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11A-003 Beaver Brook Traffic Studyi Tr .qffir A.Q cmPn4 ; E E 0 V E L FEB 2 6 2008 CITY CLERKS OFFICE NORTHAMPTON, MA 01060 Northampton, Massachusetts Prepared for Mr. Patrick J. Melnik 110 King Street Northampton, MA 01060 Prepared by -Ya—s---ffau a m stin _L u r - - Transportation, Land Development, Environmental'Services One Federal Street, Building 103 -3N Springfield, Massachusetts 01105 413.747.7113 ( 1 ( 1 Transportation Land Development nvironmental__ S e r v i c e s One Federal Si TTa.�acs_ P T��res� Rr �c y , Inc Building 102 Springfield, MA 01 413747-7 Memorandum To: Mr. Patrick J. Melnik Date: January 9, 2007 FAX 413 747 -0! 110 King Street Northampton, MA 01060 Project No.: 10006.00 From: Matthew J. Chase, P.E. Juliet Locke, E.I.T. Re: Beaver Brook Estates Northampton, MA Vanasse Hangen Brustlin, Inc. (VHB) has been retained by Patrick Melnik (the proponent) to prepare a traffic impact study report outlining the potential traffic issues associated with a proposed residential development in Northampton, Massachusetts. In summary, it is the finding of this assessment that the proposed use on the site is expected to generate a minimal amount of traffic (approximately 25 to 30 peak hour trips) and would have an insignificant effect on area traffic operations. The following documents these findings. PROJECT DESCRIPTION The property, approximate location shown on Figure 1, is a 54 ± acre parcel located on Evergreen Road in Northampton, Massachusetts, and is currently occupied by a 4 -unit residential apartment complex. The proposed development program consists of constructing a 21 -unit single family and a 4 -unit apartment residential subdivision. The existing 4 -unit apartment complex previously mentioned will remain on site, and therefore a total of 29 units (21 single family homes proposed, 4 apartment units proposed and 4 apartment units existing) will occupy the site during full build -out. Access to the site will be provided via a new site driveway, consolidating the two existing driveways located on Evergreen Road. This proposed driveway is will be located directly across from Chestnut Street creating a four -way unsignalized location. EXISTING CONDITIONS Field observations and the expected transportation characteristics of the project helped identify the roadway and intersections that could be affected by the proposed development. In addition, VHB discussed the study area with the Northampton Planning Department to confirm areas of concern. Study Area Roadways Evergreen Road is a residential roadway in a small neighborhood bordered by Florence Street and Route 9 (Haydenville Road). Directly across from the site driveway is Chestnut Street, forming a four - legged intersection. Adjacent to the project site, Evergreen Road and Chestnut Street are two - lane roadways with no pavement markings. The pavement width directly in front of the site is approximately 20 -feet. Existing land use within the immediate vicinity of this site is residential. In addition to reviewing Evergreen Road adjacent the site, the following three intersections are the only access points to the surrounding neighborhood. These intersections were studied in addition to the site driveway to determine existing traffic conditions and potential traffic impacts. Was p ri nglprojects 110 006 .001docslmemoslBeaver Brook Memorandum 1 09 07.doc k\Masprinq\pro*ects\10006.00\qraphics\FIGURE'S map.dwq 03, M K rj S i N' , 2 �' 3j C � { �ri own y �rr ^��'^�c � .1 �•, � .� � � ,'.. r � 1 � uy��.� : ..k . :.' tt .;,i -'^. I lrJ f 7 F,�, . S# ,., ,t ,w;� � J � *,;^�� yp � ; �` ` � � �� ' r � y J„ f 0 X S j r j, All, 0 , J—; e �.} "7.. R�� t ) �� )} 1 M 9 ..t �� I'f -f"`�5 'ap I }' � ._ ' �, � l ��- � � � ��'4 % j i : - A A "WIT 7tll . 7 Aft! + OF 4 Y IN 0" 'gr - 7 - rV I � r'•ih'�"",�'""" �. � 'i\ ! trt � -1p, dl ' t t � $ � ; � '. 'y �i j �r. f �^`� 1 *) W 04 la % P a, 4 INX'� �N 1 1— 1 L I VIt h I I 111 N1 k � I.f I "j� ,t; .mow -`�' ti c� ( n'3 ',. "y op/ - dl k, �ti � 'S. �, t� 1 � � L �r +, � 2 P � `� I r'"= "..r "`<.'.^' ` f a � f � 'r � �"'` '� 9f �C„ 1 k A qa �t"'. � } ��"i ri � � f��j F � .� � l� ., t ._.. ''� - r ,4 � �h , _��" ti" �. �,, .. ,t ,� � iA i� k n ar ou n try C h 7j LOO M E M 0- R AL A: t ON PARK N, 0i �q 4 Aq 0. C PU .4, 3 F Xv Beaver Brook Estates Figure I Northampton, MA Site Location Map 0 1000 2000 Feet Janua ?007 10006 ; -2- Study Area Intersections Florence Street at Front Street Front Street intersects Florence Street at a 4 5- degree angle forming a skewe unsignalized intersection. Front Street a d, three legged an 8- percent downgrade. There is no stop p sign or s o line at Front Street approach. hick appears Str is a two -lane roadway with one general - purpose lane in each direction. The ostte to l on Florence Street is 25 mph in the vicinity of the intersection. Sidewalks are Present at Florence speed i intersection with a cross -walk from Front Street to the westerly side of Florence Street. There bus stop shelter located at the intersection on Front Street and is serviced by PVTA on the trip to Northampton on a regular basis while the outbound trip is serviced as requested. A detailed is a bus schedule is attached to this memorandum. inbound Route 9 at East Center Street East Center Street intersects Route 9 forming a three -le gged unsignalized intersection. There is no stop sign or stop line present along East Center Street. The pavement width at the intersection ' approximately 18 -feet on East Center Street and 24 -feet on Route 9 with three -foot shoulde surrounding area on Route 9 is primarily rs. Th wooded, while the existing land use Center's along East Street is residential. The posted speed limit e mit on Route 9 is 30 mph. IlMaspringlproje cts110006.00ldocslmemoslBeaver Brook Memorandum 1_09 07.doc Ja 1, 2007 100[ -3 Route 9 at _Leonard Street Leonard Street intersects Route 9 at an a pproximately 45 - degree an forming a skewed, three - legged intersection. Leonard Street is under stop control with a pavement width of approximately 23_ feet. Existing land use in the vicinity of the intersection is primarily resirianf;�i ° Traffic Volumes et v a[ Leonard Stre Peak hour turning movement counts ( T week Mcs) were conducted on December or evening eak during the weekday mornin g peak hour (7:00 -g :00 AM) and during the weekday at the above mentioned study area intersections. Figures 2 and 3 illustrate the existing weekday morning and evening g peak hour weekday morning and evening occurred from o u r to Si v lu p and 4.15 to c The peak hour for the Seasonal Variation 5.15 PM. To evaluate the potential for seasonal variation in the existing historical seasonal adjustment factors were reviewed using the Mass Highway permanent count station 11 located on Routes 5 and 10 south of the Hatfield Town Line ne (in Northampton). This data hour traffic count data, indicates that the existing December traffic two traffic volumes b volumes are typical) Highwa monthly adjust the existing volumes toe y high reflect the average traffic co higher than the average percent. Therefore, to be conservative it was not necessary to Vehicle Crash Summary condition for this area. Vehicle crash data was obtained from the the most recent three -year time Massachusetts Highway Department and the three study area intersections to determine if any current safety period (2003 to 2005). This data was reviewed for the site driveway be exacerbated b (MassHighway) for recent three- y the proposed project - related traffic. No crashes were reported during Year time the site report at the Y deficiencies exist that might three intersections bordering the s to (Leonard Street - Y: however four total crashes were t he ed Front Street = 1 crash). - 1 crash, East center Street = A crash 2 crashes summary table is attached to this memorandum. , and MassHighway crash rates were calculated for each of the study area effective tool to measure safety hazards. MassHighway develops standard crash rates for g unsignalized intersections throughout the state and publishes average rates by and are an are expressed in incidents per million vehicles entering g (MEV) the intersecti on. n. The calculated rate is district. These rates compared to the average rate for each of the study area intersections to determine All if crashes are that there are no existing safety deficiencies at these locations. ersections for District 2 it i n t ersections do not exceed this rate and therefo re c appears y area i Il Mas grin glproj ec1s110006.001docslmemoslBeaver Brook Memorandum 1 Og_07.doc o� �1 i 2006 Existing o umes Northampton, Massachusetts '' 1 NE Cv Weekday Morning Figure 2 ®0® Peak Hour Traffic V 1 � 1 1 w O Not to Scale 1 � a 10� � Janus g, 2007 100f I 1 Intersection Sight Distance - -- - - - -- - - - - - - ntersectiorr sight distance (ISD) is the view a driver has from the side stree t of approaching traffic. The desirable values for intersection sight distance are such that the major rave to substantially reduce its speed when the driver exits the side stree traffic. street traffic would not et and into the main flow o' For the site driveway, existing intersection sight distances were measured distances were determined using an estimated design speed limit of 30 nt neighborhood. Intersection sight distance measurements (existing and re in the field and required are summarized in Table 1. Ph for a residential qurred) for each direction Table 1 Sight Distance Summary Intersection Lookin Si ht Dista ®_e + Minimumb Desiredb Measured Site Driveway Left from Site Driveway 200' at Evergreen Road 335' > 700' Right from Site Driveway 200' which is more co 335' 250' a Based on Hi hwa guidelines established in A Polic on the Geo b Required sight distance Transport n feet, based on speed of appro met Desi n t Hi hwa sand Streets, American Association of State ] 2004. for vehicles turning left from the site driveway, oe consery e miles per hour for eastbound and westbound directions ative than right turning vehicles. Looking left from the site driveway the desired sight distance is met, as a driveway can see to the intersection of Evergreen Road /Leonard Street (over from the site driveway the desired sight distance does not meet the measured exiting the site distance, and is due to a vertical crest in Evergreen Road; however, ( u interseion sight 700 feet). Looking right ct "If the available intersection sight distance for an entering �SHT0 ' recommends that: appropriate stopping sight distance for the major road, then drivers have suffic e at least equal to the anticipate and avoid collisions. sight distance to Stopping sight distance (SSD) is the length of roadway ahead visible to a drivers have sufficient visibility to anticipate and avoid collisions before re in the roadway. Upon further review of the sight distance data in Table driver and ensures that west (right) from the site driveway w a aching a stationary object looing of 200 feet for the eastbound a g PPr °ximately 250 feet and exceeds the Min' mum regDuiredkSSD intersection are enhanced, accordin to h. Slnce ISD exceeds SSD traffic operations u this distance in this direction meets the required d stance for 35 MPH (250 -fee guidelines. Furthermore, the measured sight t). .....- -_ - ' A Policy on the Geometric Desi n of Hi liwa and Streets, American Association of State Highway and Transportation Officials [AgSHTO], 2004 Waspring1projects110006 .001docslmemoslBeaver Brook Memorandum 1 09 07.doc FUTURE CONDITIONS The traffic analysis presented in this memorandum has been prepared in conformance with the Executive Office of Environmental Affairs /Executive Office of Transportation EOE Institute of Transportation Engineers ITE g uidelines ( A/EOTJ and the In with these guidelines, a future design year of 2011 (a fiive -y ar hori zon) izon) was reviewed accordance assessment. as part of this Background Traffic Growth Traffic growth on area roadways is a function of the expected land development, economic activit y study and changes in demographics. A frequently used procedure is to estimate traffic that could be generated by planned new major developments, alternative procedure is to estimate an overall ar a o ann t ual percentage t h increase a a and t apply tha roadways. An . For the rposes of this assessment an annual increase to the study area traffic volumes purposes percentage growth rate was used. Based on information provided in recent traffic studies completed in the area, a background growth rate of 1.5 percent per year was applied to the existing traffic volumes and used in the future 2011 traffic analysis. Figures 4 and 5 illustrate the morning and evening 2011 No -Build traffic volumes, respective) Trip Generation y As described earlier, the proposed residential development consists of constructing 21 new single family homes and , 4 new apartment units on a 54 -acre parcel. Traffic expected to be generated by this development was dete using data provided by the Institute of Transportation Engineers Trip Generation Manual, 7 Edition. The Single - Family Detached Housing land use code (LUC ) 21 and Apartment LUC 220 were used to forecast traffic volumes generated by the proposed residential development; Table 2 provides a summary of this data. Table 2 Site- Generated Traffic Summa Time Period Movement Weekday Daily (vpd)1 Total Sin le Family a A artmentSb 246 Total 28 274 Weekday Morning Enter Peak Hour (vph) 2 6 0 Exit 18 6 Tot 24 2 20 2 26 Weekday Evening Enter Peak Hour (vph) 2 17 2 19 Exit 10 Total 1 11 1 Traffic volumes expressed in vehicles per day. 27 3 30 2 Traffic volumes expressed in vehicles per hour. a Data based on ITE Trip Generation Rates for Single - Family Detached Housing (Land Use Code 210) with 21 units by regression. b Data based on ITE Trip Generation Rates for Apartments (Land Use Code 220) for 4 units by average. c Sum of a and b The proposed residential development is forecasted to generate approximately 27 vehicle trips daily (246 for Single Family, 28 for Apartments). Approximately 26 (6 enter, 20 exit) vehicles tri s during the weekday morning Ps evenin 9 Peak hour and 30 (19 enter, 11 exit) vehicle trips during the weekday g peak hour are expected to be generated by the residential development. The trip S ummarized above does not take into account residents using the adjacent Northampton bike path or the PVTA transit stop at the end of Front Street, therefore, Providing generation g _a conservative analysis. 11Masprin& roiects110006 .001docMmemoskeeaver Brook Memorandum 1_ 09 07.doc � �l j Not to Scale 2011 No -Build -�Enmm Weekday Morning Figure 4 Peak Hour Traffic Volumes Northampton, Massachusetts V� how o� S- W _0 j Not to Scale 2011 No -Build -�Enmm Weekday Morning Figure 4 Peak Hour Traffic Volumes Northampton, Massachusetts V� how o� S- W 1 No Sulld.dw w Not to Scale January',, ,07 10006.00 -6 Trip Distribution The trip distribution for the traffic generated by the proposed facility is expected to follow existing travel patterns near the site. The anticipated trip distribution for the site - generated traffic is summarized in Table 3. Table 3 Vehicle Trip Distribution Summary Roadway Via Direction Frorn/To Percent of Total Site - Generated Traffic Route 9 (Haydenville Rd) Leonard Street Weekday Morning Weekday Evening Route 9 (Haydenville Rd) East Center Street North 10 % 5 % Florence Street South 60 % 60 % Front Street North 20 % e Florence Street Front Street South 30 /e Total 110 % 5 % Based on TMC counts conducted in December 2006 10 100 % The additional traffic associated with the proposed project was distributed along the study area roadways using the trip distribution shown in Table 3. The site generated trips were then distributed and assigned to the roadways and added to the 2011 future No -Build conditions to obtain the 2011 future Build conditions with the project. These morning and evening 2011 Build conditions traffic volumes are illustrated in Figures 6 and 7, respectively. Site - generated traffic assigned to the study area intersections is also illustrated in a figure attached to this memorandum in the Trip Generation Attachment. TRAFFIC OPERATIONS ANALYSIS Level -of- Service Criteria Level -of- service (LOS) is the term used to denote the different operating conditions that occur on a given roadway segment under various traffic volume loads. It is a qualitative measure of the effect of a number of factors including roadway geometry, speed, travel delay and freedom to maneuver. Level -of- service provides an index to the operational qualities of a roadway segment or an intersection. Level -of- service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. The level -of- service designation for unsignalized intersections assumes that traffic on the major street approaches are not affected by traffic on the side streets. Thus, LOS designation is critical movement, which is generally the left -turn out of the side street. for the Level of Service Analysis VHB conducted capacity analyses using the evaluation criteria recommended in the Hi hwa Capacity Manual (HCM) to determine the traffic capacity impacts due to the proposed facility. These analyses were conducted for the weekday morning and evening peak periods during the following conditions for the study area intersections: 2006 Existing conditions; 2011 Future No -Build conditions (Existing conditions with a 1.5 % growth rate); 2011 Future Build conditions (2011 No -Build conditions, plus the additional traffic generated by the proposed facility). The capacity analysis output for the Existing, No- Build, and Build conditions are attached to this memorandum, and are also summarized in Table 4. 2 Highway Capacity Manual Transportation Research Board; Washington D.C.; 2000. 1 lMasprl nglprojecls170006 .001docslmemoslBeaver Brook Memorandum 1 09 07.doc �, r •-� �1 F° 7°• N P: \10006.00 \graphics \FIGURES\2011 Build.dwq — / I A T_ *�T OD m January 9, 2007 -7- Table 4- - -- -- Unsignalized Capacity Analysis Summary - 2011 Future No Build Co Time Period Critical 2006 Existing Conditions (without project) Location (Peak Hour) Movement Dem a VIC b Delay = LOS d Dem VIC Delay 1 with rolect LOS I Dem VIC Delay LOS Florence St Weekday AM SWLR 22 .02 9.1 A 23 .03 9.9 9.8 A A 29 12 .04 9.8 9.8 A A at Front St Weekday PM SWLR 9 .01 9.7 A 9 .01 .02 Route 9 Weekday AM EBLR 37 .09 15.2 C 39 .11 16.2 11.8 C B 52 21 .14 16.5 11.5 C B at East Center Weekday PM EBLR 12 .02 11.5 B 13 .02 .04 ' Route 9 Weekday AM NELR 21 .06 16.5 C 23 .08 17.8 15.2 ! C C 25 21 .08 18.3 15.6 C C at Leonard St Weekday PM NELR 17 .04 14.3 B 20 .05 I .06 f Evergreen Rd Weekday AM SBLR" 2 0 8.6 A 2 0 0 8.6 8.6 A A 24 15 .03 9.1 9.0 A A at Site Drive Weekday PM SBLR" 2 0 8.6 A f 2 I .02 _ ^ During the 2006 Existing and 2011 No Build conditions the critical approach to this intersection is the northbound Chestnut Avenue approach which is directly across from the proposed site driveway. During the 2011 Future Build condition the critical approach is the proposed site driveway. in vehicles hour for the critical movement volume of the approach. a Dem - Demand. Vehicular demand expressed per b VIC - Volume -to- capacity ratio. V/C ratios range from 1.0 when demand equals capacity to 0 when demand is zero. Values over 1.0 indicate demand in excess of capacity. initial deceleration delay, move -up time, stopped delay, and final acceleration delay. c Delay - Control delay per vehicle, expressed in seconds, includes queue d LOS - Level of Service. LOS A indicates free flow conditions with minimal delays. LOS E and F indicate congested conditions. LR = Shared left right movement; SW = south /westbound; NE = north /eastbound; SB = southbound; EB = eastbound During the 2006 Existing and 2011 Future conditions with and without the project, the study area intersections operate between an acceptable level of service A and C. As Table 4 also indicates, the levels of service remains unchanged from the 2011 Future No Build condition (without the project) to the 2011 Future Build conditions (with the project). The analysis indicates that the development will not result in any significant additional congestion along area roadways in the future. CONCLUSION In summary, it is the finding of this evaluation that the traffic generated by the proposed residential development (totaling 25 new units and 4 existing units) would not have a significant impact on traffic operations on the surrounding area roadway network. The following summarizes the findings from this memorandum: • The proposed residential development will generate approximately 274 daily trips; I • During the weekday morning peak hour approximately 26 vehicle trips (6 entering and 20 exiting) are expected, which is equivalent to less than one car every 2 minutes; • During the weekday evening peak hour approximately 30 vehicle trips (19 entering and 11 exiting) are expected, or approximately one car every 2 minutes; • Intersection sight distance at the site driveway is adequate; • It is anticipated that residents could utilize the nearby Northampton bike path or PVTA transit stop at the end of Front Street, which would reduce the number of single occupancy vehicles traveling to /from this development; and \ \Maspring\ projects N0006.001docslmemoslBeaver Brook Memorandum 1 0s- 07.doc January 9, 2007 - - 10006.00 The Levels of Service at the three s tudy area intersections and the proposed site driveway are expected to remain at an acceptable LOS "C or better with the - construction - of the - - proposed residential development. Lastly, the proponent has committed to connecting this subdivision with the proposed Northampton bike path by way of a bike path connector shown on the site plan. In addition, the proponent has committed to providing funding to assist in the construct of the bike path main corridor from the connector Grove Avenue north toward the Williamsburg line. Details of this commitment are summarized in a letter to the Northampton Planning Board dated July 27, 2006. The connection of the bike path to the proposed subdivision will create opportunities for this project to generate less traffic to the surrounding study area intersections. 11Masprt ngl projects110006 .001docslmemoslBeaver Brook Memorandum 1_09_07.doc ' 1 Attachments - ➢ Crash Summary ➢ Sight Distance ➢ Traffic Counts ➢ Trip Generation ➢ Intersection Capacity Analysis ➢ Public Transportation - -- -- - - -P:\ 09983 :00\ddcslmemosV\ItacFmenl:doc' _ -- -- - -- -_ -� _ -� - -- - -- - _ -� - -- - -� -- P:1 09983. 001 docsl memos\Attachmenl.doc Table 1 Accident-Summ Vehicular Crash Summary (2003 - 2005) ®°® Rt 9 (Haydenville Rd) at Rt 9 (Haydenville Rd) at Florence St at Leonard St E Center St Front St Year 2003 0 1 0 2004 1 0 0 2005 0 1 1 Total 1 2 1 Average 0.3 0.7 0.3 Collision Type Rear -end 0 1 0 Sideswipe 0 0 1 Single- vehicle crash 1 0 0 Unknown 0 1 0 Total 1 2 1 Severity Properly- related 1 1 Total 1 2 1 Time of clay Weekday, 7:00 AM - 9:00 AM 0 1 1 Weekday, 4:00 PM - 6:00 PM 0 1 0 Weekday, other time 1 0 0 Total 1 2 1 Pavement Conditions Dry 0 2 0 Snow 0 0 1 Ice /Slush 1 0 0 Total 1 2 1 MassHighway Crash Rates: 0.08 0.08 0.27 District 2 Crash Rate: 0.85 Significant' No No No r _ jai CRASH RATE WORKSHEET Pi +yj CITY/TOWN : Northampton COUNT DATE : 12/06/06 MHD USE ONLY _l DISTRICT: 2 UNSIGNALIZED : X SIGNALIZED: V source # r ` � 1 sr: INTERSECTION DATA _ c" ............................................................................... ............................. .1 - MAJOR STREET: Route 9 RIN # !! MINOR STREET(S) : Leonard Street RIN # RIN # f RIN # RIN # I� INTERSECTION DIAGRAM (Label Approaches) APPROACH: DIRECTION: VOLUMES (PM) : " K " FACTOR: TOTAL # OF ACCIDENTS: 1 2 3 4 5 6 NB SB EB 566 3313 16 OS APPROACH ADT : 11500 ADT =TOTAL VOU"K" FACT. " # OF AVERAGE # OF 0 1 YEARS: 3 ACCIDENTS (A): ................................................................................ ............................ . -- ------- - - - - -- (A" 1,000,000 ) CRASH RATE CALCULATION: 0.0l3 RATE _ (ADT' 365 ) Source (optional): MassHighway Comments: INTERSECTION REF # Peak Hour Volumes ME Massnghway CRASH RATE WORKSHEET CITYfTOWN: Northampton DISTRICT: 2 UNSIGNALIZED: x - INTERSECTION DATA - COUNT DATE: 12/06/06 SIGNALIZED: I ......................................................................... MAJOR STREET: - Route 9 MINOR STREET(S) East Center Street INTERSECTION DIAGRAM (Label Approaches) APPROACH: DIRECTION: VOLUMES (PM) : "K" FACTOR: TOTAL # OF ACCIDENTS: Peak Hour Volumes =.0-8= APPROACH ADT: 12100 ADT =TOTAL VOU"K" FACT. 4 OF AVERAGE # OF YEARS: ACCIDENTS (A) : ------------ - ............................................................. MHD USE ONL Source # = RIN # RIN 4t RIN # RIN # RIN # INTERSECTION REF# = ............................................................................................... .............. ............. (A CRASH RATE CALCULATION: 0.08 I RATE (ADT 365) Source (optional) ,. MassHighway Comments: last updatecLAIM06/91 2 3 4 5 6 NB SB EB 599 1 358 11 1 =.0-8= APPROACH ADT: 12100 ADT =TOTAL VOU"K" FACT. 4 OF AVERAGE # OF YEARS: ACCIDENTS (A) : ------------ - ............................................................. MHD USE ONL Source # = RIN # RIN 4t RIN # RIN # RIN # INTERSECTION REF# = ............................................................................................... .............. ............. (A CRASH RATE CALCULATION: 0.08 I RATE (ADT 365) Source (optional) ,. MassHighway Comments: last updatecLAIM06/91 l assNighway CRASH RATE WORI {SHEET CITY/TOWN : Northampton DISTRICT: 2 UNSIGNALIZED : X -- INTERSECTION DATA - COUNT DATE: 12/06/06 MHD USE ONLY SIGNALIZED: Source #� MAJOR STREET: forence Street MINOR STREET(S) : Front Street INTERSECTION DIAGRAM (Label Approaches) APPROACH: DIRECTION: VOLUMES (PM) : " K " FACTOR: TOTAL # OF ACCIDENTS: 1 2 3 4 5 6 NB SB WB 142 120 8 OS APPROACH ADT : 337 ADT =TOTAL VOL/ "K" FACT. # OF AVERAGE # OF 0 1 YEARS : 3 ACCIDENTS (A) : RIN # RIN # RIN # C] RIN # RIN # INTERSECTION REF # .......................................... ..................... .......... ( A" 1,000,000)'" CRASH RATE CALCULATION: 0.27 RATE _ -( ADT 365) t Source )ptional): MassHighway Comments: „• last updated: 11/06/01 Peak Hour Volurnes Sight Distance _983.0oNdo.sXmemog\Allachmeni.doc 19 AQ O 0 > .2 !o v� 0 a a) 5 W o 0 o 0 3:: 2 > C, C, B F c o U W 0 � 0 0 0 0 CQ CO E 2 a > 12 :5 m 2 E. tS a C �o 'q E> o o E J- 0 0 0 5 2 C � (u ;4 �i co co co M co co co ul in o A t T m m m m U CJ u u 0 co (U -C—Z U in (n En w 0 w 4 cn 0 0 12 4 W 0 w M 0 A , 0 Ln c a° < (V :E Z. p c, F i u > W 2! Lr) is r o tj - Eu 0 a m aj 76 - vN P6 0 0 a t:� E 5 LL tP) 0 m Q, 1 6 E - • - LO 0 = ro CO co co w Co CO LU 3: u o 2 a 'E ' v ° h w 3: co Ln w E o 0 32 > > Z > 0 :s - � - . u > 0 Ln o Lo T U t M C� 7K, _0 —Qj (U c 1 :5 a) • r th 'o 0 c c . E E m qj M r m 0 0 r. L9 Ln 3 .c C a, in US CL = a m 2 12 I m Ix CL CL 0 w 0 0 't A a) 0 ow b u w Ln a. C 0 B 19 AQ O P:\ 09983 .00 \docslmemos\Allachment.doc i Data Acquisition, Transformation & Analysis Inc. -- - 50 Alden Ave. - --- Belchertown, MA 01007 N / S: Front Street File Name : AM - Front @ Florence t E / W: Florence Street Site Code : 02051979 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 08:00 AM 2 0 4 0 2 10 0 0 0 0 0 0 0 34 3 0 55 08:15 AM 2 0 5 0 0 16 0 0 0 0 0 0 1 25 1 0 50 08:30 AM 1 0 5 0 5 23 0 0 0 0 0 0 0 46 0 0 80 0 8:45 AM 0 0 1 0 3 23 __ _ g 0 0 0 0 0 0 52 0 0 79 Total 5 0 15 0 10 72 0 0 0 0 0 0 1 157 4 0 264 Grand Total 19 Front Street From North isrou S 1 "1111LCU- i l a aaiu a ua - Florence Street From East as • - -• -° — - - -- From South 0 Florence Street From West 0 0 Start Time Right I Thru I Left Peds Right I Thru I Left Peds Right Tluv Left Peds Right Thru Left Peds Int. Totat 07:00 AM 1 0 2 0 0 11 0 0 0 0 0 0 0 32 1 1 0 0 47 52 07:15 AM 3 0 3 0 0 14 0 0 0 0 0 0 0 0 0 0 0 0 31 37 2 0 80 07:30 AM 8 0 7 3 0 0 2 0 24 0 16 0 0 0 0 0 0 0 0 49 2 0 72 _ 07:45 AM Total 2 1 14 0 0 15 0 2 65 0 0 0 0 0 0 0 149 6 0 251 08:00 AM 2 0 4 0 2 10 0 0 0 0 0 0 0 34 3 0 55 08:15 AM 2 0 5 0 0 16 0 0 0 0 0 0 1 25 1 0 50 08:30 AM 1 0 5 0 5 23 0 0 0 0 0 0 0 46 0 0 80 0 8:45 AM 0 0 1 0 3 23 __ _ g 0 0 0 0 0 0 52 0 0 79 Total 5 0 15 0 10 72 0 0 0 0 0 0 1 157 4 0 264 Grand Total 19 0 30 0 12 137 0 0 0 0 0 0 1 306 10 0 515 Apprch %n 38.8 0 61.2 0 8.1 91.9 0 0 0 0 0 0 0.3 96.5 3.2 0 npp.Tmd Total % 3.7 0 5.8 0 2.3 26.6 0 0 0 0 0 0 0.2 59.4 1.9 0 PCs and Peds 19 0 26 0 12 _ 123 0 0 0 0 0 0 1 293 10 0 484 PCs and Peds 100 0 86.7 0 100 89.8 0 0 0 0 0 0 100 95.8 100 0 94 13 1-M and Bikes 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 8 2.6 0 0 0 0 2.5 _% HVs and Bikes 0 0 0 0 0 3.6 0 0 0 0 0 0 0 0 0 0 5 0 0 18 Buses I % Rses 0 0 0 0 4 0 13.3 0 0 0 9 6.6 0 0 0 0 0 0 0 0 0 1.6 0 0 3.5 Front Street Florence Street Florence Street From North From East From South From West Start Time Right Thru Left Peas npp.T.m, Ri ^ne Thru Left _ Peas npp.Tmd Right Thru Left Peas np rmat Right Thru Left Peas n i m. rn nt 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 3 55 08:00 AM 2 0 4 0 6 2 10 0 0 12 0 0 0 0 0 0 1 34 25 1 0 0 37 27 50 08:15 AM 2 0 5 0 7 0 16 0 0 16 0 0 0 0 0 0 0 0 46 0 0 46 80 08:30 AM 1 0 5 0 6 5 23 0 0 28 0 0 0 0 0 0 0 0 52 0 0 52 7 08:45 AM 0 0 1 0 1 3 23 0 0 26 0 0 0 0 0 1 157 4 0 162 264 Total volume 5 0 15 0 20 10 72 0 0 82 0 0 0 0 0 1 0.6 96.9 2.5 0 7n App. Total nTaF 25 0 75 0 .625 .000 .750 .000 .714 12.2 •500 87.8 0 .783 .000 0 .000 .732 •000 .000 .000 .000 .000 .250 .755 .333 .000 .779 .825 Data Acquisition Transformation Analysis Inc. r 50 Alden Ave-. - -- Belchertown, MA 01007 N / S: Front Street File Name : AM - Front @ Florence E / VV: Florence Street Site Code :02051979 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 2 0 0 5 0 0 0 0 0 0 0 3 0 0 10 08:45 AM 0 0 0 0 0 3 0 _0 0 0 0 0 0 4 0 0 7 Total 0 0 2 0 0 8 0 0 0 0 0 0 0 9 0 0 19 Grand Total 0 0 4 0 Front Street 0 0 0 0 0 13 0 0 Florence Street Apprch % 0 0 100 0 0 100 Florence Street 0 0 0 0 0 From North 0 0 0 From East 0 0 From South 0 45.2 0 0 From West 0 0 0 Start Time Right TThr-7 Left I Peds Right Thru Left I Peds Right I Thru Left Peds Right I Thru I Left I Peds Int. Total 07:00 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 07:15 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 2 07:30 AM 0 0 2 0 0 2 0 0 0 0 0 0 0 3 0 0 7 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 _07:45 Total 0 0 2 0 1 0 6 0 0 0 0 0 0 0 4 0 0 12 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 2 0 0 5 0 0 0 0 0 0 0 3 0 0 10 08:45 AM 0 0 0 0 0 3 0 _0 0 0 0 0 0 4 0 0 7 Total 0 0 2 0 0 8 0 0 0 0 0 0 0 9 0 0 19 Grand Total 0 0 4 0 0 14 0 0 0 0 0 0 0 13 0 0 31 Apprch % 0 0 100 0 0 100 0 0 0 0 0 0 0 100 0 0 0 Total % 0 0 12.9 0 0 45.2 0 0 0 0 0 0 0 41.9 0 0 0 HVs and Bikes 0 0 0 0 0 5 0 0 0 0 0 0 0 8 0 0 13 HVs and Bikes 0 0 0 0 0 35.7 0 0 0 0 0 0 0 61.5 0 0 41.9 J Buses 0 0 4 0 0 9 0 0 0 0 0 0 0 5 0 0 18 % Buses 0 0 100 0 0 64.3 0 0 0 0 0 0 0 38.5 0 0 58.1 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Front Street From North Florence Street From East From South Florence Street From West Stan Time I Right Thru Left I Peas App. Taid Right I Mu I Left I Peds App.Tnud I Righl I Thru Left Peds I App.Tuut Right I Thru I Left I Peds I ApryT omt Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 0 0 Peak Hour for Entire Intersection Begins at 08:00 AM 0 5 0 0 08:00 AM 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 2 0 2 0 5 0 0 08:45 AM 0 0 0 0 0 0 3 0 0 Total Volurne 0 0 2 0 2 0 8 0 0 Total Q ]QQ Q Q ]QQ Q 0 _%App. 1 0 PHF .000 .000 .250 .000 .250 1 .000 .400 .000 .000 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 1 .000 1 .000 .000 .000 0 0 2 0 0 0 0 0 0 0 0 0 3 0 0 0 0 4 0 0 0 0 9 0 0 0 100 0 0 1 .000 .563 .000 .000 IN. Toml 2 2 0 0 3 10 4 7 9.1 19 Data Acquisition, Transformation & Analy -is IrTc. - - -50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : AM - Route 9 @ E. Center E / W: East Center Street Site Code : 12060677 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 Route 9 Vl VLL - - - -- Route 9 East Center Street From North From East From South From West Start Time Right Thu Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds int. Total 07:00 AM 0 138 0 0 0 0 0 0 0 46 1 0 12 0 0 0 197 07:15 AM 0 149 0 0 0 0 0 0 0 24 0 0 10 0 0 0 183 07:30 AM 0 181 0 0 0 0 0 0 0 70 2 0 6 0 0 0 259 07:45 AM 0 142 0 0 0 0 0 0 0 73 3 0 6 0 1 0 225 Total 0 610 0 0 0 0 0 0 1 0 213 6 0 34 0 1 0 864 08:00 AM 0 151 0 0 0 0 0 0 0 68 2 0 12 0 0 0 233 08:15 AM 0 178 0 0 0 0 0 0 0 70 2 0 4 0 1 0 255 08:30 AM 0 179 0 0 0 0 0 0 0 61 1 0 7 0 0 0 248 08:45 AM 0 179 0 0 0 0 0 0 0 66 2 0 8 0 2 0 257 Total 0 687 0 0 0 0 0 0 0 265 7 0 31 0 3 0 993 Grand Total 0 1297 0 0 0 0 0 0 0 478 13 0 65 0 4 0 1857 Apprch % 0 100 0 0 0 0 0 0 0 97.4 2.6 0 94.2 0 5.8 ' 0 Total % 0 69.8 0 0 0 0 0 0 0 25.7 0.7 0 3.5 0 0.2 0 PCs and Peds 0 1256 0 0 0 0 0 0 0 453 12 0 65 0 4 0 1790 t PCs and Peds 0 96.8 0 0 0 0 0 0 0 94.8 92.3 0 100 0 100 0 96.4 HVs d Bikes an 0 35 0 0 0 0 0 0 0 20 1 0 0 0 0 0 56 7 HVs and Bikes 0 2.7 0 0 0 0 0 0 1 0 4.2 7.7 0 0 0 0 0 3 Buses 0 6 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 % Buses 0 0.5 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0.6 Route 9 Route 9 East Center Street From North From East From South From West Start Time Right Thru Left Peds A T-1 Right Thnt Left Peds n��.rm�i Right TJuu Lett Peas n��. ro��i Right Thru Left Peds n,�. rooi m,. Tomt 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 0 151 0 0 151 0 0 0 0 0 0 68 2 0 70 12 0 0 0 12 233 08:15 AM 0 178 0 0 178 0 0 0 0 0 0 70 2 0 72 4 0 1 0 5 255 08:30 AM 0 179 0 0 179 0 0 0 0 0 0 61 1 0 62 7 0 0 0 7 248 08:45 AM 0 179 0 0 179 0 0 0 0 0 0 66 2 0 68 8 0 2 0 10 257 Total Volume 0 687 0 0 687 0 0 0 0 0 0 265 7 0 272 31 0 3 0 34 993 'k App. Total 1 0 100 0 0 0 0 0 0 0 .000 97.4 2.6 .946 .875 0 .000 .944 91.2 .646 0 8.8 .000 .375 0 .000 .708 .966 PHF .000 .959 .000 .000 .959 .000 .000 .000 .000 .000 Data N / S: Route 9 E / W: Leonard Street City, State: Leeds, MA Client: VHB / M. Chase �quisiti®n Transformation & An Inc. - - -50 Alden Ave. -- - _ Belchertown, MA 01007 File Name : PM - Route 9 @ Leonard Site Code : 23456789 Start Date : 12/6/2006 Page No : 1 05:00 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 05:30 PM 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05 :45 PM 0 3 0 0 ___ 0 _.— 0 0 0 0 3 0_ 0 0 0 0_ 0 6 Total 1 4 0 0 0 0 0 0 0 6 0 0 0 0 0 0 11 Grand Total 3 Route 9 0 0 0 0 0 1 Route 9 16 0 Leonard Street 0 0 F_ 0 From North Apprch % 16.7 From East 0 0 0 From South 0 100 From West 100 0 Start Time Right Thru Left I Peds Right Thru Left Peds Right I Thru I Left I Peds Right Thru I Left I Peds 1nt. Total 04:00 PM 0 2 0 0 0 0 0 1 0 4 0 0 0 0 0 0 7 04:15 PM 1 4 0 0 0 0 0 0 0 3 0 0 0 0 0 0 8 04:30 PM 1 3 0 0 0 0 0 0 0 1 0 0 0 0 0 0 5 04:45 PM 0 2 0 0 0_ 0 0 0 0 2 0 0 0 0 0 0 4 Total 2 11 0 0 0 0 0 1 0 10 0 0 0 0 0 0 24 05:00 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 05:30 PM 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05 :45 PM 0 3 0 0 ___ 0 _.— 0 0 0 0 3 0_ 0 0 0 0_ 0 6 Total 1 4 0 0 0 0 0 0 0 6 0 0 0 0 0 0 11 Grand Total 3 15 0 0 0 0 0 1 0 16 0 0 0 0 0 0 35 Apprch % 16.7 83.3 0 0 0 0 0 100 0 100 0 0 0 0 0 0 T otal % 8.6 42.9 0 0 0 0 2.9 0 45.7 0 0 0 0 0 0 0 2 0 0 2 0 HVs and Bikes 1 13 0 0 .__0___ 0 0 0 1 0 13 0 0 0 0 0 0 28 y fiw a ad Bikes 33.3 86.7 0 0 0 0 0 100 0 8 1.2 0 0 0 0 0 0 80 Buses 2 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 7 % Buses 66.7 13.3 0 0 0 0 0 0 0 18.8 0 0 0 0 0 0 20 Route 9 From North From East Route 9 From South Leonard Street From West Start Time Right Tla Left Peds n�.T..t Right Thru Left Peds npp.'rm.t Right Thru Left Peds n�.mw Right Thru Left reds np M1rmm Int.Tumt 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 0 2 0 0 2 0 0 0 1 1 0 4 0 0 4 0 0 0 0 0 7 04:00 I'M 04:15 I'M 1 4 0 0 5 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 8 04:30 I'M 1 3 0 0 4 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 5 04:45 I 'M 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 _ 0 0 4 Total Volume 2 11 0 0 13 0 0 0 1 1 0 10 0 0 10 0 0 0 0 0 24 '90 App. T otal 15.4 84.6 0 0 0 0 0 100 0 100 0 0 0 0 0 0 PHF .500 .688 .000 .000 .650 1 .000 .000 .000 .250 ,250 .000 .625 .000 .000_ - .625 .000 .000 .000 .000 .000 .750 / r Data Acquisition, Transformation - & - 50 Alden _Ave. __ Belchertown, MA 01007 N / S: Route 9 E / W: Leonard Street City, State: Leeds, MA Client: VHB / M. Chase File Name : AM - Route 9 @ Leonard Site Code ; 12345678 Start Date : 12/6/2006 Page No : 1 Route 9 From North l]a UU J a aulwu From East - _ - - -- Route 9 From South Leonard Street From West Start Time Right Tlvu Left Peds Right Thru Left Peds Right Tluu Left Peds Right Thru Left Peds Int.'rotal 07:00 AM 2 127 0 0 0 0 0 0 0 39 1 2 4 0 0 0 175 07:15 AM 1 152 0 0 0 0 0 0 0 35 0 0 1 0 0 0 189 07:30 AM 2 182 0 0 0 0 0 0 0 63 0 0 1 0 1 0 249 07:45 AM 0 133 0 0 0 0 0 0 0 70 0 0 2 0 0 0 205 Total 5 594 0 0 0 0 0 0 0 207 1 2 8 0 1 0 818 0 2 0 2 0 217 08:00 AM 1 142 0 0 0 0 0 0 0 0 0 70 0 78 0 0 0 2 0 1 0 248 08:15 AM 1 166 0 0 0 0 0 0 0 0 0 0 0 55 0 0 2 0 3 0 247 08:30 AM 4 183 0 0 0 0 0 0 0 69 1 0 4 0 3 0 240 08:45 AM 4 159 ____ 0 0 272 1 0 10 0 9 0 952 Total 10 650 0 0 0 0 0 Grand Total 15 1244 0 0 0 0 0 0 0 479 2 2 18 0 10 0 1770 Apprch % 1.2 98.8 0 0 0 0 0 0 0 99.2 0.4 0.4 64.3 0 35.7 0 Total % 0.8 70.3 0 0 0 0 0 0 0 27.1 0.1 0.1 1 0 0.6 0 PCs and Peds 11 1208 0 0 0 0 0 0 0 455 2 0 18 0 10 0 1704 % PCs and Peas 73.3 97.1 0 0 0 0 0 0 0 95 100 0 100 0 100 0 96.3 HVs and Bikes 0 34 0 0 0 0 0 0 0 19 0 2 0 0 0 0 55 '7 HVs and Bikes 0 2.7 0 0 0 0 0 0 0 4 0 100 0 0 0 0 3.1 11 Buses 4 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 % Buses 26.7 0.2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0.6 Route 9 Route 9 Leonard Street From North From East From South From West Start Tlme Right Thru Left Peds nrr.T.�i Right 17W Left Peds nrr.T.-i Right Ttuv Left Peds nrr.Tmm Right Tluu Left Peds nrryT -1 InLTouJ Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak I of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 1 142 0 0 143 0 0 0 0 0 0 70 0 0 70 2 0 2 0 4 217 248 08:15 AM 1 166 0 0 167 0 0 0 0 0 0 78 0 0 78 2 0 1 0 3 08:30 AM 4 183 0 0 187 0 0 0 0 0 0 55 0 0 55 2 0 3 0 5 247 08:45 AM 4 159 0 0 163 0 0 0 0 0 0 69 1 0 70 4 0 3 0 7 240 Total Volume 10 650 0 0 660 0 0 0 0 0 0 272 1 0 273 10 0 9 0 19 952 App. Total 1.5 98.5 0 0 0 0 0 0 0 99. 0.4 0 52.6 0 47.4 0 pI1F .625 .888 .000 .000 g$2 .000 .000 .000 .000 .000 .000 .872 L50 .000 .875 .625 .000 .750 .000 .679 .960 Data Acquisition, Transfc rrrmat cin & An Inc. - 50 Alden Ave, Belchertown, MA 01007 'N / S: Route 9 File Name : PM - Route 9 @ E. Center E / W: East Center Street Site Code : 12060678 City, ;3tate: Leeds, MA Start Date : 12/6/2006 Client.: VHB / M. Chase Page No : 1 1 TT[I.. .. —A I} :I..... T2....c Route 9 kf Route 9 East Center Street From North From East From South _ From West Start Time Right Thru Left Peds Right I Thru Left Peds Right Tluv Left Peds Right Thru Left Peds Int. Total 04:00 PM 0 4 0 0 0 0 0 0 0 4 0 0 0 0 0 0 8 04:15 PM 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 0 6 04:30 PM 0 3 0 0 0 0 0 0 0 1 0 0 0 0 0 0 4 04:45 PM 0 1 0 0 0 _ 60 0 0 0 0 3 0 0 0 0 0 0 4 Total 0 11 0 0 F 0 0 0 11 0 0 0 0 0 0 22 05:00 PM 0 2 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 05:4 PM 0 _ 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 5 Total 0 4 0 0 0 0 0 0 0 4 0 0 1 0 0 0 9 Grand'rotal 0 15 Apprch % 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 15 0 0 100 0 0 0 1 0 0 0 31 100 0 0 0 % 0 48. 0 0 0 0 0 0 0 48.4 0 0 3.2 0 0 0 -- To tal HVs and Bikes 0 14 0 0 0 0 0 0 0 12 0 0 1 0 0 0 27 % } rvs and Bikes 0 93.3 0 0 0 0 0 0 0 80 0 0 100 0 0 0 87.1 Buses 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 0 4 % Buses 0 6.7 0 0 0 0 0 0 0 20 0 0 0 0 0 0 12.9 9 East Center Street Route 9 Route From North From East From South From West Th . S[art T1me RighTh. Le {t Peds nrr. romt Right Thru Left Peds n,,.rmm Right Thru Left Peds nrr r Right Thru Left I Peds n� root m.tmat 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 0 0 4 0 0 0 0 0 8 04:00 PM 0 4 0 0 4 0 0 0 0 0 0 04:15 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 6 04:30 PM 0 3 0 0 3 0 0 0 0 0 0 1 0 0 I 0 0 0 0 0 4 04:45 PM _ 0 1 0 0 1 0 0 0 0 0 0 3 0 0 3 — _ 0 0 0 0 0 4 Total Volume 0 11 0 0 11 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 22 7 App. 0 100 0 0 1 0 0 0 0 0 100 0 0 0 0 0 0 _ Total PHI 1 .000 .688 .000 .000 .688 1 .000 .000 .000 .000 .000 t .0 00 .688 .000 .000 .688 1 .000 .000 .000 .000 .000 .688 Data Acquisiti T ransfor - & Anal-ysis Inc. 50 -Alden Ave.- Belchertown, MA 01007 N / S: Front Street - File Name : PM - Front @ Florence E / W: Florence Street Site Code : 05161961 City, State: Leeds, MA Start Date : 12/6/2006 - Client: VHB / M. Chase Page No : 1 05:00 PM 1 0 1 0 Front Street b ruu s r ituLCU a w .,.,., _ ...,� - Florence Street ._ . � ---� - --- - -� _ ____ 0 0 Florence Street 28 8 0 72 From North 1 0 0 0 From East 0 25 From South 0 0 From West 0 0 0 Start Time Right I Thru Left Peds Right I Thru Left I Peds Right I Thru I Left Peds Right I Thru I Left I Peds Int. Total 04:00 PM 2 0 0 0 4 25 0 0 0 0 0 0 0 0 0 23 3 20 0 0 0 57 60 04:15 PM 1 0 1 0 0 38 0 0 0 0 0 0 0 0 0 0 0 26 4 0 60 04:30 PM 1 0 1 0 0 1 27 0 2 40 0 0 0 0 0 0 0 29 5 0 78 04:45 PM Total 1 1 5 0 1 0 3 0 7 130 0 0 1 0 0 0 0 0 98 12 0 255 05:00 PM 1 0 1 0 0 34 0 0 0 0 0 0 0 28 8 0 72 05:15 PM 1 0 0 0 Apprch % 0 25 0 0 0 0 0 0 0 0 0 28 31 1 2 0 0 55 63 05:30 PM 1 0 3 0 0 0 0 0 0 26 33 0 0 0 0 0 0 0 0 0 0 0 0 21 2 0 57 05:45 PM Total 1 4 0 4 0 0 0 0 118 0 0 0 0 0 0 0 108 13 0 247 Grand Total 9 0 7 0 7 248 0 0 0 0 0 0 0 206 25 0 502 Apprch % 56.2 0 43.8 0 2.7 97.3 0 0 0 0 0 0 0 89.2 10.8 0 Total % 1.8 0 1.4 0 1.4 49.4 0 0 0 0 0 0 0 0 41 202 5 25 0 0 493 PCs and Peds 8 0 5 0 7 246 0 0 0 0 0 0 0 0 0 98.1 100 0 98.2 1 PCs and Peds 88.9 0 71.4 0 100 99.2 0 0 0 0 34 78 04:45 PM 1 0 1 0 2 2 1 0 0 1 HVs and Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.5 0 0 1 0.2 1Ns mid Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 8 Buses Ruses 1 11.1 0 0 2 28.6 0 0 0 0 2 0.8 0 0 0 0 0 0 0 1.5 0 0 1.6 Start Time Front Street Florence Street Thru Left Peds Florence Street Right From or North From East From South From West Right Thru Left Peds npprm,t Start Time Right Thru Leff Peds nP�.rmm Right Thru Left Peds n�..rm „i Right Thal Left Peds aP�.row Right Thru Left Peds npprm,t 1nt.Towl Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 0 20 0 0 20 60 04:15 PM 1 0 1 . 0 2 0 38 0 0 38 0 0 0 0 0 0 0 0 26 4 0 30 60 04:30 PM 1 0 1 0 2 1 27 0 0 28 0 0 0 0 0 0 29 5 0 34 78 04:45 PM 1 0 1 0 2 2 40 0 0 42 0 0 0 0 0 0 0 28 . 8 0 36 72 05:00 PM 1 0 1 0 2 0 34 0 0 34 0 0 0 0 0 0 103 17 0 120 270 . Total Volume 4 0 4 0 8 3 139 0 0 142 0 0 0 0 0 0 85.8 14.2 0 40 App. Total 50 0 50 0 2.1 97 0 0 0 .000 .000 .888 .531 .000 .833 .865 P�1F l.000 .000 1.000 .000 1.000 .375 .869 .000 .000 .845 .000 .000 .000 .000 Data Acquisition, Trans formatic►n &Analysis - Inc. - 50 Alden Ave: Belchertown, MA 01007 N / S: Front Street File Name PM - Front @ Florence E / W: Florence Street Site Code : 05161961 City, State: Leeds, MA Start Date :12/6/2006 Client: VHB / M. Chase Page No : 1 Grand Total 1 0 2 0 Front Street 0 0 Florence Street 0 0 0 0 0 0 0 1 05:00 PM Florence Street 0 0 0 [Sta:Aj 1 From North 0 0 0 From Fast 0 05:15 PM From South 0 0 0 0 From West 0 0 0 0 0 0 Right Thru Left Peds Right Tlnv Left Peds Right Thru Left Peds Right Tluu Left Peds Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 04:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 04:4 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total 1 0 1 01 0 1 0 0 0 0 0 0 0 1 0 0 4 Grand Total 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 2 0 0 3 05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Total 0 0 1 0 0 1 0 0 0 0 0 0 0 3 0 0 5 Grand Total 1 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 9 Apprch °0 33.3 0 66.7 0 0 100 0 0 0 0 0 0 0 100 0 0 To tal % 11.1 0 22.2 0 0 22.2 0 0 0 0 0 0 0 44.4 0 0 0 HVs and Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 �p FIVs and Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 25 0 0 11.1 Buses 1 0 2 0 0 2 0 0 0 0 0 0 0 3 0 0 8 Buses 100 0 100 0 0 100 0 0 0 0 0 0 0 75 0 0 88.9 Front Street From North Florence Street From East From South Florence Street From West Stan Time Right Thru Left Peds npp.Ted Right Thru Left Peds nppTmm Right Thru :Left Peds npp.Tew Right Ttw Left Peds A..-.-' Iat.Toml Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak I of I Peak Hour for Entire Intersection Begins at 04:15 PM 0 0 0 0 0 0 0 1 04:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 04:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 05:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1 Total Volume 1 0 1 0 2 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 5 % App. Tot 50 0 50 0 0 100 0 0 0 0 0 0 0 100 0 0 1 Pi-l'F .250 .000 l50 .000 .500 .000 .500 .000 .000 .500 .000 .000 .000 .000 .000 .000 .250 .000 .000 .250 625 Data Acquisition, Transformation & Analysis inc. 50 Alden Ave: - - - - Belchertown, MA 01007 N / S: Route 9 File Name : PM - Route 9 @ E. Center E / W: East Center Street Site Code :12060678 City, State: Leeds, MA Start Date : 12/6/2006 Client: VHB / M. Chase Page No : 1 05:00 PM 0 94 0 0 0 0 0 0 0 165 7 0 2 0 0 0 268 05:15 PM 1 84 0 0 0 0 0 0 0 155 5 0 8 0 0 0 253 05:30 PM 0 83 0 0 0 0 0 0 0 146 9 0 4 0 0 0 242 05:45 PM 0_ 78 0 0 0 0 0 0 0 131 -_ 8 0 10 0 1 0 228 Total 1 339 0 0 0 0 0 0 0 597 29 0 24 0 1 0 991 Grand Total 2 Route 9 From North %"I Vll J•A111—U - A From East 0 0 0 - --- -- Route 9 From South - East Center Street From West 0 33 Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds tot. Totat 04:00 PM 1 86 0 0 0 0 0 0 0 125 6 0 1 0 0 0 .219 04:15 PM 0 84 0 0 0 0 0 0 0 148 5 0 3 0 0 0 240 04:30 PM 0 78 0 0 0 0 0 0 0 133 3 0 3 0 0 0 217 04:45 PM 0 102 0 0 0 0 0 0 0 128 10 0 2 0 1 0 243 Total 1 350 0 0 0 0 0 01 27 534 24 0 9 0 1 0 919 05:00 PM 0 94 0 0 0 0 0 0 0 165 7 0 2 0 0 0 268 05:15 PM 1 84 0 0 0 0 0 0 0 155 5 0 8 0 0 0 253 05:30 PM 0 83 0 0 0 0 0 0 0 146 9 0 4 0 0 0 242 05:45 PM 0_ 78 0 0 0 0 0 0 0 131 -_ 8 0 10 0 1 0 228 Total 1 339 0 0 0 0 0 0 0 597 29 0 24 0 1 0 991 Grand Total 2 689 0 0 0 0 0 0 0 1131 53 0 33 0 2 0 1910 Apprch % 0.3 99.7 0 0 0 0 0 0 0 95.5 4.5 0 94.3 0 5.7 0 Start7'ime Total % 0.1 36.1 0 0 0 0 0 0 0 59.2 2.8 0 1.7 0 0.1 0 Left PCs and Peds 2 674 0 0 0 0 0 0 0 1 116 53 0 32 0 2 0 1879 7 PCs and Ped 100 97.8 0 0 0 0 0 0 0 98.7 100 0 97 0 100 0 98.4 HVs and Bikes 0 14 0 0 0 0 0 0 0 12 0 0 1 0 0 0 27 }iVs and Bikes 0 2 0 0 0 0 0 0 0 1.1 _ 0 0 3 0 0 0 1.4 Buses 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 0 4 �ln Roses i i 0 0.1 0 0 0 0 0 0 0 0.3 0 0 0 0 0 0 0.2 Route 9 Route 9 East Center Street From North From East From South From West Start7'ime Right TIuTt Left Peds npp.Tmul Right Thru I Left Peds App.T -1 Right I TIM I Left Peas npp.T -1 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 0 102 0 0 102 0 0 0 0 0 0 128 1 0 138 2 0 1 0 3 243 05:00 PM 0 94 0 0 94 0 0 0 0 0 0 165 7 0 172 2 0 0 0 2 268 05:15 PM 1 84 0 0 85 0 0 0 0 0 0 155 5 0 160 8 0 0 0 8 253 05:30 PM 0 83 0 0 83 0 0 0 0 0 0 146 9 0 155 4 0 0 0 4 242 7'otnl Volume 1 363 0 0 364 0 0 0 0 0 0 594 31 0 625 16 0 1 0 17 1006 APP• Totat 0.3 99 0 0 0 i 0 0 0 0 95 5 0 94.1 •500 0 .000 5.9 .250 0 .000 .531 .938 PTiF .250 .890 .000 .000 .892 . 000 .000 .000 .000 .000 1 .000 .900 .775 .000 .908 1 Data Acquisition, Transformation Analysis 50 Alden Ave. - Belchertown, MA 01007 N / S: Route 9 File Name : PM - Route 9 @ Leonard E / W: Leonard Street Site Code :23456789 City, State: Leeds, MA Start Date :12/6/2006 Client: VHB / M. Chase Page No :1 05:00 PM. 0 76 0 0 0 0 0 0 0 156 3 0 4 0 3 0 242 05:15 PM 1 80 0 0 0 0 0 0 0 147 1 0 2 0 1 0 232 05:30 PM 1 74 0 0 0 0 0 0 0 141 2 0 1 0 2 0 221 05:45 PM 2 74 0 0 0 0 0 0 0 119 1 0_ 2 0 2 0 200 Total 4 304 0 0 0 0 0 0 0 563 7 0 9 0 8 0 895 Grand Total 8 Route 9 From North 0 0 From East 0 0 Route 9 From South 0 1088 Leonard Street From West 15 0 Start Time Right Thru Left Peds Riglit Thru Left Peds Right Tluv Left Peds Right Thru Left Peds Int. Total 04:00 PM 1 86 0 0 0 0 0 1 0 118 1 0 1 0 0 0 208 04:15 PM 2 81 0 0 0 0 0 0 0 158 3 0 1 0 1 0 246 04:30 PM 1 76 0 0 0 0 0 0 0 130 0 0 2 0 1 0 210 04:45 PM 0 102 0 0 0 0 0 0 0 119 3 0 2 0 2 0 228 Total 4 345 0 0 0 0 0 1 0 525 7 0 6 0 4 0 892 05:00 PM. 0 76 0 0 0 0 0 0 0 156 3 0 4 0 3 0 242 05:15 PM 1 80 0 0 0 0 0 0 0 147 1 0 2 0 1 0 232 05:30 PM 1 74 0 0 0 0 0 0 0 141 2 0 1 0 2 0 221 05:45 PM 2 74 0 0 0 0 0 0 0 119 1 0_ 2 0 2 0 200 Total 4 304 0 0 0 0 0 0 0 563 7 0 9 0 8 0 895 Grand Total 8 649 0 0 0 0 0 1 0 1088 14 0 15 0 12 0 1787 Apprch % 1.2 98.8 0 0 0 0 0 100 0 98.7 1.3 0 .55.6 0 44.4 0 Total % 0.4 36.3 0 0 0 0 0.1 0 60.9 0.8 0 0.8 0 0.7 0 PCs and Peds 5 634 0 0 0 0 0 0 0 1072 14 0 15 0 12 0 1752 PCs a Peds 62.5 97.7 0 0 0 0 0 0 0 98.5 100 0 100 0 100 0 98 HVs and Bikes 1 13 0 0 0 0 0 1 0 13 0 0 0 0 0 0 28 H Vs mtd Bikes 12.5 2 0 0 0 0 0 100 0 1.2 0 0 0 0 0 0 1.6 Buses 2 2 _ 0 0 0 0 0 0 0 3 0 0 0 0 0 0 7 Rnses 25 0.3 0 0 0 0 0 0 0 0.3 0 0 0 0 0 0 0.4 T- Route 9 Route 9 Leonard Street From North From East From South I From West Start Time I Right I Thru I Left I Peds I App.Tmd Right Tluu I Left Peds APITaw Right I Thru I Left I Peds Apr. -1 I Right Thru I Left I Peds Arr T-1 Int.Tmot Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of I Peak Hour for Entire Intersection Begins at 04:15 PM 246 04:15 PM 2 81 0 0 83 0 0 0 0 0 0 158 3 0 161 1 0 1 0 2 04:30 PM 1 76 0 0 77 0 0 0 0 0 0 130 0 0 130 2 0 1 0 3 210 04:45 PM 0 102 0 0 102 0 0 0 0 0 0 119 3 0 122 2 0 2 0 4 228 05:00 PM 0 76 0 0 76 0 0 0 0 0 0 156 3 0 159 11 0 3 0 7 242 Toml Volume 3 335 0 0 338 0 0 0 0 0 0 563 9 0 572 9 0 7 0 16 926 �• A Tot.t 0.9 99 0 0 0 0 0 0 0 98.4 1.6 0 56.2 0 43.8 0 pf4F 1 .375 .821 .000 .000 ,828 1 .000 .000 .000 .000 .000 1 .000 .891 .750 .000 .888 1 .563 .000 .583 .000 .571 1 .941 � t , i Data Acquisition, Transformation - & Analysis - In 50 Alden Ave. Belchertown, MA 01007 : AM - Route 9 @ Leonard :12345678 :12/6/2006 :1 N / S: Route 9 E / Wt: Leonard Street City, State: Leeds, MA Client: VHB / M. Chase File Name Site Code Start Date Page No EStart Route 9 From North l A vu 1J 1 From East Route 9 From South Leonard Street From West _ Right Thru Left Peds Right Thru Left Peds Right Tinru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 5 0 0 0 0 0 0 0 5 0 2 0 0 0 0 12 07:1.5 AM 0 6 0 0 0 0 0 0 0 3 0 0 0 0 0 0 9 07:30 AM 2 6 0 0 0 0 0 0 0 7 0 0 0 0 0 0 15 07:45 AM 0 3 0 0 0 _ 0 0 0 0 5 0 0 0 0 0 0 8 Total 2 20 0 0 0 0 0 0 0 20 0 2 0 0 0 0 44 08:00 AM 08:15 AM 0 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 6 10 08:30 AM 2 7 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4 08:45 AM 0 4_ 0 0 0 0 0 0 0 4 0 0 0 0 0 0 22 Total 2 16 0 0 24 0 2 0 0 0 0 66 Grand Total 4 36 0 0 0 0 0 0 0 0 0 Apprch % 10 90 0 0 0 0 0 0 0 92.3 0 7.7 0 Total % 6.1 54.5 0 0 0 0 0 0 0 36.4 0 3 0 0 _ 0 0 HVs and Bikers 0 34 0 0 0 0 0 0 0 19 0 2 0 0 0 0 55 %HVs 0 94.4 0 0 0 0 0 0 0 79.2 0 100 0 0 0 0 83.3 Buses 4 2 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 % Buses 100 5.6 0 0 0 0 0 0 0 20.8 0 0 0 0 0 0 16.7 Route 9 Route 9 Leonard Street From North From East From South From West _ Start Tinle Right Thru Left Peds n,T.T.0 Right TIM Lef[ Peds nrry Tomt Right Thru Left Peds App. T-1 Right Thru Left Peds nrry Tuim Int. Tomt Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak I of I Peak Hour for Entire Intersection Begins at 07:00 AM 2 7 0 0 0 0 0 12 07:00 AM 0 5 0 0 5 0 0 0 0 0 0 5 0 0 0 9 07:15 AM 0 6 0 0 6 0 0 0 0 0 0 3 0 0 3 0 0 0 15 07:30 AM 2 6 0 0 8 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 07:45 A 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 8 Total Volurne 2 20 0 0 22 0 0 0 0 0 0 20 0 2 22 0 0 0 0 0 44 %n App. Total 1 9.1 90.9 0 0 0 0 0 0 0 9 0 9.1 0 0 '0 0 PHF 250 .83 .000 .000 .6881 .000 .000 .000 .000 .000 .000 .714 .000 — 786 .000 .000 .000 .000 .000 .733 Data Acquisition T- r-ansformation -& Analysiss In � - - 50 Alden Ave. Belchertown, MA 01007 N / S: Route 9 File Name : AM - Route 9 @ E. Center E / W: East Center Street Site Code : 12060677 City, State: Leeds, MA Start Date : 12/6/2006 Client: V'HB / M. Chase Page No : 1 1717.......1 1}:1..... D -- 08:00 AM 0 Route 9 0 0 0 0 0 0 0 0 0 Route 9 0 East Center Street 0 0 3 08:15 AM From North 2 0 From East 0 0 0 0 0 From South 0 From West 0 0 _ Start T'iine Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds It. Total 07:00 AM _ 0 7 0 0 0 0 0 0 0 8 0 0 0 0 0 0 15 07:15 AM 0 6 0 0 0 0 0 0 0 2 0 0 0 0 0 0 8 07:30 AM 0 6 0 0 0 0 0 0 0 6 0 0 0 0 0 0 12 07:45 AM 0__6 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 Total 0 25 0 0 0 0 0 0 0 :21 0 0 1 0 0 0 0 46 08:00 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 08:15 AM 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 0 5 08:30 AM 0 6 0 0 0 0 0 0 0 1 0 0 0 0 0 0 7 08:45 AM 0 5 0 0 0 0 0 0 0 0 1 0 0 0 0 0 6 Total 0 16 0 0 0 0 0 0 0 4 1 0 0 0 0 0 21 Grand Total Apprch % 0 0 41 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25 1 0 96.2 3.8 0 0 0 0 0 67 0 0 0 0 To tal % 0 61.2 0 0 0 0 0 0 0 37.3 1.5 0 0 0 0 0 HVs Bikes 0 35 0 0 0 0 0 0 0 20 1 0 0 0 0 0 56 and Y HV s and Bikes 0 85.4 0 0 0 0 0 0 0 80 100 0 0 0 0 0 83.6 Buses 0 _ 6 0 0 0 0 0 0 0 5 0 0 0 0 0 0 11 %Buses 0 14.6 0 0 0 0 0 0 0 20 0 0 0 0 0 0 16.4 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 8 0 0 8 0 0 0 0 0 15 07:00 AM 0 7 0 0 7 0 0 0 0 0 0 07:15 AM 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 8 07:30 AIA 0 6 0 0 6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 12 07:45 AM 0 6 0_ 0 6 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 11 Total Volume 0 25 0 0 25 0 0 0 0 0 0 21 0 0 21 0 0 0 0 0 46 `7n App. Tota 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0 _ PT .000 .893 .000 .000 .893 .000 .000 .000 .000 .000 .000 .656 .000 .000 .656 .000 .000 .000 .000 .000 .767 I � - - _ - Trip Generation P_:1 09983 .00\do..\m.mo,Vlttachment.doc - - - -. -- -- - - -- -- - -- - - - - - - - Site Generated Traffic AM (PM) Northampton, Massachusetts ITE TRIP GENERATION WORKSHEET (7th Edition, Updated January 2004) LANDUSE: Single - Family Detached Housing LANDUSE CODE: 210 Independent Variable - -- Number of Units JOB NAME: JOB NUMBER: UNITS ( #): _ 21 WEEKDAY TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 212:_' 106, 108 243 121 121 PEAK OF GENERATOR 20.:: 11 .. 9:. 30 16 14 SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 69 0.94 8.78 4.74 12.31 218 15 1,000 50% 50% PEAK OF GENERATOR 51 0.88 0.86 0.55 1.48 217 15 675 53% 47% TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 184 92 92' 176 88 88;..` PEAK OF GENERATOR 1.8,. 10 8 23 12 P: \10006.00 \ssheets \Trip Gen \Trip Gen 210 - Single Fam Single Family Housing - 210 1/4/2007 Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 350 0.96 9.57 4.31 21.85 197 2 2,900 50% 50% AM PEAK (ADJACENT ST) 274 0.89 0.75 0.33 2.27 201 2 2,900 75% PM PEAK (ADJACENT ST) 302 0.91 1.01 0.42 2.98 214 2 2,900 63% 37% 6 3 % BY AVERAGE BY REGRESSION TRIPS: Total Enter Exit Total Enter Exit DAILY 201 100. 100. 247 124.. ' 124` AM PEAK (ADJACENT ST) 16 4 12 24 6 PM PEAK (ADJACENT ST) 21 13 . 8 26 17 ? 10 ,. SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 73 0.93 10.10 5.32 15.25 214 15 1,000 50% 50% PEAK OF GENERATOR 52 0.90 0.94 0.50 1.75 220 15 675 54% 46% TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 212:_' 106, 108 243 121 121 PEAK OF GENERATOR 20.:: 11 .. 9:. 30 16 14 SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 69 0.94 8.78 4.74 12.31 218 15 1,000 50% 50% PEAK OF GENERATOR 51 0.88 0.86 0.55 1.48 217 15 675 53% 47% TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 184 92 92' 176 88 88;..` PEAK OF GENERATOR 1.8,. 10 8 23 12 P: \10006.00 \ssheets \Trip Gen \Trip Gen 210 - Single Fam Single Family Housing - 210 1/4/2007 ITE TRIP GENERATION WORKSHEET (7th Edition, Updated January 2004) LANDUSE: Apartment LANDUSE CODE: 220 Independent Variable - -- Number of Units JOB NAME: JOB NUMBER: UNITS ( #): 4 WEEKDA Y SATURDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 86 0.88 6.72 2.00 12.50 212 0 1000 50% 50% AM PEAK (ADJACENT ST) 78 0.83 0.51 0.10 1.02 235 0 1100 20% 80% PM PEAK (ADJACENT ST) 90 0.77 0.62 0.10 1.64 233 0 1100 65% 35% TRIPS: BY AV ERAGE BY REGRESSION TRIPS: Total Enter Exit Total Enter Exit BY AVERAGE DAILY 27 13 13 174. :.. :..87- c;.::,:.::. 87., Exit AM PEAK (ADJACENT ST) ..2.. 0 2 6 1 5 ` i.12:'. PM PEAK (ADJACENT ST) ;;. 2' .. 2. 1 20 21 SATURDAY SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 14 0.82 5.86 3.21 7.53 182 90 360 50% 50% PEAK OF GENERATOR 13 0.51 0.26 1.43 186 90 380 Peak Distribution Not Availble TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 23 12 12 -75 -38 -38 PEAK OF GENERATOR 2. NA N A NA NA::: NA. PA10006.00 \ssheets \Trip Gen \Trip Gen 220 Apt 4 units Apartment - 220 1/4/2007 Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 15 0.85 6.39 2.84 8.40 175 65 360 50% 50% PEAK OF GENERATOR 14 0.56 0.52 0.26 1.05 178 65 360 Peak Distribution Not Availble TRIPS: BY REGRESSION BY AVERAGE Total Enter Exit Total Enter Exit DAILY 2G,` 13 13 -225 112 i.12:'. PEAK OF GENERATOR 2 NA NA 21 SUNDAY Directional RATES: Total Trip Ends Independent Variable Range Distribution # Studies RA2 Average Low High Average Low High Enter Exit DAILY 14 0.82 5.86 3.21 7.53 182 90 360 50% 50% PEAK OF GENERATOR 13 0.51 0.26 1.43 186 90 380 Peak Distribution Not Availble TRIPS: BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 23 12 12 -75 -38 -38 PEAK OF GENERATOR 2. NA N A NA NA::: NA. PA10006.00 \ssheets \Trip Gen \Trip Gen 220 Apt 4 units Apartment - 220 1/4/2007 Intersection Capacity Analysis p..Xo9983.00XdomXmemos\Attachment.doe HCM Unsignalized Intersection - Capacity Analysis 2006 -E- xisting -AM 12: Florence & Front t r u Peak Hour Factor 0 92 0.92 0.92 0.92 0.92 0.92 Hourly flow Pedestrians Walking Speed (ft/s) RercentBlockage Right turn flare (veh) Median Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, confl(6 volume: vC1. staae 1 conf vol vCu, unblocked vol 89 263 84 ti 4 - < tC, 2 stage (s) p0 queue free % 100 99 98 r r cM capacity (veh /h) r 3 1506 } 724 976 _ ,. Volume Left 0 4 5 17nn 15oG 89s Synchro 6 Report P: \10006.00 \graphics \BASES\2006 AM.sy7 Page 1 vhb, inc. G rade 0 0 /0 u% u% Lane LOS A A Approach LOS 1... P . _HCM Unsim alized Intersection Capacity Analysis 2011 Build PM 15: Evergreen & Site Dr Lane Configurationsi Grade 0% 0% 0% 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 platoon unblocked conflieting;uolume .. i stage 1 conf vol stage 2 conf vol w r s r unblocked vol 9 12 53 47 12 63 45 7 tC, 2 stage (s) tF s T f 22 22 z A sE! 35 f 40' X3 4 , 0 :'� 3 p0 queue free % 100 100 100 99 99 100 99 100 cM ca acit Leh /h 1 1`607 Y T.> 929 5„ 838 1069' 905 f 840 1075 P: \10006.00 \graphics \BASES\2011 B PM.sy7 vhb, inc. Synchro 6 Report Page 1 Uolume F{r ht k a �� h nr cSH 1611 1607 939 911 Approach LOS A A I�r1te, J' seG #�OII�.�„urTtm��:�!t�F � _? }� . €��x��>��.. "�,�. r,�:a.. Y ": ..:��6��?Y��v�,.te";a�� }• HC-M- Unsignalized- Intersection- Capacity Anal-y-s.is 2006 Existin AM 5• Haydenville Rd (Rt 9) & Leonard A) t Lane Confiqurations Grade 0% 0% 0% Volume (veh/h) :.. " 1.} ., 272 .65,x...`:10 9r 10 a...... , Peak Hour IF 0.92 0.92 0.92 0.92 0.92 0.92 1 ..;. 296 707 11 "' 10 Hourly Pedestrians Walking Speed (ft/s) Percent _Blockage_ r�_' , . , Right turn flare (veh) Median type , t Median storage veh) Upstream signal' pX, platoon unblocked vC, conflctmg,volume vC1, stage 1 conf vol vC2,{ stage 2 conf vol ' f vCu, unblocked vol 717 yq single= (S)I_.. z 4.1r tC, 2 stage (s) Lane 1010 712 P: \10006.00 \graphics \BASES\2006 AM.sy7 vhb, inc. Synchro 6 Report Page 1 p0 queue free % 100 96 884 cM Approach LOS C y� Y ~gym,• 1!1, a#�a FICK-Unsignalized-I We rsection-Capacity-An-alyals- 2011 Build PM Lane Confiqurations Peak vCu. unblocked vo| Queue Length 95th (ft) 3 3 0 Lane LOS B A SynomSReport P:\10006.00\onaphina\BASES\2011 8pyW.sy7 Page vhb, inc. pO queue free % 90 97 06 cSH 571 1140 1700 Approach LOS B - HCM- Unsignalized_Inte.rsection Capacity Analy_ais 2006 Existin PM 12: Florence & Front :v�ae°r i' ,f?�,f}�i`'�j.R, 3,� ��c . ,+, -4 � • -5�• f '_ 3i ..- ....,...- ,.�'° "� r �,' ✓ ti r :'47� ,r � s � '�' �•--`�'tf-frr�,F�1 ��' �� m , r . _ •,.r`�36Yi.�ss r, .,;1„'�: `.,E..,..:�.�.�'L.� .,.e.c_ . >n.,..7.� _ �YS T 9Lei >, .t... - ._srr�a ,. *s _ Lane Confiqurations Grade 0% 0% 0% Median storage ve atoon unblocked vC1, stage 1 conf vol vCu unblocked vol 54 1 302 153 1 tC, 2 stage (s) • t � � , °� r 2' 2 3 5'' `:3 3 4 r `` r� r : �� tF F p0 queue free % 99 99 100 c Volume Left 0 18 4 cSH 1700 1426 773 Volume to Capacity t 0 0 0 01 0 01 Queue Length 95th (ft) 0 1 1 Lane LOS A A Synchro 6 Report P: \10006.00 \graphics \BASES\2006 PM.sy7 Page 1 vhb, inc. Approach LOS A ura S"�.�.,- f r^a Ar"•x� -'_'_x �+. W R '� .n!.�%r .�"fF�h'i t ^ w rfi*�ii r �ni''"'^5T't shS+ y�� ?....., „km ..<<,?e...,.., .. u.•.+�.... r ..M ;.� -nrt �fi�.�. rA�.. �is��F �. cF� �» �. an' �: i�.- c? zbr2f�...:r,,��,..:.�!_.u�r.€.i ,.,�.:1"��- 'Sti_.ras., .. v:��'aE ,....,. n_2.�P .�= .s�6S'?.:'.ffi.ifi �t?.'M:1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Porloctrinnc 2011 Build AM 15: Evergreen & Site Dr Lane Conficiurations 41 ~~~~~~^~~~-- -------'' 0.92 0.92 0.92 0.92 0.92 092 0.92 PO queue free % 100 100 100 Volume Left 2 12 0 1605 1687 1007 905 ueueLonqthQ5th(ft) 0 1 1 --- A A A A Synnhm6Report PA10006.00\onophica\BASES\2011 BAM.uy7 Page vhb, inc. , vCu, unblocked vol 13 12 67 53 12 66 53 12 ------ � A /\ I — 1 -HCM- Unsignalized - Intersection- Capacity Analysis uw e mvi 5: Haydenville (Rt 9) & Leonard t , platoon unblocked 1, stage 1 conf vol i inhln( -kari vnl 370 998 367 Volume Left 10 0 8 c H 1189 1700 406 Synchro 6 Report P: \10006.00 \graphics \BASES\2006 PM.sy7 Page 1 vhb, inc. Grade 0% 0% u% Peak Hour Factor 0.92 0.92 0 9� 0 92 0 92 0 92 Hourly flow rate (vgh) 10 612. .. 364 5. , . 8 10 r ,.. ... Parinstrinns z cM capacity (veh /h) 118J ,� . ,.,. 7 Approach LOS B t .a! 'E•'rrt� ^;�t:�P�'��k�xrzr }C ,�, � ��"�yt'° � I '�`"�%,�,�Yzc3- vS " ��r � .� t! ��L *. ',�f�C, a,� ��.'N-" a �. n /� A HCM _UnsignaIize_d_Inter_s_ecti_on Capacit_y_Anaty 3 : E Center & Haydenville (Rt 9) �•T^zn r -rs, F y +� �• err r Jy[o�ve"�n�n� '.,.��.;��a E�L�`��EBR��NB �•�?N,B1'� ��SB,��. Lane Configurations v +T T Grade 0% 0% 0 . 2011 Build AM O " Ir war Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ans Volume Left 3 12 0 Volume Might 49 �.... 0 cSH 366 820 1700 Synchro 6 Report P: \10006.00 \graphics \BASES\2011 B AM.sy7 Page 1 vhb, inc. ...r..,., vr'i i i inhinnkari vnl 1 1 is snA Rntl cM ca acct Approach LOS C 4� a�,� ^r+mz�.c r s. '�2� r •TM'H�t'�n' ."; - F." �, `••rte .....{ r r� ^� � . � �`"tba J � � ,T`4' � _ �.,,�- r....*'�t'�' v'�HS`i $'t� y j_ c } i��''�'y • p R 1,1,�„G� 524.' �IOJl�� ' &1'� } i_��=r�l� t .�tl {,z w .��ti- �'z"r��.��s.�'y =! >f. #�- o-'�.ar�� u. �..�',�`z" t� .�t...v..a�,t�'.�t��I.r;,._ _`i1�_2 HCM- Unsignalized- Intersection- Capacity - Analysis 2011_NoBuild AM 1 2: Florencd & Front - - - t Lane Configurations Grade 0% 0% 0% Hour Volurne.- (veh /h) Pe . ak F a 0.92 0.92 0.92 0.92 0.92 0 92 D— Inefrinne latoon un 1, stage 1 conf vol i'nhlnr in vnl 97 283 91 Volume Left 0 4 cSl-i 1700 1497 754 Queue Length 95th (ft) 0 0 2 Synchro 6 Report P: \10006.00 \graphics \BASES\2011 NB AM.sy7 Page 1 vhb, inc. Right turn flare (veh) g � f Median storage veh) -_ p0 queue free °/ 0 IUU r � 7 Lane LOS A A Approach LOS A �•. �. �i st'T �; � cs .3^ s �7pf2"e T3 ° '�^� �.�i� z v `i rIF "" YY; � .� �^ r rE� � ' � �� #�t a��'.'�.� - t'� i��''��Y r �,i �:' lle rb'. �,.,,( itLOn `3., ,�.m�...�.�„a. ' r�'. ` :� _..; r�; c rd�' �^��'�vr��sn,,,� +�aE� �_'�...rt ,. ...:t�.F•_Y.^!�;Y Y..,,. �'. �F', � '��,.�A�r_..!,- ra�+r - v�. s' w�l� .pa"''x'. ,v:! HCM Unsignalized Intersection Capacity_ Anal 2011 NoBuild PM 1 5: Evergreen & Site Dr •-. 1� +�^ F ':. r - a 'x'29 s st -' �""_` s "'°a� '>L st Lane Confiaurations, +T+ Grade 0% 0% 0% 0% Volume (veh /h) 1; 11 0 5 5 1 0 0 11 1 Qrr'fi 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 Pedestrians r V Median storage veh) Upstream'signal (ft) pX, platoon unblocke uC; conflicting velum vC1, stage 1 conf vol unblocked vol 7 12 32 32 12 43 31 6 tC, 2 p0 queue free % 100 100 100 100 99 100 100 100 cM capacity (veh /h) r 1614 1607 t 972 f 858= 1069 946 858 ' 1077 Volume Left 1 5 0 1 Volume Rlghti r M 0L� 1 t 12 `, 1 1 1 zr Y om' T' r J cSH 1614 1607 1069 1007 Synchro 6 Report P: \10006.00 \graphics \BASES\2011 NB PM.sy7 Page 1 vhb, inc. Approach LOS A A sr '•'cararrS aa -a �i t rn Fs tr+ a s � LE 6� � a z �w- �.a_'4�. <:6 �. HCM-Unsignalized-intersection-C-apac.it-y-An-al-y-alS 2011 NoBuild AM 5: HaVdenville (Rt 9) & Leonard MY zmvh -11-�. -"IfAINDI, I Lane Configurations Grade 0% 0% 0% "d e .. TP Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 ------ H iurly flow W( 01 Paria toon unblocked 1, stage 1 conf vol ofume Left 1 0 11 PA1 0006.00\graphics\BASES\201 1 NB AM.sy7 vhb, inc. Synchro 6 Report Page 1 Right turn flare (veh) 66 Median storage veh) of i - i .-I i i . n . hIn r, . L-ori . if . nI 77'3 1088 767 ,( w PAP 170n .90. Approach L C / \ I HCM Unsignal.ized_Intersection Capac tty_ 2011 NoBuild PM 3: E Center & Haydenville (Rt 9) ` t i „'7ri,. """ y "r• » � c - 3-' t n sM L '�i � °',� 1 � �' C F � °�T �"�+s� 7 y' �+Yi� jr �1'x" °'� f `.'•�, a. ��17 s��t�. ..J.kr��,.. r ��"�. � ;.....f'�ck�`1 -.., .tL_ -s.+, �1: ��..,.. rn�. � ..,+) ra.. �s,('+ a. 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Upstream signal,(ft) 1..... s. l pX, platoon unblocked cSH 544 1140 1700 Lane LOS B A Approach LOS B HCM_Unsignalized__Lr_ 12: Florence & Front 2011 NoBuild PM t/ Lane Configurations Sign Control Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 i Haurly,flow rate {vph) 1.3 . _ ;3 ' 20; 1'21 4. nne vC1. stage 1 conf vol unblocked vol 166 324 165 tC, 2 stage p0 queue free % 99 99 100 i 60 880 y Volume Left 0 20 4 cSH 1700 1412 754 Queue Length 95th (ft) 0 1 1 Lane LOS A A q 'pproach�Delaya {s)...; : -._�_ X ,r.,1; - .: 9�r�8.y_ .,�: .. \Yir. r.-Yo.,7.t.,. 1. ....,�_'.�.. �.. �..rrt... ..'. ? . .. �t ;..' ... r \•.: Approach LOS A . d� �, ;� .l..yci4ts��di �. E.��r�i�`:�'�..:u -an ..,> fi. o-{` �. ..^��..7t'f�.,..•rs,Sa�.�Yt�w' 1s�- {� _ ss�x_ ,rc_»•e.. �cl. . r''�:_ Averaae Delav 0.8 Analysis Period (min) 15 •;' P: \10006.00 \graphics \BASES\2011 NB PM.sy7 vhb, inc. Synchro 6 Report Page 1 liCM- Unsignalized- Intersection- Capacit -y- Analysis 2011_NoB_uild -AM 15: Evergreen & Site Dr I Lane Confiqurations Grade 0% 0% 0% 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 Pedestrians Median storaqe veh , platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol 12 12 49 48 12 60 48 12 tC, 2 stage (s) p0 queue free % 100 99 100 100 99 100 100 100 cM,capacity (ueh /h)_ 16074 ,�� K , 1607 t��, - 94, 5 ,, X1069 _ �920� r � 837 ; � 1069; proach LOS A A Synchro 6 Report P: \10006.00 \graphics \BASES\2011 NB AM.sy7 Page 1 vhb, inc. Volume cSH 1607 1607 1069 989 n a "�• & I"�' h3X 3"Yn E. b °W ¢ i HCM- Unsignalized - Intersection- Capacity Analysis 5: Haydenville (Rt 9) & Leonard _ a.xa, �^-� tgrns• rzl�'3F J� � nrtaz y v . ,,€ 1 .2 ° 4 � 3r�"��'',�,ya`L {k aTj - �t"� Sa. 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I N ' , cSH 1163 1700 371 ueue Length 95th (ft) 1 0 4 Lane LOS A C Synchro 6 Report P: \10006.00 \graphics \BASES\2011 NB PM.sy7 Page 1 vhb, inc. vCu, unblocked vol 396 10 394 Approach LOS C ... ,:..Y..u:.«r .,,....�.. ..�..Re.R�+Y "?31�2Mn..rr.tg�} +i.Y41 S.il. ...e);N.Yu�E�..•.:vK'.. ... :�35- cP�...:�h K+ .ex 1..7..,.f...F� l��f�. cat i.4"'.f•''+;5 3 HCM Unsianalized Intersection Capacity Analvsis 2011 NoBuild AM 3: E Center & Haydenville (Rt 9) Lane Confiqurations +T T1> Grade 0% 0% 0% 4 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians vC1. staae 1 conf vol vCu, unblocked vol 1132 804 804 Volume Left 3 9 0 V olume cSH 361 820 1700 Synchro 6 Report P: \10006.00 \graphics \BASES\2011 NB AM.sy7 Page 1 vhb, inc. pX, platoon unblocked ------ Approach LOS C I RJR � . ...... 1: gg' Tpg-� 7A- g rg - -X.vl T;, t - I g t F7 - �110 -HCM-Unsignalized-intersection-Capacity-Analysis 20-11--RWI-d-MA 12: Florence & Front t (I W ":�, W MEN -T""wS .00 VR - , V B RUN 1 � L a U m &jrTft L RE i m Lane Configurations +T G rade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 vC1, stage 1 conf vol VCU. unblocked vol 98 286 91 ueue Length 95th (ft) 0 0 3 Lane LOS A A Synchro 6 Report P: \10006.00 \graphics \BASES\201 B AM-SY7 Page 1 vhb, inc. FRO, DX. r)latoon unblocked po queue free % 100 97 99 'M 70 2 K, D g cSH 1700 1495 772 Approach LOS A aaacity An s 2006 Existing PM 15: Evergreen & Site Dr Lane Confi estrians ueue Lenqth 95th (ft) 0 0 1 0 P: \10006.00 \graphics \BASES\2006 PM.sy7 vhb, inc. Synchro 6 Report Page.1 Grade 0 %p 0% 0% 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 vCu. unblocked vol 7 11 31 30 11 41 30 6 p0 queue free % 100 100 1 uu I uu yy i uu i uu i uu eM capacity (veh /h)s 1614' 1608 y x „ M ` 973 859 t 1070 950> 859 t 1077 cSH 1614 1608 1070 1010 Lane LOS A A A A ApproacfDela (s) ��_• �,� 0�7 ..' . , 3 {�' ... 84 y Approach LOS A A f rtaxrh d � y r rs,Frgx•. r , --� h^y,�.. �� 7'�" '5T t'' �*'�' �i i77 ,.s'ti• c �"n �^ ii� Lane Confi estrians ueue Lenqth 95th (ft) 0 0 1 0 P: \10006.00 \graphics \BASES\2006 PM.sy7 vhb, inc. Synchro 6 Report Page.1 Grade 0 %p 0% 0% 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 vCu. unblocked vol 7 11 31 30 11 41 30 6 p0 queue free % 100 100 1 uu I uu yy i uu i uu i uu eM capacity (veh /h)s 1614' 1608 y x „ M ` 973 859 t 1070 950> 859 t 1077 cSH 1614 1608 1070 1010 Lane LOS A A A A ApproacfDela (s) ��_• �,� 0�7 ..' . , 3 {�' ... 84 y Approach LOS A A f rtaxrh d � y r rs,Frgx•. r , --� h^y,�.. �� 7'�" '5T t'' �*'�' �i i77 ,.s'ti• c �"n �^ ii� 3: E Center & Haydenville (Rt 9) Lane Configurations v '' r � 2006 Existinq PM NBL�NBT{ 3 + . � , � �ts�,.._ 4 H Grade 0% 0% 0% our Factor 0.92 0.92 0.92 0.92 0.92 0.92 , stage 1 conf vol v(:i i i inhlnrkarl vnl 1 nF7 389 389 Volume Left 1 27 0 Volume - Right 11� $ 0 O rr cSH 569 1169 1700 Synchro 6 Report P: \10006.00 \graphics \BASES\2006 PM.sy7 Page 1 vhb, inc. Upstream signal (ft) f 4 ' . •... ...' , . ,. . _ .,.' .U...<< . , , _..... 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Upstream signal (ft) � t ; ;� -;' , , - '• � r, -� _ .. .. „ . . , . �<� �, � .. ..., .a. ,. ,. �_� ".. � ._ .. pX, platoon unblocked Lane LOS A A Approach LOS A A .w 1 : M i + �� .r .a ":7 r ✓a. F'*: d T „1 r� x ". k ' . -" HCM - Unsi 9 nalized- Intersection- C- apacity- Analysis 2011_Build -P_M - 12: Florence & Front Walki IN turn flare (veh) S 1 4 dean type � r } -dian storage veh) stream signal_ (ft) platoon unblockE conflicting yolun 1, stage 1 conf vo Queue Length 95th (ft) 0 1 1 Lane LOS A A s Approach Delay {s) k 0 0 ' 1 '4 r 9:81 ' . s " '... ' _R� App roach LOS A on S ��„ _. rH�4rt. � r�s„� ?4At f�t .. .U! �. .h ,'ttG •r�'.c: r, *w. 3_�. a.. �7 e., 1 ' �,�` . ,•�ni „�.r' � Synchro 6 Report PA10006.00 \graphics \BASES\2011 B PM.sy7 Page 1 vhb, inc. .. _ 1AR 334 166 p0 queue free % Ub yy yy cM capacity (V MIA _. ,r....... ,,. 7 . •t.. !I t! 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' _R� App roach LOS A on S ��„ _. rH�4rt. � r�s„� ?4At f�t .. .U! �. .h ,'ttG •r�'.c: r, *w. 3_�. a.. �7 e., 1 ' �,�` . ,•�ni „�.r' � Synchro 6 Report PA10006.00 \graphics \BASES\2011 B PM.sy7 Page 1 vhb, inc. .. _ 1AR 334 166 p0 queue free % Ub yy yy cM capacity (V MIA _. ,r....... ,,. 20 06 Existing AM HCM- Unsignalized - Intersection- Capacity Analysis 3' E Center St & Hayden Rd (Rt 9 ) _ I t r �B_ �LR;N'gNBT�SB�SuB` hE,zF at 1r17La�. , '. 3�2;s � 7#�Ap I,'�� t� .a4�! °`nz s � 1 � ' x Lane Configurations '�' � �' Stop;' 'Free 'Free , , .... .. ,. 0% 0% 0% Grade - s f� Voaume' ueh /h ;; 3;;: > 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 a Walking Speed (ft s Percent Blockage Flight turn flare (veh) Median type ';,, Median storage veh) Upstream signal(ft) „` pX, platoon unblocked uC, conflicting volume vC1, stage 1 conf Vol Lane LU Approac Approac Average g 8 0 0 862 1700 Synchro 6 Report P: \10006.00 \graphics \BASES\2006 AM.sy7 Page 1 vhb, inc. 00 aueue free % UV — HCM -- Unsignalized -- Intersection C apacit - y - Analysis 2011 _B . uild_P_ M _ 5: Haydenville (Rt 9) & Leonard [1 �r2 L� Ott ��tr SBT'SBRa c 3� jV1,oVeme k ' Lane Configurationsy unblocked vol 398 1076 395 tC, 2 stage (s) r . p0 queue free % 99 96 98 cM capacity X, 96 7 1161 .. ?, volume Left 11 0 10 1161 1700 361 Queue Length 95th (ft) 1 0 5 Lane LOS A C Synchro 6 Report P: \10006.00 \graphics \BASES\2011 B PM.sy7 Page 1 vhb, inc. O % 0% Grade oo volume veh /h) 10 606 ` 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate_(vph)° - _ .11' 659 D nAmetrinne A pP roach LOS C jn'ti��se��ir �j�u�►��a�� °. ��r ' ,�t ' ' :r ' �� ..u�.:d:,»..,4��k��? , � 1 y ` _� i� ' �ac�,T�� 2 s 4 � tJ+tf ;ta: •. �i'�,`� - �� -"`?' ®® Public Transportation P % o9983 .o01docslmemoslAtlachment.doo v i a Williamsburg Library tom' Williamsburg Center I 5 to s Nash WILLIAMSBURG I HATFIELD a! Hill �`' sr I t:� I Haydenville 91 DN7 Leeds bnnectic VA Hospital G,� a i Service to Leeds Center = F inbound to Northampton only. Outbound trips will serve Leeds Center by request. NORTHAMPTON li NOflTH 1/2 � 1 Mile n I-I6spital High School Peter Pan Bus TEirmiiialw Walter Salvo�Housea 66 1�R4'1 RED IV®rthamptan/ Wi//eamshurg PVTA Route RED 42 Connecting Route • Major Bus Stop I WANT TO JOIN THE TIRANSIT CLUB! PLEASE SEND ME THE PASSES INDICATED BELOW: ® Elderly & Persons with Disabilities Pass - $18.00 /month ® Regular Pass - $36.00 /month ® Ticket Pack - $9.00 /ten rides Name Address City, State, Zip Phone CONFIDENTIAL PVTA OFFICE USE ONLY ❑ Check enclosed for month of: Please make check payable to PVTA. Mail to: PVTA Information Center 1776 Main Street, Springfleld, MA 01103 RED WEEKDAY Effective - NORTHAMPTON/WILLIAMSBURG Sep206er3, LEAVE NORTHAMPTON COURTHOUSE V.A. HOSPITAL WILLIAMSBURG CENTER V.A. HOSPITAL SMITH COLLEGE WALTER SALVO H U ARRIVE NORTHAMPTON COURTHOUSE - -- - -- - -- - -- - -- 6:00 G 6:05 6:05 6:15 6:30 6:45 6:55 7:00 7:05 7:05 7:15 7:30 7:45 7:55 8:00 8:05 8:05 8:15 8:30 8:45 8:55 9:00 9:05 - -- ;9.15 .:. 9:90 9:45- 9:55` 10.00,`.: 10:05 12:05 12:15 12:30 12:45 12:55 10:30 10:35 10:35 10:45 10:45 10:55 11:00 11:05 CG 2:05 2:15 2:30 2:45 2:55 1240,G';= `12:45'' 12:45 12:55 1:10 1:25 1:35 1:40 1:45 4:00 4:10 4:25 4:40 4:50 2:20 2:25 2:25 2:40 2:55 3:10 3:20 3:25 3:35 6:15 5 6:40 6:50 4. 7:05 4.45.:. : 4:45 5:00 5:15 5:30 5:40 5:45 5:55 5:55 6:05 6:20 6:35 6:45 6 :50 6:55 6:55 7:05 7:20 7:35 7:45 7:50 7:55 CG RED SATURDAY 42 Effective NORTHAMPTON /WILLIAMSBURG Sep206er3, LEAVE NORTHAMPTON COURTHOUSE V.A. HOSPITAL WILLIAMSBURG CENTER V.A. HOSPITAL SMITH COLLEGE WALTER SALVO HOUSE ARRIVE NORTHAMPTON COURTHOUSE - -- - -- - -- - -- - -- 7:00 7:05 7:05 7:15 7:30 7:45 7:55 8:00 8:05 8:05 8:15 8:30 8:45 8:55 9:00 9:05 ,._.9:15.._., 9:30. 9.45:, .., .:.'. 9.56 1:'.. .. ,Y0.00.* 10:05.CG , - -- - -- - -- - -- - -- 12:00 12:05 12:05 12:15 12:30 12:45 12:55 1:00 1:05 Y G z2 2:05 2:15 2:30 2:45 2:55 3:00 3:05 CG -- - - -- - -- - -- 3:50 4:00 4:00 4:10 4:25 4:40 4:50 4:55 5:05 .A.,.. 5.15 ,._ . _; - 5.3Q ..,.. ?.. 5 45,,. F - 5 55._ ... ,.__ :6.05._.., r... ., .,_ 6:15.... 6:15 6:25 6:40 6:50 7:00 7:05 7:10 CG' C - bus stops on King St. at Calvin Theatre (not Courthouse) Service to Leeds Center inbound to Northampton only. G - to PVTA Garage at 54 Industrial Drive, Northampton Outbound trips will serve Leeds Center by request to driver. l nps service Nash Hiq by request For pick up caJj586 3548 Far drop off speak to-bus New Year's Day Now you can purchase your PVTA Martin Luther King Day monthly bus pass by mail. Memorial Day Call 781 -PVTA Independence Day for more information or Labor Day mail in order form on Columbus Day reverse side of schedule. Veterans Day Thanksgiving Christmas Day . i > r i � Pioneer Valley Transit Authority ROUTE INFORMATION Due to traffic and weather conditions, times are subject to change Fares: Elderly and Persons with Disabilities and Medicare card holders are eligible for 1 /2 fare when they show a PVTA E &D identification card available at the Information Center. Elderly & Persons with Disabilities (with PVTA ID) 50 -cents Regular Cash Fare $1.00 Children 6 -12 years 75 -cents Children 5 years and under FREE Regular and Children's Transfer 25 -cents Elderly & Persons with Disabilities Transfer 10 -cents (with PVTA E &D identification card) Types of Bus Passes: Elderly & Persons with Disabilities ($18 /month) • Regular Pass ($36 /month) PVTA Information Center: Services offered include identification cards for elderly, persons with disabilities and Medicate cardholders, bus tokens and monthly passes. The office is located at 1776 Main Street at the Springfield Bus Terminal. Schedule and fare information is available by calling 781 -PVTA or 586 -5806. Transfers PVTA's routes are designed to create a network so that by transferring from one bus to another you can reach your destination. If you are going to transfer, purchase a transfer from the operator at the time you pay your fare. Transfers are good only until the latest time shown, and never for a round -trip or stopover.