 19 NG PENTUCKET BANK AT BUTCHER BOY MARKETPLACE LYNNFIELD ENG/NEER/NG, INC. SITE GRADING, 1077 OSGOOD STREET CONSULTING ENVIRONMENTAL ENGINEERS DRAINAGE AND 3"" NORM ANDOVER,MASSACHUSETTS 01845 UT1UTY PLAN 'AIMS NC PREPARED FOR 2 ELECTRONICS AVE, SUITE 41 PZWTUCKET BANK DANVERS, MASSACHUSETTS 01923 a. I MD?RMAC S7REFT (978) 777-7250 FAX(978) 777-8650 31304 HAMMM"MASSACWSE"S 01830 ' Commonwealth of Massachusetts -_ BOARD OF HEALTH North Andover 120 Main Street NORTH ANDOVER,MA 01845 DATE PRINTED 12/19/2016 ESTABLISHMENT NAME: Pentucket Bank Pentucket Bank 1077 Osgood St. File Number: BHF-2015-000011 NORH ANDOVER MA 01845 LOCATED AT: 1077 OSGOOD STREET ,Commonwealth of Massachusetts OWNER: Angus Realty Corporation PHONE:(978)688-1511 PERMIT TYPE FEE Dumpster Permit $60.00 Hours Active: Angus Realty Corporation 1077 Osgood Street North Andover,MA 01845 978.688.1511 Total Fees: $60.00 f� 1 ry 611. IC) 1Sv