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HomeMy WebLinkAboutZMA202000010 Study 2021-02-26EPRP� 90EPR, P.C. a ENGINEERING $ PLANNING RESOURCES" 2 E. JEFFERSON ST, #101, CHARLOTTESVILLE, VA 22902 MEMORANDUM TO: KATURAH ROELL ORGANIZATION: FUSION PROPERTIES, LLC. PHONE NUMBER: Re: ARBOR CREST TOWNHOMES SITE TIA - DRAFT FROM: JUSTIN COONER, P.E. BILL WUENSCH, P.E., PTOE DATE: NOVEMBER 24, 2020 SENDER'S REFERENCE NUMBER: YOUR REFERENCE NUMBER: ❑ URGENT X FOR YOUR USE ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE Proiect Background and Puroose The purpose of this study is to examine turn lane requirements due to traffic generated by the proposed Arbor Oakes Towne site to be located on Hydraulic Road in Albemarle County, Virginia. The concept for the site contains 14 townhomes and the property is located along the eastside of Hydraulic Road. The project site is across from Georgetown Green Condominiums and is bordered by an apartment complex to the south and a medical office to the north. The project location is shown below in Figure 01. Access to the site will be provided via: • One (1) full access driveway access with two-way travel Arbor Oakes Towne — Location Map {, Pro�eet Slb IN cLEsIDE xaLs INCLECRE CI IVY CREEK m R ARRLTi ACRES ) m"W"Couryry CI'L E� ROD N Figure 01: Location Map VY RIDGE V 9ERFMAR WAY `v FOURPSO HS ROSLYN HEIGHTS . RAIHTREE Cn.. oUesvnle9 TowNWOOD EAsnlonsyu.re Q GLENWOOD STATION Q Rio Commonwealth // FW PT University of Virginia —is AvENCi �;VANCNILANOG ©' C OUNTAIN COURT CONDOS BRCONMILL CONDOS DUNLORA ME GREENBRIER THE VILLAGE rfb Rune cBumR SQUARE 7Ranvc.m:" wqn school8 tin s TDx Ex EXGE © i wILI W I, BARRACKS BUGGY Mrilow.11 Wllewoae LOCUST GROVE E n ROSE HILL Bonds AOwls O NDRTN DOWNTOWN wR Ui Hozonzl © . Downtown Mall v' 1 EPRP� 90IPR, P.C. a ENGINEERING $ PLANNING RESOURCES" 2 E. JEFFERSON ST, #101, CHARLOTTESVILLE, VA 22902 Data Collection Vehicle counts were collected between November 17 and November 19, 2020 on Hydraulic Road at Olde Oak Court, approximately 200 feet north of the project site. Because Hydraulic Road has an existing center two-way left turn lane (I'WLTL) at the project site, data collection was only needed for the northbound direction in order to evaluate the need for a northbound right turn lane at the project site entrance. A summary of the traffic data collection is shown in Table 1 below. For both days of data collection, the AM peak hour of travel began at 7:45 AM, while the PM peak hour began at 4:15 PM. Direction Time Average Number of Vehicles AM PEAK Northbound 7:45 AM 653 to 8:45 AM PM PEAK Northbound 4:15 PM to 5:15 PM 887 Table 01: Traffic Counts on Hydraulic Load (Nortbbound, Nov. 17 — 19, 2020) Trip Generation The number of trips generated by the proposed Arbor Oakes Townes residential development was estimated using the rates found in the latest version of the ITE (Institute of Transportation Engineers) Trip Generation Manual. Table 2 below lists the estimated number of daily, AM Peak, and PM Peak trips for the proposed site. As shown in Table 2, the site will generate approximately 102 daily trips, with 7 trips occurring during the AM peak and 8 trips occurring during the PM peak. ITE Land Use Code Description Quantity Units Rate Percent Traffic Project Trips Enter Exit Enter Exit Total DAILY 220 Multi -family Residential 14 DU 7.32 (X) 50% 50% 51 51 102 AM PEAR 220 Multi -family Residential 14 DU 0.46 (X) 23% 77% 2 5 7 PM PEAR 220 Multi -family Residential 14 DU 0.56 (X) 63% 37% 5 3 8 Table 02: Arbor Oakes Toxnes Trip Generation (Source: ITE Trip Generation Manual) Trip Distribution and Trip Assignment Site trip distribution was estimated via comparison of two calculation methods, that included: EPRP� 90IPR, P.C. a ENGINEERING $ PLANNING RESOl1RCES" 2 E. JEFFERSON ST, #101, CHARLOTTESVILLE, VA 22902 1. Comparison of the northbound peak hour and directional daily volumes to the overall ADT, K, D data provided in VDOT's 2019 published ADT data (provided below). In doing this the counted northbound directional peak hour volume was compared to the calculated overall peak hour volume to arrive at a percentage split, and 2. Comparison to an older turning movement count from 2009 at the Hydraulic Road/Lambs Road intersection whereby the directional split could be computed. Below are excerpts from VDOTs traffic count data. VDOT's data shows a directional split of .5. nAw02-656 Gmrwt wn Rd O Hydraulic Rd 0.08 23000 _ G 98 % 1% 1 % 0% 0% 0% F 0.094 F 0.501 24000 G 2019 02-1amG Who nGreen 02-1am Gm eiuwn Green OHydraulic Rd 0.22 22000 G 98% 1% 1% 0% 0% 0% F 0.094 F 0.501 23000 G 2019 r� 02- 7 li , Rd Note that for the turn lane cakulation, to be conservative instead of using the VDOT stated D factor of.5 we chose to use multiple metbods to check for the possibility of a higher D factor. Using the results of the methods described above, Table 03 below shows a comparison of the directional splits using both methods. Time Period Direction of Travel (Derived value) Directional Split NB SB TOTAL (calculated pk hour volume NB SB VDOT 2019 K-FACTOR METHOD (difference in calculated vs counted) AM PEAK 653 counted 1517 2170 30% 70% PM PEAK 887 (counted) 1283 2170 41% 59% SEPT. 2009 TRAFFIC COUNT METHOD (inspection of prior traffic count AM PEAK counted 665 1331 1 1986 1 33% 67% PM PEAK counted 1273 1084 1 2357 541/6 46% DIRECTIONAL SPLIT USED IN TRAFFIC STUDY AM PEAK 30% 70% PM PEAK 70% 30% Tabk 03: Arbor Oakes Townes Trip Generation (Source: I7E Trip Generation Manual) As shown in Table 03, the AM peak hour distribution is similar for both methods, while the PM peak hour distribution is different between the present data and the past data. In order to have a conservatively high estimate of northbound right turn volume, the trip distribution from the VDOT 2019 AM peak hour was reversed for the PM peak hour. Note again that this is more conservative than using the VDOT published D factor of 0.5. EPRPCEPR, P.C. a ENGINEERING $ PLANNING RESOURCES" 902 E. JEFFERSON ST, #101, CHARLOTTESVILLE, VA 22902 Using the trip distribution presented in Table 03, the project trips were assigned to the driveway access at Hydraulic Road. Figure 02 below shows the project trips for the proposed Arbor Oakes Townes residential development. 1 N 1.1 (2) 4 ��> 4 � PROJECT Q 4 SITE d0 a V � a r LEGEND AM (PK Figure02: Project Trip Assignment Turn Lanes The need for a northbound right turn lane at the project access was evaluated using the criteria found in Appendix F of the VDOT Road Design Manual. As shown in the trip assignment in Figure 2, a maximum of 6 northbound right turns are anticipated at the project driveway during the PM peak hour. Figure 03 on the following page shows the right turn lane warrant for the proposed residential development. As shown in the figure, the traffic volumes do not warrant a northbound right turn lane. 4 EPR, P.C. a ENGINEERING $ PLANNING RESOURCES" EPRP( 902 E. JEFFERSON ST, #101, CHARLOTTESVILLE, VA 22902 120 100 0 W n 80 w w J U_ 2 W > 60 (6 z mc Ir 0 40 x a 20 AM PEAK 19 PMPEAK 19 PHV APPROACH TOTAL, VEHICLES PER HOUR Figure 04: Rigbt Turn Lane Warrant for 4-lane Higbways (Source. VDOT Road Design Manual, Appendix F) EPRP� 90EPR, P.C. a ENGINEERING $ PLANNING RESOURCES" 2 E. JEFFERSON ST, #101, CHARLOTTESVILLE, VA 22902 Attachments — Site Concept VDOT AADT Data — Hydraulic Road Traffic Data Collection — Peggy Malone and Associates Traffic Data Collection — Hydraulic Road at Lamb Road (September 3, 2009) VDOT Road Design Manual, Appendix F \ \ ��ANSA l � \ \ EX. MH-A \ \ 4CO 0� PRpF wog (712 z (712 00 / — x \ \ \ = z d d \ \ Q TMP 61-37 WILLIAM& CREST CARR \ I _ \ \ / \\ \ 1.4 d o / \ DB 426-384 I \ \ a o / ^ac�o \ ti ZONED: R-4 7* W rn EX. USE: RESIDENTAIL E, IN c o / MH-B PROP. RETAINING WALL / �LI Z ¢ o v MAX HEIGHT =4' PROP \ \ ~ c) r m / STR-2C ^ W a m z 2 > H \Fy — x pax—x x PROP. I / \ VI a fx W W \ �P�� / sq � � FH LOT 7 . F z } / 2 ° w w 0.060 AC. \ a a x \ aw PROP. 0 C U % PLAYGROUND I \ / 'It\ W 9-� / EX / ' LOT 8 \ \ — _ J \ i� MH-c / °' 2,010 SF I _ �x—x— —x—x — 24' \ \ \ W 1 J 1 LOT 9 \ TMP 61W1-01 LOT 6 Z3 2,010 SF I J / OLDE OAK COURT CONDOMINIUM — 2,537 SF zz :2 ZONED: R-15 V) w J / \ / USE: RESIDENTIAL CONDOMINIUM J ¢ �a. Q > 3w / / TMP 61-39 jw o aw o LOT 10 A A ABROR CREST CONDOMINIUM ASSOC. / 0 > co 2,010 SF / E.06 DB 833-238 LOT 5 / 1,995 SF oUSE:/ \ w a d00 z �< w a ZONED: R-15 � J oc o�; x �' �F I RESIDENTIAL DO 4INIUMS Of I O 1 LOT 11 0. \ LOT 4 a C-)/ w ; —W �� 2,010 SF — 1,995 SF \ / / N � '' ti a LOT 12 LOT 3 o 2,010 SF I _ 2,000 SF ° _-� JnoP LOT 13 LOT 2 / i ISTR- 1,990 SF d� 2,042 SF —-�16--- — f I A , OPEN SPACE a i 11,325 SIF LOT 14 I / 2,462 SF E- O�— No UP LOT 1 Q 0 P + 18" RCP2,681 SF UP ' a \ :... STR-1 — — — 12 OP ® STR OP. EX: 5' CONCRETE Sp IDEWALK .. 1 P 2%\'15" H 6 2 sill �Q EX. 5' CONCRETE SIDEWALK � EX. STR-2 <v ♦mallas c O — _ Li CID a Q _00 HYDRAULIC ROAD ROUTE 743 ,o — VARIABLE WIDTH PUBLIC R/W � I a W O Z EX. 8" D Virgina tote Plane co South Zone 20' 0 20' 40' 60' SCALE: 1 "=20' I __�-- E-4 Q� rj) a RMAINTip- Ur a O 1 F / \ J F N E- iE-E E-E — a rn Sheet No. 1 04 — / — Sheet 4 of 5 Virginia Department of Transportation Traffic Engineering Division 2019 Annual Average Daily Traffic Volume Estimates By Section of Route Albemarle Maintn[¢ndnte Ared Percent Percent Single Single Percent Percent Vehicle Percent Unit Unit Combinati Combined ❑assifirat Route Route Route Unk MDT and4Tire Percent Tmcks2 Trucks3+ on Trucks on Trucks ion Unk ID Prefix Number Suffix Route Label Route Alias Physical Jurisdiction Maintenance Jurisdiction Length Start Label End Label MDT Quality Vehicles Busses Axle Axle STrailer 2+Trailer Quality 402118 02 W743 02-743 Hydraulic Rd 002 Albemarle County 002 Albemarle County 0.39 US 19 Seminole Trail 02-1430 Solomon Rd 180W G 98% 1% 1% 0% 0% D% F 402119 02 W743 02-743 Hydraulic Rd 002 Albemarle County 002 Albemarle County 0.38 02-1430 Solomon Rd 02-656 Georgetown Rd 15000 G 98% 1% 1% 0% U% D% F Q21M 02 W743 02-743 Hydraulic Rd 002 Albemarle County 002 Albemarle County 0.W 02-656 Georgetown Rd 02-14W Georgetown Green 23000 G 98% 1% 1% 0% 0% Il% F Q2121 02 W743 02-743 Hydraulic Rd 002 Albemarle County 002 Albemarle County 0.22 02-1450 Georgetown Green 02-69 Lamb. Rd 22000 G 98% 1% 1% 0% U% D% F 402122 02 W743 02-743 Hydraulic Rd 002 Albemarle County 002 Albemarle County 0.66 02-652 Lambs Rd W-631 Rio Rd 210M G 98% 1% 1% 0% 0% 0% C KFactor Direction AAWDT K Factor Quality Factor AAWDT Quality Data Date 0.0890 F 0.53T2 1900D G 2019 0.0885 F 0.546E 160W G 2019 0.0939 F 0.5005 24000 G M19 0.0944 F 0.5010 230W G 2019 0.0999 F 0.7846 220W G 2019 Peggy Malone and Associates WEEKLY SUMMARY FOR LANE 1 Page: 1 Starting: 11/17/2020 Station q: Site 1 File: D1117001.prn Site ID: 000000023808 Info: 20-275 KL MAX Loc: Hydraulic Rd NB btw Olde Oak/Arbor Crest GPS: 38.07258,-78.49931 Direction: NORTH TIME MON THE WED THU FRI SAT SUN WK TOT WK AVG 17 18 Lane 1 am Pm ------------------------------------------------------------------------------------------------------------ am Pm am Pm am pm am pm am pm am pm am pm am pm 00:15 11 159 8 148 19 307 10 154 00:30 5 126 5 178 10 304 5 152 00:45 10 173 5 151 15 324 8 162 01:00 1 156 5 137 6 293 3 146 01:15 3 162 1 139 4 301 2 150 01:30 3 171 2 157 5 328 2 164 01:45 5 171 1 165 6 336 3 168 02:00 4 163 5 173 9 336 4 168 02:15 4 157 3 192 7 349 4 174 02:30 6 146 5 170 11 316 6 158 02:45 2 173 1 172 3 345 2 172 03:00 1 174 0 202 1 376 0 188 03:15 0 179 3 183 3 362 2 181 03:30 1 160 4 190 5 350 2 175 03:45 5 178 2 186 7 364 4 182 04:00 4 188 4 188 8 376 4 188 04:15 2 214 0 207 2 421 1 210 04:30 5 215 5 248 10 463 5 232 04:45 8 225 9 224 17 449 8 224 05:00 10 216 6 224 16 440 8 220 05:15 7 210 9 194 16 404 8 202 05:30 11 215 6 208 17 423 8 212 05:45 23 186 28 177 51 363 26 182 06:00 44 162 38 153 82 315 41 158 06:15 20 137 24 126 44 263 22 132 06:30 51 115 47 149 98 264 49 132 06:45 74 100 87 103 161 203 80 102 07:00 91 100 88 120 179 220 90 110 07:15 96 72 87 87 183 159 92 80 07:30 112 71 119 70 231 141 116 70 07:45 162 72 165 60 327 132 164 66 08:00 172 50 167 70 339 120 170 60 08:15 172 53 160 54 332 107 166 54 08:30 159 40 148 52 307 92 154 46 08:45 164 43 149 34 313 77 156 38 09:00 148 42 144 40 292 82 146 41 09:15 133 39 129 43 262 82 131 41 09:30 137 34 128 38 265 72 132 36 09:45 115 30 136 34 251 64 126 32 10:00 126 28 127 26 253 54 126 27 10:15 118 27 121 33 239 60 120 30 10:30 121 20 142 22 263 42 132 21 10:45 123 22 ill 11 234 33 117 16 11:00 137 16 117 16 254 32 127 16 11:15 125 17 129 15 254 32 127 16 11:30 135 12 138 13 273 25 136 12 11:45 129 7 135 13 264 20 132 10 12:00 134 9 155 5 289 14 144 7 ------------------------------------------------------------------------------------------------------------ TOTALS 8564 8708 17272 8638 AM Times 08:00 07:45 07:45 07:45 AM Peaks 667 640 1305 651 AM PHF 0.97 0.96 0.96 0.96 PM Times 16:15 16:15 16:15 16:15 PM Peaks 870 903 1773 885 PM PHF 0.97 0.91 0.96 0.96 Data Collection Group Laura smith DataCottectionCroup@JrotmaiL com Groups Printed- Cars - Trucks File Name : Hydraulic & Lambs Site Code : 00022222 Start Date : 9/3/2009 Page No 1 Hyrdraullc Whitewood Hyrdraulic Lambs From North From East From South From West Start Time Left Thru I Right I Pads App. Total Left Thru I Right Peds App. Total Left Thru Right I Peds App. Total Left Thru I Right Peds App. Total Int. Total 07:00 AM 15 122 3 0 140 5 5 2 0 12 15 70 10 0 95 6 0 10 0 16 263 07:15 AM 20 154 8 0 182 15 3 11 0 29 17 112 8 0 137 7 3 9 0 19 367 07:30 AM 19 269 22 0 310 20 6 8 0 34 50 95 11 0 156 17 1 17 0 35 535 07:45 AM 27 296 27 0 350 16 5 11 0 32 50 146 19 0 215 23 9 50 0 82 679 Total 81 841 60 0 982 56 19 32 0 107 132 423 48 0 603 53 13 86 0 152 1844 08:00 AM 26 275 23 0 324 22 4 9 0 35 24 117 36 0 177 11 8 31 0 50 586 08:15 AM 32 240 19 0 291 24 3 13 0 40 23 122 39 0 184 13 6 25 0 44 559 08:30 AM 16 226 33 0 275 75 14 13 0 102 31 111 41 0 183 32 8 25 0 65 625 08:45 AM 28 268 38 0 334 64 10 17 0 91 34 146 36 0 216 51 11 56 0 118 759 Total 102 1009 113 0 1224 185 31 52 0 268 112 496 152 0 760 107 33 137 0 2771 2529 """ BREAK "* 03:00 PM 17 138 17 0 172 27 3 22 0 52 11 171 30 0 212 18 2 16 0 36 472 03:15 PM 16 162 11 0 189 26 1 21 0 48 14 121 21 0 156 13 4 20 0 37 430 03:30 PM 12 154 24 0 190 32 3 17 0 52 9 129 31 0 169 13 3 23 0 39 450 03:45 PM 15 162 16 0 193 27 4 27 0 58 17 198 32 0 247 54 11 29 0 94 592 Total 60 616 68 0 744 112 11 87 0 210 51 619 114 0 784 98 20 88 0 2061 1944 04:00 PM 11 155 6 0 172 27 3 33 0 63 16 191 22 0 229 85 16 60 1 1112 11211 04:15 PM 31 186 13 0 230 31 2 25 0 58 12 201 22 0 235 32 13 33 0 78 601 04:30 PM 18 187 12 0 217 27 4 44 0 75 15 204 24 0 243 30 5 44 0 79 614 04:45 PM 20 214 8 0 242 40 4 30 0 74 10 253 28 0 291 19 6 22 0 47 654 Total 80 742 39 0 861 125 13 132 0 270 53 849 96 0 998 166 40 159 1 3661 2495 05:00 PM 19 215 11 0 245 60 5 43 0 108 14 266 36 0 316 24 8 15 0 47 716 05:15 PM 13 246 21 0 280 33 6 39 0 78 19 286 25 0 330 18 4 23 0 45 733 05:30 PM 21 152 25 0 198 36 3 22 0 61 31 253 21 0 305 20 3 28 0 51 615 05:45 PM 9 226 22 0 257 31 7 37 0 75 13 227 16 0 256 33 4 25 0 62 650 Total 62 839 79 0 980 160 21 141 0 322 77 1032 98 0 1207 95 19 91 0 2051 2714 Grand Total 385 4047 359 0 4791 638 95 444 0 1177 425 3419 508 0 4352 519 125 561 1 1206 11526 Apprch % 8 84.5 7.5 0 54.2 8.1 37.7 0 9.8 78.6 11.7 0 43 10.4 46.5 0.1 Total % 3.3 35.1 3.1 0 41.6 5.5 0.8 3.9 0 10.2 3.7 29.7 4.4 0 37.8 4.5 1.1 4.9 0 10.5 Cars 377 3964 281 0 4622 631 77 430 0 1138 381 3348 500 0 4229 461 115 521 1 1098 11087 % Cars 97.9 97.9 78.3 0 96.5 98.9 81.1 96.8 0 96.7 89.6 97.9 98.4 0 97.2 88.8 92 92.9 100 91 96.2 Trucks 8 83 78 0 169 7 18 14 0 39 44 71 8 0 123 58 10 40 0 108 439 % Trucks 2.1 2.1 21.7 0 3.5 1.1 18.9 3.2 0 3.3 10.4 2.1 1.6 0 2.8 11.2 8 7.1 0 9 3.8 Data Collection Group Laura smith DataCa11ectionCroup(aJrotmaiL com File Name : Hydraulic & Lambs Site Code : 00022222 Start Date : 9/3/2009 Page No : 2 Hyrdraullc From North Whitewood I From East Hyrdraulic From South Lambs From West Start Time Left I Thru Right Peds App. Total Left I Thru Right Peds App. Total Left Thm Right Peds App. Total Left Thru I Right Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 08:00 AM Int. Total 08:00 AM 26 275 23 0 324 22 4 9 0 35 24 117 36 0 177 11 8 31 0 50 586 08:15 AM 32 240 19 0 291 24 3 13 0 40 23 122 39 0 184 13 6 25 0 44 559 08:30 AM 16 226 33 0 275 75 14 13 0 102 31 111 41 0 183 32 8 25 0 65 625 08:45 AM 28 268 38 0 334 64 10 17 0 91 34 146 36 0 216 51 11 56 0 118 759 Total Volume 102 1009 113 0 1224 185 31 52 0 268 112 496 152 0 760 107 33 137 0 277 2529 % Apo. Total 8.3 82.4 9.2 0 69 11.6 19.4 0 14.7 65.3 20 0 38.6 11.9 49.5 0 PHF .797 .917 .743 .000 .916 .617 .554 .765 .000 .657 .824 .849 .927 .000 .880 .525 .750 .612 .000 .587 .833 Data Collection Group Laura smith DataCottectionCroup@hohnaiL com Hyrdraulic Out In Total ® 1224 1 1879 113 10091 1021 0 Right Thru Left Peds Peak Hour Data J } 3N O mS n � n North � 5 a c E — � n ,_, Peak Hour Begins at 08:00 AM — rdi 5 J VF,1 M t a_� c Oars Trucks E Au S 0 N o � *i T F-► L Th Ri Peds 112 4 1 2 1 1 7 2 1 Out In Total File Name Site Code Start Date Page No Hydraulic & Lambs 00022222 9/3/2009 Data Collection Group Laura smith DataCottectionCroup@JlotmaiL com File Name : Hydraulic & Lambs Site Code : 00022222 Start Date : 9/3/2009 Page No :4 Hyrdraulic From North Whitewood I From East Hyrdraulic I From South Lambs From West Start Time I Left I Thru I Right I Peds App. Total I Left I Thru I Right Peds App. Total I Left I Thru Right I Peds App. Total Left Thru I Right Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 04:45 PM Int. Total 04:45 PM 20 214 8 0 242 40 4 30 0 74 10 253 28 0 291 19 6 22 0 47 654 05:00 PM 19 215 11 0 245 60 5 43 0 108 14 266 36 0 316 24 8 15 0 47 716 05:15 PM 13 246 21 0 280 33 6 39 0 78 19 286 25 0 330 18 4 23 0 45 733 05:30 PM 21 152 25 0 198 36 3 22 0 61 31 253 21 0 305 20 3 28 0 51 615 Total Volume 73 827 65 0 965 169 18 134 0 321 74 1058 110 0 1242 81 21 88 0 190 2718 % App. Total 7.6 85.7 6.7 0 52.6 5.6 41.7 0 6 852 8.9 0 42.6 11.1 46.3 0 PHF .869 .840 .650 .000 .862 .704 .750 .779 .000 .743 .597 .925 .764 .000 .941 .844 .656 .786 .000 .931 .927 Data Collection Group Laura smith DataCottectionCroup@hohnaiL com Hyrdraulic Out In Total 1273 965 1 2238 65 8271 731 0 Right Thru Left Peds Peak Hour Data o mds tmp, 3$ o �S North 5 E c° cce Peak Hour Begins at 04:45 PM N S J .. m t ca Cars Trucks O` $ Nm o � 4, T F-► L Th Ri Peds 74 1 11 1® 12 2 OW In In Total File Name Site Code Start Date Page No Hydraulic & Lambs 00022222 9/3/2009 5. Other factors — The selection of a treatment for right turn movements may be influenced by sight distance, availability of right-of-way, grade, and angle of turn. Although these factors are not incorporated in the guidelines, they should be given consideration. The guidelines should be used unless the Engineer at the District or Residency determines that special treatment is necessary due to other factors. 6. Data collection procedures — In order to employ these guidelines, peak hour volume data must be provided. Right / Left Turn Lanes may be required beyond these guidelines at the discretion of the District *Engineer/Administrator's designee. Conditions for providing an exclusive right turn lane when the right turn traffic volume projections don't exceed the guidelines: • Facilities having a high volume of buses, trucks or trailers. • Poor internal site design of an entrance facility causing potential backups in the through lanes. • Heavier than normal peak flows on the main roadway. • High operating speeds (such as 55 mph or above) and in rural locations where turns are not expected by through drivers. • Highways with curves or hills where sight distance is impacted. • Higher functionally classified highways shall be considered so that the impact of turning movements on highways intended to serve through traffic is minimized. * Rev. 7/15 F-90 120 ¢ 100 O x Ir LLl a 80 U) w J U_ x W � 60 z M x C7 40 Fr x a 20 PHV APPROACH TOTAL, VEHICLES PER HOUR Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns For posted speeds at or under 45 mph, PHV right turns > 40, and PHV total < 300. Adjusted right turns = PHV Right Turns - 20 If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria.` FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY) Rev. 1/15 F-91 O x ¢ W a. co W J U_ W > z Z ¢ H F 2 O a 120 100 80 dij 40 20 PHV APPROACH TOTAL, VEHICLES PER HOUR i10U] Appropriate Radius required at all Intersections and Entrances (Commercial or Private). LEGEND PHV- - Peak Hour Volume (also Design Hourly Volume equivalent) Adjustment for Right Turns If PHV is not known use formula: PHV = ADT x K x D K = the percent of AADT occurring in the peak hour D = the percent of traffic in the peak direction of flow Note: An average of 11 % for K x D will suffice. When right turn facilities are warranted, see Figure 3-1 for design criteria.` Rev. 1/15