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CORRESPONDENCE Department of Engineering and Public Works P,O, Box 21229 West Palm Beach. FL 33416-1229 (561) 684-4000 www.pbcgov.com . Palm Beach County Board of County Commissioners Tony Masilotti. Chairman Addie L. Greene. Vice Chairperson !\aren T. Marcus Jeff Koons Warren H, Newell Mary McCarty Burt Aaronson County Administrator Robert Weisman "An Equal Opportunity Affirmative Action Employer" ~ printed on recycled paper /" ",,, "-"" February 17, 2005 Mr. Michael W. Rumpf Director of Planning & Zoning Department of Development City of Boynton Beach P.O. Box 310 Boynton Beach, FL 34425-0310 RE: Grove Plaza TRAFFIC PERFORMANCE STANDARDS REVIEW Dear Mr. Rumpf: The Palm Beach County Traffic Division has reviewed the traffic generation statement for the revised development plan of the proposed project entitled; Grove Plaza, pursuant to the Traffic Performance Standards in Article 12 of the Palm Beach County Land Development Code. This project is summarized as follows: Location: SE corner of Lawrence and Hypoluxo Roads intersection, Municipality: Boynton Beach Existing & Approved Uses: 7,200 SF Fast Food Restaurant, Gas Station with 12 Pumps, 2,940 SF Convenience Store, 15,560 SF General Retail, and 3,800 SF Bank WDT. Proposed Uses: 1 Stall Full Service Car Wash, Gas Station with 12 Pumps, 2,940 SF Convenience Store, 25,985 SF General Retail, and 14,468 SF General Office, New Daily Trips: 3,568 - Note: The revised plan shall generate less daily trips than the original approval. New PH Trips: 193 AM and 309 PM - Note: The revised plan shall generate less AM and PM peak hour trips than the original approval. Build-out Year: 2007 Based on our review, the Traffic Division has determined that the revised development plan generates less daily and peak hour trips than previously approved, and therefore, meets the Traffic Performance Standards of Palm Beach County. No building permits are to be issued by the City, after the build-out date, specified above, The County traffic concurrency approval is subject to the Project Aggregation Rules set forth in the Traffic Performance Standards Ordinance, If you have any questions regarding this determination, please contact me at 684-4030. File: General - TPS - Mun - Traffic Study Review F:\TRAFFIC\malAdminlApprovals\050219,doc ~=r' Kimley-Horn and Associates, Inc, January 24, 2005 Masoud Atefi, MSCE Palm Beach County Traffic Engineering 160 Australian Avenue, Suite 303 West Palm Beach, FL 33406 Re: Grove Plaza, Boynton Beach Traffic Equivalency Analysis 042387002 Dear Masoud: Kimley-Hom and Associates, Inc. has performed a traffic equivalency analysis for the above-referenced site, which is located in Boynton Beach, Florida in the southeast quadrant ofthe intersection of Lawrence Road and Hypoluxo Road. The site was originally approved for the following land uses: - Parcel A: service station (12 f.p.) + convenience store (2,940 s.f.) - Parcel B: drive-in bank (3,800 square feet) - Parcel C: retail (6,560 square feet) - Parcel D: retail (9,000 square feet) - Parcel E: fast food restaurant (3,600 square feet) - Parcel F: fast food restaurant (3,600 square feet) The currently proposed plan of development is as follows: - Parcel A: service station (12 f.p.) + convenience store (2,940 s.f.) - Parcel B: office (14,468 square feet) - Parcel C: retail (6,832 square feet) - Parcel D: retail (11,973 square feet) - Parcel E: car wash - Parcel F: retail (7,180 square feet) The trip generation potential of the proposed plan of development was compared to the current approval. This letter summarizes the result of the analysis. Trip Generation Comparison Trip generation for the approved and proposed development was calculated using trip generation rates published by Palm Beach County. To account for the expected capture of trips between the parcels on site, an internal capture calculation was undertaken using the methodology contained in the Institute of Transportation Engineers' (ITE) Trip Generation Handbook. March 2001 for . TEL 561 845 0665 FAX 561 863 8175 . 4431 Embarcadero Drive West Palm Beach, Florida 33407 ~=~ Kimley-Horn and Associates, Inc. Masoud Atefi, MSCE, January 24, 2005, Page 2 daily, a.m. and p.m. peak hour periods. Maximum internal capture was limited to ten percent to and from any of the proposed uses. Table 1 summarizes the approved and proposed development trip generation. Based on this analysis, the daily, a.m. peak hour and p.m. peak hour trip generation potential is lower than the trip generation potential of originally approved uses. Driveway Volumes Because the proposed trip generation potential is less than that which was originally approved, it is not expected that any new turn lanes will be required beyond what was originally approved for the site. Additionally, because the trip generation potential represents a decrease from the existing approval, none of the driveways are expected to require reclassification from the previous approval. Conclusion This analysis demonstrates the proposed plan of development does not result in an increase in the daily, a.m. peak hour or p.m. peak hour trip generation potential over that which was originally approved. In addition, the turn lane requirements and requirements for other driveway features are expected to remain unchanged from the original approval. If you have any questions regarding this analysis, please call me at 845-0665. Sincerely, KIMLEY-HORN AND ASSOCIATES, INC. ~w~ Christophei W. Heggen, P.E. Y=1;sportation Engineer (l. if/oS- Florida Registratiull Number 586% CA 0000696 CWG/grb Attachments cc: Lution Hill, KMA Investments Eric Johnson, City of Boynton Beach P:\0423\87002\0 12405ma.doc , .. , .; TABLE 1 GROVEP~BOYNTONBEACH TRIP GENERATION Land Use Intensity Dally AM Peak Hour PM Peak I our Trips Total In Out Total In Out Approved Site Traffic Fast Food Restaurant 7,200 sq, ft, 3,572 382 195 187 249 129 120 Gas Station 12 f. p. 2023 145 73 72 166 83 83 Convenience Store 2,940 sq, ft, 2170 197 99 98 154 79 75 Retail 15,560 sq, ft. 2,052 16 10 6 183 88 95 Drive In-Bank 3,800 sq, ft. 1,008 47 26 21 174 87 87 Subtotal 10,825 787 403 384 926 466 460 Internal Gaoture Dailv AM PM Fast Food Restaurant 09.77% 07.33% 10.00% 349 28 14 14 25 13 12 Gas Station 04.88% 04.41% 06.71% 99 6 3 3 II 6 6 Convenience Store 05.24% 05.99% 06.22% 114 12 6 6 10 5 5 Retail 09.70"10 00.00% 09.84% 199 0 0 0 18 9 9 Drive In-Bank 09.92% 10.00% 10.00% 100 5 3 2 17 9 9 Subtotal 861 51 26 25 81 42 41 Pass-Bv Caoture Fast Food Restaurant 45,00% 1,450 159 81 78 101 52 49 Gas Station 60,00% 1.154 83 42 41 93 46 46 Convenience Store 60.00% 1,234 III 56 55 86 44 42 Retail 44.75% 829 7 4 3 74 35 38 Drive In-Bank 46,00% 418 19 11 9 72 36 36 Subtotal 5,085 379 194 186 426 213 211 NET APPROVED TRIPS 4,879 357 183 173 419 211 208 Proposed Site Traffic Car Wash I stall 166 8 4 4 8 4 4 Gas Station 12 f, p, 2023 145 73 72 166 83 83 Convenience Store 2,940 sq, ft, 2170 197 99 98 154 79 75 Retail 25,985 sq. ft. 2,849 27 16 11 257 123 134 Office 14,468 sq. ft. 301 40 35 5 45 8 37 Subtotal 7,509 417 227 190 630 297 333 Internal Caoture Daily AM PM Car Wash 10.00% 00.00% 00.00% 17 0 0 0 0 0 0 Gas Station 01.72% 00.61% 02.49% 35 I 0 0 4 2 2 Convenience Store 01.85% 00.82% 02.31% 40 2 I I 4 2 2 Retail 04.32% 03.70% 04.67% 123 I I 0 12 6 6 Office 09.30% 07.50% 06.67% 28 3 3 0 3 1 2 Subtotal 243 7 5 I 23 11 12 Pass-Bv Caoture Full-Service Car Wash 0,00% 0 0 0 0 0 0 0 Gas Station 60,00% 1,193 86 44 43 97 49 49 Convenience Store 60.00% 1,278 117 59 58 90 46 44 Retail 44.52% 1,213 12 7 5 109 52 57 Office 5,00% 14 2 2 0 2 0 2 Subtotal 3,698 217 112 106 298 147 152 NET PROPOSED TRIPS 3,568 193 110 83 309 139 169 Net New Trips (1,311) (164) (73) (90) (110) (72) (39) Note: Tnp general10n was calculated usmg the followmg data: Daily Traffic Generation Fast Food Restaurant Gas Station Convenience Store Retail Office Car Wash AM Peak Hour Traffic Generation Fast Food Restaurant Gas Station Convenience Store Retail Office Car Wash PM Peak Hour Traffic Generation Fast Food Restaurant Gas Station Convenience Store Retail Office Car Wash [P,B.C] [P,B,C] [P.B.e.] [P,B.C] [P,B,C.] [P,B.C] T = 496,12 trips per 1,000 sq, ft. T = 168,56 trips per fueling position T = 737,99 trips per 1,000 sq, ft. Ln(T) ~ 0,64 Ln(X) + 5,87 Ln(T) ~ O,77*Ln(X) + 3,65 T ~ 166 trips per day per stall [P,B,C] [P,B,C.] [p.B.C,] [P.B.C.] [P,B,C.] [P,B,C,] T = 53.11 trips per 1,000 sq, ft. (51%, 49% out) T = 12.07 trips per vfjl, (50%, 50% out) T = 67,03 trips per 1,000 S.F,; (50%in, 50%out) T = 1.03 trips per 1,000 S.F,; (61 'loin, 39%out) Ln(T) = O,80*Ln(X)+I,55 (88% in, 12% out) T = 8 trips per stall [P,B.C.] [P,B.C,] [P,B.C,] [P,B,C,] [P,B.C.] [P,B,C,] T = 34.64 trips per 1,000 sq, ft. (52%, 48% out) T = 13,86 trips per vfjl, (50%, 50% out) T = 52.41 trips per 1,000 S,F.; (50%in, 50%0uI) I..n(T) = 0.660 I..n(X) + 3,40 (48% in, 52% out) I..n(T) = O,74*Ln(X}+1.83 (17% in, 83% out) T = 8 trips per stall p: 10423\87002\[ autozolle-tg_ 01 OJ.xIs Jlgenl JlUI200J 10:40 ~_n Kim~-Hom ~_U and Associates, Inc, Copyrighl 0 2004, Kiml~y-Hom and A.J$ociat~$, Inc. tu~ We:> ::J:N ~ ! ~.; o c ;::8 Wi; ~w ;:)"0 I- C D.,N <~ o 0 o ....I:g ~ c: ~~ W I- c: ~ .0 I-i ~ 5i .,~ ~ .s. D.,~ W...: tn ;:) .. .=:! ....I C'lI ;:),c :E(,) W w. !::t:. .. CD .a E = z ... .. .. ... I ii 1~ !~ Ii . .l!l ~~~ ~ ,~~ ~&i i ~ .g .a .. .. E z c = _ CD z III 0 1:) e- en CD 0.. "e- o.. 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