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HomeMy WebLinkAbout2000-12-07 Traffic Impact Study SPR �V">tITS�� 10 iU Nnw (:rs3Jlruid Ikr,;inw'rs Comt('3 f)riv(; AA (liilci! 90/ i ('! FS( O I' I ox ` l/ (i3{ii Ei!�{lEi Ref: 2640 November 22,2000 Ms. Heidi Griffin,Town Planner Town of North Andover 27 Charles Street North Andover,MA 01845 Re: Endicott Plaza North Andover,Massachusetts Dear Heidi: Vanasse & Associates, Inc. (VAI) is providing supplemental information in support of our responses to Vanasse Hangen Brustlin, Inc.'s (VHB's)November 8,2000 comment letter regarding their review of the Traffic Impact and Access Study(TIAS)and subsequent October 18, 2000 response to VHB's September 28, 2000 review letter in reference to the proposed Endicott Plaza development to be located in North Andover, Massachusetts, Specifically, VAI is providing a summary of past studies of pharmacies with drive-through windows in response to VHB's request for documentation supporting the use of Institute of Transportation Engineers(ITE)trip-generation statistics for pharmacies with drive-through windows. As , has been stated previously, VAI has completed a number of studies of pharmacies with drive-through windows which have shown trip rates both above and below those documented by ITE. Tables 1 and 2 present a summary of empirical trip rates for pharmacies with drive-through windows that have been studied by VAI for the weekday evening and Saturday midday peak hours, respectively. Weekday morning peak-hour empirical trip rates were not available. Mr,Heidi Griffin,Town Planner November 22,2000 Page 2 Table 1 PHARMACY WITH DRIVE-THROUGH WINDOW EMPIRICAL TRIP RATES WEEKDAY EVENING PEAK HOUR Vehicle Trips Vehicle Trip Rates Store Location Size In Out Total In Out Total Attleboro,MA 11,500 sf 67 54 121 5.82 4.70 10.52 Framingham,MA 20,000 sf 84 85 169 4.20 4.25 8.45 Wakefield,MA 13,000 sf 103 Ill 214 7.92 8.54 16.46 Westford,MA 14,960 sf 123 127 250 8.22 8.49 16.71 Wilmington,MA 14,960 sf 60 57 117 4.01 3.81 7.82 Exeter,NH 13,770 sf 44 41 85 3,19 2.98 6.17 Average Trip Rates 5.56 5.46 11.02 Based on traffic counts performed by VAI. bPer 1,000 sf. Table 2 PHARMACY WITH DRIVE-THROUGH WINDOW EMPIRICAL TRIP RATES SATURDAY MIDDAY PEAK HOUR'S Vehicle Trips Vehicle Trip Ratesb Store Location Size In Out Total In Out Total Attleboro,MA 11,500 sf 76 68 144 6.61 5.91 12.52 Framingham,MA 20,000 sf NA NA NA NA NA NA Wakefield,MA 13,000 sf 82 83 165 6.31 6.38 12.69 Westford,MA 14,960 sf NA NA NA NA NA NA Wilmington,MA 14,960 sf 76 64 140 5.08 4.28 9.36 Exeter,NH 13,770 sf 65 63 128 4.72 4.58 9.30 Average Trip Rates 5.68 5.29 10.97 'Based on traffic counts performed by VAI. bPer 1,000 s£ NA=Not available. As can be seen in Table 1, the average observed trip rate during the weekday evening peak hour for a pharmacy with a drive-through window was found to be 11.02 trips per 1,000 sf of gross floor area for the 2040/112200 `" 3 Mr. Heidi Griffin, Town Planner November 22,2000 Page 3 sites survey by VAI. During the Saturday midday peak Hour, the average observed trip rate was found to be 10.97 trips per 1,000 sf Table 3 presents a comparison of the ITE trip rates for pharmacies with drive- through windows to the average observed empirical trip rates. Table 3 PHARMACY WITH DRIVE-THROUGH WINDOW TRIP-RATE COMPARISON ITE Trip Rates Average Empirical Trip Rates Time Period/Direction (per 1,000 sf)' (per 1,000 sf) Weekday Everting Peak Hour: Entering 5.10 5.56 Exiting 5.30 5.46 Total 10.40 11.02 Saturday Midday Peak Hour: Entering 7.19 5.68 Exiting 6.63 5.29 Total 13.82 10.97 'Based on ITE Land Use Code(LUC)881,Pharmacy with Drive-Through Window. As can be seen in Table 3, the average observed empirical trip rates are higher during the weekday evening peak hour and lower during the Saturday midday peak hour than the ITE trip rates, As such, the use of the ITE trip rates to develop the traffic characteristics of the proposed pharmacy with a drive- through window results in a slightly lower traffic volume during the weekday evening peak hour (approximately 8 vehicle trips) and higher traffic volumes during the Saturday midday peak hour (approximately 36 vehicle trips). This differential is minor in nature and not significant enough to change the results or the recommendations and conclusions presented as a part of the TIAS prepared for the proposed project. Further, it can be concluded that the use of the ITE trip rates in order to develop the traffic characteristics of the proposed development results in a reasonable and prudent estimate of the traffic characteristics of the project. With regard to vehicle queuing at the drive-through window of the proposed pharmacy, VAI has completed a study of vehicle queuing at a pharmacy with a drive-through window. Table 4 presents the observed vehicle queue during the weekday evening peak hour at a pharmacy with a drive-through window located in Wakefield, Massachusetts. A review of Tables 1 and 2 indicates that the Wakefield site had a significantly higher trip rate than the majority of the pharmacies surveyed by VAI, As such, it could be summarized that the drive-through window usage would be similarly higher than the other sites. Saturday midday vehicle queue data was not available. 2640A 122GO Mr, Heidi Griffin,Town Planner November 22,2000 Page 4 Table 4 PHARMACY WITH DRIVE-THROUGH WINDOW—OBSERVED VEHICLE QUEUES Vehicle Queue Vehicle Queue Vehicle Queue Time Lane 1 Lane 2 Total Time Lane I Lane 2 Total Time Lane I Lane 2 Total 3:01 PM 1 0 1 4:01 0 D 0 5:01 0 0 0 3:02 1 1 2 4:02 0 0 0 5:02 0 0 0 3:03 0 1 1 4:03 1 0 1 5:03 0 0 0 3:04 0 1 1 4:04 1 0 1 5:04 0 1 1 3:05 0 0 0 4:05 0 0 0 5:05 0 0 0 3:06 1 0 1 4:06 0 0 0 5:06 0 0 0 3:D7 1 0 1 4:07 0 0 0 5:07 0 0 0 3:08 0 0 0 4:08 1 0 1 5:08 0 0 0 3:09 0 0 0 4:09 0 0 0 5:09 1 0 1 3:10 0 0 0 4:10 0 0 0 5:10 1 0 1 3:11 0 0 0 4:11 0 0 0 5:11 1 0 1 312 0 0 0 4:12 0 0 0 5:12 0 0 0 3:13 0 0 0 4:13 1 0 1 5:13 0 0 0 3:14 0 0 0 4:14 2 0 2 5:14 0 0 0 3:15 0 0 0 4:15 2 0 2 5:15 0 0 0 3:16 1 0 1 4:16 2 0 2 5:16 0 0 0 3:17 0 0 0 4:17 2 0 2 5:17 0 0 0 3:18 0 1 1 4:18 1 0 1 5:18 0 0 0 3:19 0 1 1 4:19 1 0 1 5:19 0 0 0 3:20 0 1 1 4:20 1 0 1 5:20 0 0 0 3:21 0 1 1 4:21 0 0 0 5:21 0 0 0 3:22 0 0 0 4:22 0 0 0 5:22 0 0 0 3:23 0 0 0 4:23 0 0 0 5:23 0 D 0 3:24 0 0 0 4:24 0 0 0 5:24 0 0 0 3:25 0 0 0 4:25 1 0 1 5:25 0 0 0 3:26 1 0 1 4:26 0 0 0 5:26 0 0 0 3:27 t 1 2 4:27, 0 0 0 5:27 0 0 0 3:28 t 0 1 4:28 0 0 0 5:28 0 0 0 3:29 0 0 0 4:29 0 0 0 5:29 0 0 0 330 0 0 0 4:30 0 0 0 530 0 0 0 3:31 0 0 0 4:31 0 0 0 531 0 0 0 332 0 0 0 4:32 0 0 0 532 0 0 0 333 0 1 1 4:33 0 0 0 533 0 0 0 334 0 1 1 4:34 0 0 0 534 0 0 0 3:35 1 0 1 4:35 0 0 0 5:35 0 0 0 3:36 1 0 1 4:36 0 0 0 5:36 0 0 0 3:37 2 0 2 4:37 1 0 1 5:37 0 0 0 3:38 1 0 1 4:38 0 0 0 538 1 0 1 3:39 1 0 1 4:39 0 0 0 5:39 1 0 1 3:40 1 0 1 4:40 0 0 0 5:40 1 0 1 3:41 2 0 2 4:41 0 0 0 5:41 0 0 0 3:42 0 0 0 4:42 0 0 0 5:42 1 0 1 3:43 0 0 0 4:43 0 0 0 5:43 1 0 1 3:44 0 0 0 4:44 0 1 1 5:44 0 0 0 3:45 1 0 1 4:45 0 1 1 5:45 0 0 0 3:46 1 0 1 4:46 0 0 0 5:46 0 0 0 3:47 2 0 2 4:47 1 0 1 5:47 0 0 0 3:48 2 0 2 4:48 0 0 0 5:48 0 0 0 3:49 1 0 1 4:49 0 0 0 5:49 0 0 0 3:50 1 0 1 4:50 0 0 0 5:50 1 0 1 3:51 0 0 0 4:51 0 0 0 5:51 0 0 0 3:52 0 0 0 4:52 0 0 0 5:52 0 0 0 3:53 0 0 0 4:53 0 0 0 5:53 0 0 0 3:54 0 0 0 4:54 0 0 0 5:54 0 0 0 3:55 1 0 1 4:55 0 0 0 5:55 0 0 0 3:56 1 0 1 4:56 0 0 0 5:56 0 0 0 3:57 1 0 1 4:57. 0 0 0 5:57 0 0 0 3:58 1 0 1 4:58 0 0 0 5:58 0 0 0 3:59 0 0 0 4:59 0 0 0 5:59 0 0 0 4:00 0 0 0 5:00 1 0 1 6:00 0 0 0 2640/112200 "" i Mr. Heidi Griffin,Town Planner November 22, 2000 Page S As can be seen in Table 4,the average observed drive-through window vehicle queue was approximately I vehicle, with a maximum observed queue of 2 vehicles. Since the observation site was found to have a lower trip rate during the Saturday midday peak hour, it would be expected that the drive-through window vehicle queues would be similar or lower than those observed weekday evening peak hour. As indicated in VHB's November 8, 2000 comment letter, the proposed drive-through window area can accommodate approximately 2 to 3 vehicles without impacting internal site circulation. Based on the empirical drive- through window vehicle queue data, the proposed drive-through window vehicle queue storage is sufficient to accommodate the maximum observed vehicle queue without impacting on-site circulation. We trust that this information has addressed the remaining comments received from VHB regarding the proposed project. If you should have any questions or would like to discuss this information in more detail, please feel free to contact me. Sincerely, VANASSE&ASSOCIATES, INC. Jeffrey . Dirk,P.E. Senior Project Manager JSD/atg cc: M. Howard—Epsilon Associates W. Barrett—Forgetta Development LLC C. Huntress—Huntress Associates,Inc. M. Rosati----Marchionda&Associates,Inc. A. Petrozelli—Design Partnership Architects,Inc. RDV,FGH,File 2610/112200 `" TRIP-GENERATION SUMMARY VEHICLE TRIPS PHARMACY WITH DRIVE-THROUGH TIME PERIOD/ WINDOW RETAIL OFFICE HOTEL PASS-BY H E DIRECTION (12,500 SF)' (28,000 SF) (120,000 SING (102 ROOMS) `OTA (25 PERCENT) TRIPS WEEKDAY 1,102 1,202 1,528 910 4,742 576 4,1.66 14TEKDA MOR Id 1PG. ENTERING 19 18 190 39 266 8 258 EXITING 14 11 26 29 $0 8 72 TOTAL 33 29 216 68 36 16 330 WEE AYDA Y EWNINGa ENTERING 64 50 36 35 185 30 1.55 EXITING 66 55 178 37 336 30 306 TOTAL 130 105 214 72 621 60 461 SAT URDAYI IDDAr ENTERING 90 72 26 45 233 39 194 EXITING 83 67 23 45 21.8 39 179 TOTAL- 173 139 49 90 451 78 373 Based on ITE L UC 881: Pharmacy with Drive-Through Window. b Based on ITE LUC 820:Shopping Center. cBased or) ITE L UC 710.general Office Building. d Based on ITE L UC 310: Hotel. e Pass-by trip rate applied to pharmacy with drive-through window and retail trips. Transportation Engineers&Planners Trip-Generation Summary 1c\2640\2640bd1.dwg 10/18/00 1222:38 PM PM ELT C 0yrlght ©2000 by VAL All Rlghte Reserved. ��! \ Legend; f � PARR OOD R/y� /O Retell /o 0mce P� % ��� Hotel 0 / 125 HAVERHILL �ko,D a % % 0P y! O� LAWRENCE 016 MUNICIPAL AIRPORT p0 GREAT POND 0`�� ROAp 10% 133 � % a NORTH % ANDOVER % 125 133 IPA, D: z V x ■ Not To Scale x %A1 Transportation Engineers & Planners Trip Distribution Map R:\2840\2e4Qpr4.dxg 10/18/00 09r38:38 AM AM EDT Copyrlghl cQ 2000 by VAI, NI Right* Raeerred. 'T� LEVEL OF SERVICE i Legend: FA��wOat) 20001;x1sting �( 2005 No-Bulld QAp 2005 Wild(wit Improvements) pkM �P�L 125 NQA NotAppllcable to u}M "~ HAVERHILL x An O h� 9'0 �10t_T � A a Ir u1 V) SITE In 266 Out 80 R�E9, Total 346 tv;p 0P 5 Ali 9� J LA INRENCE MUNICIPAL 2�Z AIRPORT °0 t83 pp j 422 GREAT POND IP O NORTH ANDOVER 125 133 z Not To Scale r Nate; Imbalances exist due to numerous curb--cuts and side streets that ore not shown. % 0 semi A1 Transportation Engineers & Planniars 2005 Build Weekday Morning Peak Hour Traffic Volumes R;\2640\2840pr1.dwg 10/18/00 12 M63 PM PM EDT Copyright ©2000 by VAL NI Rights Rasermi 4f \ LEVEL OF SERVICE o Legend: �ARRWOOD R/y� 2000 Existing �( 2005 No-Build O 2005 Bulld(wI Improvements) �pP 125 /A Not Applicable to �, HAVERHILL N ¢00 is SITE In 185 Out 336 Total 52143 �tiya 6 �K� j I� O LA INRE•NCE 127�� ,� 1 MUNICIPAL O1nN,� AIRPORT p0 1--204 GREAT PONb f���y °$1titi9� 133 ROAD % SJ 00 6 NORTH ANDOVER 125 133 ■ Not To Scale Note: Imbalances exist due to numerous curb—cuts and aide streets that are not shown. %A1 Transportation Engineers & Planners 2005 Build Weekday Evening Peak Hour Traffic Volumes M\2840\2640prldxo 10/18/00 11:52:38 AM AM EDT Copyright ®2000 by VAI, All Rights Raaarved. S \ LEVEL OF SERVICE Legend, FA F 2060 Exlatlng {. �( 2005 No-Bultd aP0 2005 Build(w/Improvements) 125 N/A NotAppllcable r`� HAVERHILL OAD R s h 02 .1 1 SITE In 233 C2 Out 218 KKR Total 451 fy6o 0�R 102—A LA INRENCE 1 p2? },/' V' MUNICIPAL AIRPORT 0b^ C.: \ 4-215 GREAT Pp/y0 133 ROA4 in 60� 0 00 y�� o a NORTH ANDOVER 125 133 '�°� Z cxi ■ Not To Scale i Note: Imbalances exist due to numerous curb--cute and side streets that are not shown. %A1 Transportation Engineers & Planners 2005 Build Saturday Midday Peak Hour Traffic Volumes R;\2640\2e40pr3.drg l0/t8/00 1213:27 PM PM EDT Copyright ®2000 by VAI, Wl Rights Roamed. I TRAFFIC SIGNALWARRANTS ANALYSIS OSGOOD STREET AT BARKER STREET: SATISFIED? 2000 2005 2005 WARRANT NO. DESCRIPTION STING NO-BUILD BUILD 1 MINIMUM VEHICULAR VOLUME NA NA NA 2 INTERRUPTION OF CONTINUOUS TRAFFIC NA NA NA 3 MINIMUM PEDESTRIAN VOLUME NO NO NO 4 SCHOOL CROSSINGS NO NO NO 5 PROGRESSIVE MOVEMENT NO, NO NO B ACCIDENT EXPERIENCE NO NO NO 7 TRAFFIC SIGNAL SYSTEM NO NO NO S COMBINATION OF WARRANTS NO NO NO 9 FOUR-HOUR VOLUMES NO NO NO 10 PEAK-HOUR DELAY NO NO NO 11 PEAK-HOUR VOLUME NA NO OSGOOD STREET AT H LT ROAD. SATISFIED? 2000 2005 2005 WARRANT NO. DESCRIPTION BUSTING NO-BUILD BUILD 1 MINIMUM VEHICULAR VOLUME NA NA NA 2 INTERRUPTION OF CONTINUOUS TRAFFIC NA NA NA 3 MINIMUM PEDESTRIAN VOLUME NO NO NO 4 SCHOOL CROSSINGS NO NO NO 5 PROGRESSIVE MOVEMENT NO NO NO B ACCIDENT EXPERIENCE NO NO NO 7 TRAFFIC SIGNAL SYSTEM NO NO NO 8 COMBINATION OF WARRANTS NO NO NO 9 FOUR-HOUR VOLUMES NO NO NO 10 PEAK-HOUR DELAY NO NO NO 11 PEAK-HOUR VOLUME NO NO NO NA = NOT APPLICABLE OR NOT EVALUATED. %AN Transportation Engineers & Planners Traffic Signal Warrants Analysis Osgood Street at Barker Street and Osgood Street at Holt Road R:\2640\2640pr4,dwg 10/10/00 09:36:35 AM AM EDT Copyright ©2000 by VAL A€€ Rlghle Reaermd. i ••.�� �., Legend: ' s Turning Movement -:� vay r Count Location r yy i l HANG , I i �. ,t� {f/1 �` '\�� -� `+ Ila )� •� , �y i!.,�_,4 r f ,--""_.� ��! �:j? \t,\ � 1\� Y�1 i rf4t-F.G�, ;? ,. Im V ''1,�`w ". " JJ�.1 , 'GE� �; a Ici A� A aP q' y .S �r f �, .i ��A Lv1•,�.:r r � �.-, z l :,� /y 1.33 A C r•, v 0 1000 z000 � Scale in Feat { r�� ��1� l F7"`� i bt l z ,.,,, Source: 1987 USGS Mo IANTransportation Engineers & Planners Site Location Map R:\2640\2840aam.drrg 10/18/00 12:W:05 PM Pf4 WT Copyright Qa 2000 by VAL All RIghta Raaarvad. l�