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Appendix 10 Traffic: Corrected Figures & Updated Analysis
�0 brp Charles Cudd P 95 1 V _. From: Steve Schneider <sspe@schneiderengineering.com> Sent: Tuesday, June 26, 2018 2:03 PM To: CharlesCuddy@Optonline.Net9 V " 4 Subject: Southold Gas Station Traffic Update ° - Attachments: 15-055T Southold Gas Station Traffic Update 6-26-18.pdf 2 Charles: U R;o'ii¢Irici Bm° Attached please find the response to the Town's additional comments. I addressed their original questions, but I also updated all of the capacity analyses to the newest HCM 2016. This new version was not available at the time we produced the original report. I thought it would be best to bring everything up to date. If you have any questions, please call. 1�.elv �, 1-�ICF PLEASE NOTE NEW SUITE: 1134 Schneider Engineellng"Tuc 1 Comac Loop Suite 1134 Ronkonkoma, N.Y. 11779 Phone:631.698.6200 Cell: 631.987.8449 Fax: 631.698.6299 Email: chneider'le ,,,,.,w • @ Civil E i eenng:Traffic•Municipal•Accident Investigpdons _ Steven Schneider,P.E. Ffmc`pal June 26, 2018 Mr. Charles R. Cuddy, Esq. Attorney At Law 445 Griffing Avenue Riverhead, New York 11901 Re: Additional EIS Comment Response for Traffic Impact Study Southold Gas Station and Convenience Store Southold, New York Dear Mr. Cuddy: In response to our recent discussion of additional Town questions concerning the original Traffic Impact Study, I offer you the following: 1. Comment: What was "Appendix A" noted on page six of the February 9, 2018 response letter? a. Response: "Appendix A"was included in the original October 2, 2017 Town of Southold Planning Board Letter to Charles Cuddy, Esq. It was actually an attachment to this letter including the written comments from the public. That is why it was separated in our response. 2. Comment: Which ITE Trip Generation Manual Edition was used for the 2015 Traffic Impact Study? a. Response:We used the ITE Trip Generation Manual 9th Edition. The 101h Edition did not become available until September 2017, after the study was completed. 3. Comment: Please explain the volume counts you had taken which seem to be different from that which was used in the analysis,from the February 9, 2018 response letter, Schneider Engineering, PLLC to Charles Cuddy. I believe this was to respond to the following comment: Page 2 of the Publics Comments; August 7,2017 Efin Corwin 1. Traffic count data maybe unreliable for analysis a. The turning movement counts were taken during the mid-day and PM peak hours on a weekday and during the mid-day peak period on a Saturday. 1 Comac Loop • Suite 04 • Ronkonkoma,NY 11779 • 631698-6200 • Fax 631698-6299 www.schneiderengineering.com New York • New Jersey • Florida 2. In comparing the traffic count volumes reflected in the TIS with the turning moving counts in Appendix A, there seems to be significant discrepancies:Sat Peak and Mid Day Peak. 3. Sat Peak:the Sat peak data reflected in the Fig 4(p. 6)corresponds with the mid-day peak data in appendix A. The sat peak data in appendix a does not seem to correspond to any data in figures 2-4. Please explain 4. Mid-day peak: the mid-day peak data used in fig 2 (p. 4)does not seem to correspond to any of the data presented in Appendix A. Please explain Response: As noted in the review of the traffic report prepared by our firm for the proposed gas station/convenience store at the intersection of Middle Road (CR 48) and Youngs Avenue in Southold New York,a figure was labeled incorrectly when compiling the traffic volumes shown in our study.The traffic volumes previously shown on Figure 4(Existing Saturday Peak Hour) were actually the Mid-Day Peak Hour traffic volumes (Figure 2).The PM Peak Hour traffic volumes reflected the traffic volumes provided in our report for this time period. Figures 2 and 4(see attached) reflect the corrected Peak Hour traffic volumes, based upon the traffic counts. The revised Figures(dated 06/23/2018) should replace the Figures in the report. Using the corrected traffic volumes, revised capacity analyses were conducted for the signalized intersection of Middle Road (CR 48) and Youngs Avenue, during the two peak hours requiring new analyses.The analyses looked at existing traffic conditions (2015) and future traffic conditions (2017)with and without the proposed convenience store.The capacity analyses were re-conducted using the latest Highway Capacity Software, HCM 2016. The results of the analyses are shown on Tables 10 and 12, which are attached to our response. The analyses indicate that the intersection will function at a LOS B during the Mid-Day peak hour and at a LOS B or better during the Saturday peak hour. It should be noted based upon the new analyses, northbound Youngs Avenue's left turn movement now operates at a LOS E instead the previously computed LOS D during the Mid-Day Peak Hour. We also decided to update the proposed development site drives to reflect the revised traffic volumes.The results, based upon the latest Highway Capacity Software HCM 2016, indicate that the site drive onto Middle Road (CR 48)will operate at a LOS C during the two peak hours reanalyzed. The site drive onto Youngs Avenue will operate at a LOS C, during the two peak hours reanalyzed. Just to bring all the analyses up to date,we decided to also update the PM peak(even though it was correct), also using the updated HCS software.The analyses show no major changes from the previous analyses. Based upon the new capacity analyses,the delay associated with 2 northbound Youngs Avenue's left turn movement increases slightly.This results in the movement's level of service to decrease from a previously computed LOS D to a LOS E.This downgrade is a result of the time allocated to Youngs Avenue which occurs during all 3 traffic conditions.The SCDPW may consider any possible timing adjustments, realizing that CR 48 is the major road and Youngs Avenue the minor,from a traffic volume, standpoint. The proposed development site drives during the PM peak hour were also reanalyzed.The results, based upon the latest Highway Capacity Software indicate that the site drive onto Middle Road (CR 48)will operate at a LOS C.The site drive onto Youngs Avenue will operate at a LOS C. Based upon the capacity analyses of the revised traffic volumes, during the three peak traffic conditions,the capacity analyses show that the traffic generated by the proposed development has a negligible If there are any additional questions, please call. Sinc a yours, en S neider, P. E. 3 TRAFFIC VOLUME SUMMARY Southold Convenience Mart With Gas Pumps 0622/2018 Mid-Day PEAK Youngs Avenue and County Road 48 2015 GROWTH . Convenience 2017 w/ "VOL FACTOR* 2017 w10 &Gas Mart TOTAL Youngs Avenue EB LT 7 1.06 7 0 7 TH 294 1.06 310 10 320 RT 72 1.06 76 s76 WB LT 35 1.06 37 2 39 TH 278 1.06 294 12 306• RT 9 1.06 10 10 Count Road 48 NB LT 49 1:06 52 0 52• TH 14 1.06 15 0 15 RT 34 1.06 36 1 37 SB LT 3 1.06 3 3 TH 6 1.06 6 1 7 RT 2 1.06 2 0 2. *_ (1.0275^2) 6/23/2018 TRAFFIC VOLUME SUMMARY Southold Convenience Mart With Gas Pumps Sat PEA Youngs Avenue and County Road 46 2015 GROWTH Convenience 2017 w/ VOL FACTOR" 2017 w/o &Gas Mart TOTAL "Youngs Avenue EB LTi 7 1.06 7 1 8 TH 497 1.06 525 18 543 RT 66 1.06 70 70 WB LT 37 1.06 39 2 41 TH 406 1.06 429 16 445 RT 8 1.06 8 8 County Road 48 NB LT 59 1.06 62 7 69 TH 15 1.06 16 2 18 RT 42 1.06 44 2 46 SB LT 4 1.06 4 4 TH 12 1.06 13 3 16 RT 4 1.06 4 1 5 (1.0275^2) Fi ure 2 Existing Mid-Day Peak Hour Turning Movement Counts 27 GSI D M CR 48 F- 35 7 _J 294 - 72 94 -72 Subject Property. j Q n : Signalized Intersection >01 i rev.: 06/23/2018 4 figure Existing Saturday Peak Hour Turning Movement Counts d- CN �r 66 47 CR 48F- 7J L 37 - 406 —� 8 LO CNI� Subject Property j Q : Signalized Intersection rev.. 06/23/2018 det ," 6 O 10 ql a.r w Lq ca Ll C fop n N l0 S7 O N !,' N O N N U1 IA C r Q Y C 7 u a J3 , a 0N N H in o ` Lq1p l0 1� h" Q U O p uNj O p N 0 h- G 17 p Ln o '^ c in c as cq Ln v i 7 Q 0 ul 00 C-4 EL G IA O i O .7 N a fff In f0 C V! W ' IA M W u1 -e LY N a-I O W > M N L rn E t 0 Q 0 Sag= O = 7 N tLn O 41 Cl 3 NqE N QN aN 6 y N YJJ m !0 0 CL * L ho C U LL N p Q C -R u R u � N OJ Vf C 2 Q N ti Q N N Q N N J W � € O O O N c o d m CL l� 14 T iQ N iQ fV Q N Mo 3 yO 'OOp C 5 pI rv r w. . r N _'..... r r 13 C $ v u m m d W Q N ry Q N N Q N N `y w O O O m CIO cc E m Q8 40 N Q N O Q N G3 `-i C rlwn 0. 6 J a c C C 0 �. ;o cv m o c N O n n W l0 l C m m Ln p p m a Ln m m O C 5✓Y 2 0 O O N Ln N p Ln �.•� p O rl F m � m 0Ln00 cn O p N G p ti 0 Or4 p N G In C m p i u m N O lb a p N p p CL Lnm d 7 ¢ C d � a' 9 e , In a �o mV-1 en E H p m d�q 14p m p `n o 7 m m C YI f` O ' pj Q Nd +'C+ N N Y ai m N m SU 41 3 C � �' N N CL m f' 3 •L �.,, R ca. m 00 d � O CC)ca n � ¢, w N p w H d C JKcc N > .m Z 3 2 a ¢ W ,oi i `m N v7 C t t N N n rm —r tU Q f c o p m in to 10, to V m o ¢ m o ¢ 4 o41 c c c u gum m a a'S f0 a 1! m U p N m a M V1 O m m � i u m 1L a Lna w t` rry m ¢ Ki m m w D O b LnM N Q1 O O N m a ¢ eV Q Ri O a (mY) O u O a� Jci > N "^ 6 T Q' �d fd Pp 10 i c a_ F V �p x-f r-0 yy HCS7 Signalized Intersection Results St�rnrinM General Information Intersection Information A envy Schneider Engineering, PLLO Duration, h 0:25 Analyst Amold Garonzik Analysis Date 6/.22/2018 Area Type Other Jurisdiction Southold,NY Time Period Saturday PHF 0.92 Urban Street iMiddle Road(CR 48), Analysis Year 2015 Analysis Period 1>1:00 Intersection Middle Road(CR 48)an... File Name Mld-day_2015existing,xus Project Description Mid-Day(2015 existing) � . a " rtti9i6tti� tM �B. B Approach Movement R L T L , ,144 Cycle,s 117.0 Reference Phase 2 4 " " 0 0 ?.A.°Y" Grllowy een 98,5 6.5 0,0 0.0 0,0 Hated No Slmut Grp FJW On Ye3.5 4.5 0.0 0.0 OwP3 0,0 Uncoordinated f ' p t1r e CtS to t, "irlbift w.' l i S'p 4rt, Red 12.o 2.0 0,0 0.0 0.0 0.0 " 7. OT w WINBL`" l) i lT Assigned Phase 2 6 8 4 Phase Duration, s 104.0 104.0 13.0 13.0 "77577 Max Allow Headway(MAN),s 0.0 0.0 2'.9 2.9 W e�I a57 ' 56,61" Of Green Extension Time(g.'),s 0.0 0.0 0.1 0,1 Max Out Probability 0.00 0,00 trlttrt fu'r,l �g a !� Iii , a " Approach Movement L T R L T R L T R L T R As �g r 1 „ .„q • Adjusted Flow Rate(v),vehfh 8 320 38 302 53 " 15 3 7 -77 1017 .1 00 1'42° 1900 Queue iueueps,.�wS,e�yrYw�gc wTlgvpa�e;( «.�)y,s pl 0,2.. 3.' 0.�8g 15 4,'3�� ,0,99 ,0�.r3q 0+y..A ' , Y Green Ratio(9 ) 0.84 0.84 0.84 0.84 0.06 0.06 0.06 0.06 "1 �77 '1, °') 9 `°"i9 "volume-to-Capacity Ratio('X 0.008 0.200 0.041 0.189" 0.392 0.145 0.025 0.062 do1: Itleale .`` A`11111$ , "t "�hle i8, ( 7W7 7T 77 7�T Back of Queue(Q),veh/In(50 th percentile-) 0,0 0.6 01 0,6 1,5 0.4 0.1 0.2 ( 0'th pehenle �k20 0.40 Uniform Delay(t•/f), s/veh 21 1.7 2.2 1.7 54.6 52.6 53.2 52.4 nciai'i- ' '0', Al 4" Initial Queue Delay(d s), s/veh 0.0 0.0 0.0 0°0 0.0 0.0 0.0 0.0 n(rbl l.tiay )n spa` 2°1 2.0 2,3- 2.4 , ,3 .9' X3:2 52;5 Level of Service(LOS) A A A A E D ." p8 �d yP"sJwe COS° 2.' "A;, 2 " .8 7 .? ' Intersection relay, s/veh/LOS T5 A �itfv at"P, 9tt ;�B NB 03 Pedestrian LOS Score/LOS 1.81 B 1.81 B 1.96 B 1.96 B Copyright C 2018 University of Florida,Ail Rights Reserved. HCS1m Streets Version 7.6 Generated:6/2412018 4:25:41 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering„ PLLC Duration, In 0,25 JiZik Date 18HType 9r Jurisdiction Southold,NYTimePer Period Saturday PF 2 Urban Street Middle Road(CR 48) Analysis Year 2015 Analysis Period 1>1:00 Intersection Middle Road(CR 48)an... File Name Mid-day 201.7wo.xus Project Description Mid-Day{2017 w/o devel} IN ., M Approach Movement L T R L T R L T R L ., Daltry (v"),"Y SwgftO�� (d :a A �, Cycle,s 117.0 Reference Phase 2 ✓` `�" ` t""°' xI y . { .,, e mr"A` jafraiia P1)�t1'f gine g �u Green 010 0.0 0.0 0.0 VC Un Un oil deed 't° i�BNo �', p 0r1 op, `., Reid w 0.0 0.0 0..0 0.0 0.0 O�p'10 ipfoq � N,r ' ,f o4,1111,51101-joo,g4a � � A, itr .N buh,mmvaw�MbhwM11M �'✓.PAS w"wSi ' L.i iS•` :+R A 1S,^M, ;^^' {M "M`3 Assigned Phase 2 -0_.-. 8 4 aa' bar. ,� 0 6,0✓ , Phase Duration„s 104.0 104.0 1 13.0 13.0 id ,dd' Y s 5,5. Max Allow Headway MAH ,s 0.0 0 ,0 2,9 2.9 irr d Ole t iradd,i ;' dT Green Extension Time(g a „s 0.0 0,0 0"1 01` I t1 Via(( "rp$jall ,r 0.9 0.' 3 .:.. Max Out Probability0.00 0.00 �7 0 n Approach Movement L T R L. T R L R . L. T A6nt ,, 77 77 Adjusted Flow Rate(v),veh/h 8 337 40 320 57' 16 7 a,d� de),� ul` )irart' Ir (' fln 107 10 (it 81 "43 ' 1410 1 (}0, Queue Service Time(g a),s 0.2 4,0 0.9 ' 3,7 4.6 1.0 1 0.3 0.4 Green Ratio(g!Q) 0.84 0.84 0.84 0.84 0.06 0.06 0.06 0.06 -.100. 77777 - Volume-to-Capacity Ratio(, ') 0.008 0.211 0.044 0,200 0.413 0.154 0,025 0.062 0,4 1}, 22 Back of Queue(Q),veh/ln(50 th percentile) 0.0 a7 . Oat 0.7 1.6 0,4 01 0.2 Weu lcala9a Od"( t;)( j ' ar rr(ile}� x 0.09;, . . O:w� 4 0.` Uniform Delay(d r ),s/veh 2.1 11.8 2.3 1,8 543 52.6 53.2 52.3 Initial Queue Delay(of s)„s/veh 0.0 0.,0 0.0 0,0 0,0 0.0 0.0 0.0 Cpkrt :` g1y d), rT 2.2. �;'1,",; 2, i X5.4 X2,9. "a . " Level of Service(LOS) A A A A 'E D D D Ap(ikl it8ys + 1; ":"i AF. 5 ,7 Intersection Delay,S/veh/LOS 7,6 A 11! 11 Well gi buil irtcllf Rut ° ' FP,�''' Pedestrian LOS Score/LOS 1.81 D 1,81 B 1.96 e3 1.96 1B " io�i ,{O Sir 'O 1 Ar(]4 A x,51 0: 0 A Copyright Q2018 University of Florida,All Rights Reserved. HCST^"Streets Version 7.5 Generated:6124/2018 4:19:44 PM" HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering, PLLC Duration,h 0.25 Analyst Arnold Garonzik Analysis Date 6/22/2018 Area Type Other A, JH PHF Jurisdiction day Street Middle Road(CR 48) Analysis Year 2015 Analysis Period 0> Urbans 1:00 Intersection Middle Road(CR 48)an... File Name Mid-day 2017w.xus Prof ect Description Mid-Day 12017 w/devel} Approach Movement L T R L T R L T R L T R mp ,. a Mail Cycle, s 117.0 Reference Phase 2 4 W., Green '98. inated No Slmult Gap ENV On Yellow 3 54 4.5 0.0 0.0 0,0 0.0 Uncoord . m, 2.0 10.0 10.0 0 0 0 0 Assigned Phase 2 6 8 4 04 Phase Duration, Is 103.9 103.9 131 13A 77�&7 77777 Max Allow Headway(MAH),s 0,1.0 0,0 2.9 2.9 (ae f � 1 Green Extension Time(ge),s 0.0 0,0 0.1 0.1 e ' 1tN� Max Out ProbabiNity 0.00 0.00 N!�If , li1k 1tt w; I n Approach Movement L T R L T R L T R L T R It 3 Adj$$upppppsww.�.tapp�yy•d Flow Rate!,( vµ) vregh/h 8�y 34r8 (� y�4/2yrq3�33 57'¢x{ k�IP W.Wrm Mhx ar7y[?M^Stek )Y 8e. k�_"'F.'n V/r lnwX, r,. t�l vM**w P" "iU °+Q'4A LP '�N 4.1� 16 3 8 7T 777 74'5 6 X1y7k'y�pA^.� Queue Service Time(9 s), Is 0.2 4.2 1.0 3,9 4.6 1 1.0 03 0.4 }/cNd ,!ep.�irttrt3irl )�. Sg" ;&5a , ,. „f •.w Green Ratio O 0.84 0,84 1 0.84 0.84 0.06 0.06 0.06 0.06 aac "yN�1ti X21 15 as � ' _Tw LEE_,".w Volume-to••Capacity Ratio(X) 0.008 0.218 0,047 0,208 0.413 0.152 0.025 0.071 R,ok a Qtlett " ! rata' cin Nie Back of Queue(Q),veh/In(50 th percentile) 0.0 ' 0.7 0.1 0,7 1,6 0.4 0.1 0.2 40egie sr80(": Q t ..tM pf�rtNNe)..."w M1 fh ,: 0;t1f7777 Uniform belay(d r);sfveh 2.2 1.8 2,3 1.8 54.7 52.5 53.1 52.3 initial Queue Delay(da) s/veh 0,0 0.0 0.0 0.0 0"0 0,0 0,0 0.0 777 '.2. - :�N N3 , 2,tt 1 2-G Level of Service(LOS) A A A A E D D D Intersection Delay, s/veh/LOS 7,5 A Pedestrian LOS Score/LOS 1.81 13 1...81 B 1.96.. .. E' 1.9'6' E File Sr 0 ) Copyright @ 2018 University of Florida,All Rights Reserved. HCSTm Streets Verslon 7,5 Generated,6/23/2018 10,.01.,25 PM" HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering, PLLC Duration, h 0.25 Analyst Arnold Garonzik Analysis Date 6/222018 Area Type Other ' Jurisdiction Time Period Saturday PHF 0.92 Urban Street Middle Road(CR 48) Analysis Year 2015 Analysis Period 1>1:00 Intersection Middle Road(CR 48)an.... File Name sat e.xus Protect Description at Peak{2015 ex} Approach Movement L T R L T R L T R L T R i1 '�twfra n ,A "0 Cycle,s 117 0 Reference Phase 2 r' !fit,° ft4b �C) 59� ' Green 97:2 7.8.1 ' 0.0 0.0 0.0 0.0 Uncoordinatedl No Simuft Gap FJW On Yellow 3.5 4.50.0 0.0 0.0 0A 0.0 Assigned Phase 2 6 8 4 77,77777-77 la5tr' Ulba ir6.0 Phase Duration,s 102.7 102.7 14.3 14.3 lO�� f Lft Eli Max Allow Headway(MAH), 0.0 0.0 2.9 2.9 091� (erdrdd ;.) 77 Green Extension Time g a), s 0.0 0.0 �0.1 .1 � y0 hLi4 - G7U KP ^tt'�NI ild w .,�4 D k wad .P rr' `� WrQSI, 4vin -. A. Max Out Probability 0.00 0.00 . .rs16(is ER. Approach Movement L T R L T R L T R L T R Adjusted Flow Rate(v),veh/h 8 540 40 441 64 16 4 13 Ad)bstd alxrton b*la Rrt ,�"v '' /In, t,„, 19f)l ; 879 190` ) °" 0q0' 119 Queue Service Time(g.,),s 0.2 7.9 1.3 6.0 5.2 0,9 0.3 0.8 Ddl : eyp � ;1lI ,C ) :1 Green Ratio(glC) 0.83 0.83 0.83 j 0.8� 0.07 0.07 0.07 0.07 o •)�:; d' h 701 `, " . ", i ." .IW'9 1`1 44 Volume-to-Capacity Ratio(X) 0.009 0.342 0.055 0.280 0.437 0.129 0.030 0.103 Backyof Queue( yQ�),veh//In 50 thpercentile) 0.0 1.5 0,2 1.2 1.80ArA 04 V'00ry:# 00 y"T' p '7p ;, Uniform Delay(d r)„s/veh 2..8 2.3 3.4 2,2 54.2 51.4 52.1 51.3 161reortit )Dg ' m /Yt t3a0 0 8, 0„1 .1 . #, t1g2 (7.0 .), Initial Queue Dela d s , s/veh " " - " 0.0 0"0 Delay( ) 0.0 0 0 0,0 0.0 0,0 0.0 1 (4al'1111('f .) 1h . ., 9 3,6.: Level of Service(t_OS) A A A A D D D l tia` diadb 1 L X1:6 C . Intersection Delay, s/veh/LOS T.2 A MINE 11i Pedestrian LOS Score/ LOS 1.82 B 1.82 B 1.96 13 11.96 l3 Copyright @ 201 B University of Florida,All Rights Reserved. HCS""Streets Version 7.5 Generated:6/22/201B 11:47:30 PM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering, PLLC Duration,h 0,26 Analyst Arnold Garonzik Analysis Date 6/2212018 Area Type Other Jurisdiction Southold, NYTime Period SaturdayPHFy Urban Street Middle Road CR 48 Analysis Year 2015 Analysis Period 1>1:00 ( > y0.92 Intersection Middle Road(CR 48)an... File Name sat 2017wo.xus Project Description Sat Peak 12,017 w/o devel) v Approach Movement L T R L T R L T R L T R feh10 e." e " i•D. U " aer�wl r e(FN r� Cycle„s 117.0 Reference Phase 2 '" 1 t Po� l � , c� _ yyentwM¢ py v � ` mvfr aP+k � i w�"an AM"P�t Green 96,9 8.1 0.0 0,0 0"0 0.0 Gap n Yellow 3.5 4.50.0 0.0 0.0 Uncoordinated No Slmult Ga FJW O � app p JN p� Red 2.0 12.0 0.0 0.0 0"m0 0"0 113 , 1L Assigned Phase 2 6 8 4 _7777777 7': .(i w Phase Duration, s 102,4 102.4 14.6 14.6 �i "ttg Nila '( yf. ,) , boa 0 Max Allow Headway(MAH),),s 0.0 0.0 2:9 2.9 tta .( � + 1tFl .( �°`s; 3n Green Extension Time go),s 0.0 0.0 0.1 0.1 Max Out Probability 0.00 0.00 t o a` 0 i ti is w'.�at s N Approach Movement L "r R L T R L T R. L T R, L�Ldhp ' dveq�e11t.'" ," 6 " 3 8 Adjusted Flow Rate(v),veh/h 8 571 42 466 67 17 "4 14 "221 tOCi 048 t1t00 Qreue Service Time( s), s 0.2 8.7 1.5 6.6 5.5 1.0 0,3 0"8 pitrai' r �tpa..Tl '('' w . 0 i u s ii 1 ;8 G6n Ratio(g1Cp�) 0.83 0.83 0..8y�3 0.83 0"07 0 pa07 0rp.0�7y 0q�.07 A 4kAA '+ar/ a +ig' "",(P .,P91 R9r 4p :•: ,?!r, " M`teY'P'; .R Voidme-to Capacity Ratio(X) 0.010 0.363 0.060 0.297 0.448 0.131 0.029 0.107 p k p tapu " 0,)fi 11prc/ -71 T- 7 w 4 48 2 44,6k of Queue(Q)„vehlln(50 th percentile) 0.0 1.8 0.2 1.3 1.9 0.5 0.1 0A v00 0 0 0 0,3 0 00" X0'02 t Pulfoiirm Delay(d i ) sNeh 3.1 2.5 3.7 2.3 54.0 51.1 51.7 51.0 7 7, r 0,0 fk' Initial Queue Delay(d s),sNeh 0"0 0,0 0"0 0.0 0.0 0.0 0.0 0.0 0ttgtadl ^' vd 3,a1 ;,, N , 1.8 1 Level of Service(LOS) A A A A D D D b " Nb :Pr, ° e :. Intersection Delay,s/veh!LOS T4 A Mawrnn , a trit �` NS Pedestrian LOS Score/LOS 1.82 B 1.82 B 1.95 B 1.95 B 4,4 Copyright 02018 University of Florida,All Rights Reserved. HCS'"'Streets Version 7.5 Generated:612312018 10:46:33 AM HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering, PLLC Duration,h 0.25 Analyst Arnold Garonzik Analysis Date 6/2212018 Area Type Other Jurisdiction Southold, Analysis day 0.92 UrbanStreet Middle Road(CR 48) Y ar 2015 Analysis Period 1:00 ^� 044"T'In'r, Intersection Middle Road(CR 48)an... File Name sat2017w.xus Project Description sat Peak(,20117 w/deveG)1� ( tt 1mD" X13 Approach Movement L T R L T R L T R L T R Ald C�cl�e,�ss 117.0 Refere.nce Phase 2 . a' e( � Green 196.0 9,0 0:0 0,0 0.0 0.0 a Uncoordinated o I ENV On cdeed ' t t1iUl( Red Yellow 2,4f 2.0 0.0 0.0 0.1 0.0 Gap .. -,., ft.. 0.0 0,0 Assigned Phase 2 6 8 4 a5 q'NUllber Phase Duration,s 101.5 101.5 15.5 16.6 777 Max Allow Headway( MAH), s 0.0 " "0.0 2.9 2.9 uile. leard,C1re',( ;'; `' . Green Extension Time(g e),s 0.0 0,0 0.1 01 001 alfillit Max Out Probability 0.00 0.00 Approach Movement L T l7 L TR L T R L T sa� tld. lvwert Adjusted Flow Rate(v),veh/h 9 590 45 484 75 20 " 4 " 17" A4_, d."afar lch" I h+ " ( ' ') dl fh(�i 2 , 'N O `; #3 ll tJ °;` . 4 t t 1 t6 ,`1f100 Queue y�Service �Tiimeaann(98',),s 0.3 9.5 1.7 7.2 6,A +rtl 1.1 0.3 1q,0 6r !�R. ww gw > 9.M i,�Mil (' �q"s,::" ^ . ". 11�r�, '71 Green Ratio(cam) 0.82 0.82 0.82 0.82 0.08 0.08 0.08 0.08 '158' 682 )a58 1977 "volume-to-Capacity Ratio(X) 0.011 0.379 0.065 0.310_ 0.471 0.133 0,028 0.118 Dpdt� ire ls " Back of Queue(Q),veh4n(50 th percentile) 0.0 2.1 0.3 1..6 2.1 0.5 01 0. tc(pl� Soa (it (,i4 ° ' tl etrk(ile , t7,01' "(0 gip'„ 0r(i .0"I0 0 S6 a 00 '0 0. 0 Uniform Delay(d f),s/veh 3,4 2.8 4.2 2.5 53.6 50.3 51.0 50.2 0 :1 Initial Queue Delay(d 3), 0.0 0.0 0.0 0.0 0.0 0.0 0.0 iritrdt D " . )d lti. ,"r . ` :` ," , . :�' Level of Service(LOS) A A A A D D D Intersection Delay, s/veh/LOS 8,0 A d'Pedestrian LOS Score/LOS 1.82 B 1.82 B 1.95 B 1.95 B 411BL "/"Lis : 8 A 1 '. ta ," A 0 01opyr'rght @ 2018 University of Florida,All Rights Reserved. HCS-IM Streets Version 7.5 Generated:6/23/2018 9:35:51 PM �Y •..._ �b i.Y o ^ ,a C W d 7'.w" 7 d y V /,. i •-.�, i Nr .r➢ V d l� E Ir9�' pr rs .Wn'4 uvJi":,� .P m,i. h� u:,a^ U...v� mew&.,E"b�✓1fa �P Nf,�^`�.al, ,w,,., r ..E e Y,;, Analyst A.Garonzik Intersection Middle Road/Site Drive I / o SM1Wf" �9 ,K L(C (tdklSd0. )KAtt Sk�u(tib Cly' b Date Performed 6/24/2018 East/West Street Middle Road 14fu i f �t k$ CIq YDS 4 q ;;i r t v Time Analyzed Mid-Day Peak Peak Hour Factor 0.92 77 7 1f �6lrrCrrlaiirhoil � - rm+ l ;�cc)'��r + wady�is 2"° Project Description With Proposed Development u,a��� ,� ,' ,.ra ,n..�..�.�..v�,.,,,. � �, x.•r;V Lr 7.� ,i. tl ,I jFR Al �� Crtsju�sCe�r fax"w�rat 1 .k. w Approach Eastbound Westbound" Northbound " pp Southbound Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 N �1ah ! 77 777 C9 Coynfiguration TR LT LR Zl Percent Heavy Vehicles(%) 3 3 E 77, 77777T 7 Mt7� br Y i� fr�tl Percent Grade(95) 0 EH �Ng�N 1"tatty C1h�w)Fu�(t""� � W~y Median Type I Storage Undivided � Base Critical Headway(sec) 4,1 7.1 6.2 fits #?a ) y Base Fallow-Up Headway(sec) 2.2 3.5 3.3 v „ Flow Rate,v(veh/h) 34 65 v/c Ratio 0.03 0.15 7 77777 741 reae Ler* tf17777771. Control Delay(s/veh) 8.3 15.0 77777—7— Approach Delay(s/veh) 1.0 15.0 rirahCT C Copyright©2018 University of Florida.All Rights Reserved. HCSW TWSC Version 7.5 Generated:6/24/2016 5:43:17 PM midday-middle-drxtw � r , ,F If Analyst A.Garonzic Intersection Middle Road/Site Drive Date Performed 6/24/2018 East/West Street Middle Road s( " aC77 7, rx / r�Ith Ire 'skalty F Time Analyzed Saturday Peak Peak Hour Factor 0.92 ; � rrkew� si�T�nr �'�r��r��R�rs� •�5 Project Description With Proposed Development v2 S i " r a 7,, ;. ✓ r v. i majorsir"t Fae4-we%a 1A, µ,Approach Eastbound Westbound Northbound Southbound Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 dtlttp 1� CT,_LiL 7 .� , - ,,, Configuration TR LT LR �• .� . � v Percent Heavy Vehicles(%) 3 3 3 7777, 491 Percent Grade(%) 0 Median Type Storage Undivided v Base Critical Headway(sec) 4.1 7.1 6.2 fkbic: :J� 4/ � e k, 3 . Base Follow-Up Headway(sec) 2.2 3.5 3.3 EFlow Rate,v(veh/h) 18 35 v/c Ratio 0.02 0.12 at Control Delay(s/veh) 9.1 19.3 - Approach Delay(s/veh) 0.6 19.3 Irxa )�Lq A 777 Copyright©2018 University of Florida,All Rights Reserved. HCSUN TWSC Version 7.5 Generated:6/24/2018 5:45:42 PM SAT-middle-drxtw 00 " 4 r° N Analyst A.Garonzik Intersection Young Avenue/Site Drive JO Glt9�gl Llga l)t, lA�t�SfkCt l,. Sq#kIdx hlY Date Performed 6/24/2018 East/West Street Site DRvve L It1rt t W1 if t, %Y�1tiI V tav . .4„ Time Analyzed Mid-Day Peak Peak Hour Factor 0.92 )r1( ta� +ti�lri�(rtatrr�sv , `;�N�r��= �ut�1 �ataa��ps+Tgrrirt �:riaaui fkhrs) t�.25, Project Description With Proposed Development r 4. u., k i; I � �rif 50arew^N"�4rartMq•ScruCh w Approach Eastbound Westbound Northbound Southbound 7r R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 �ftjmhar ( tts"„ di j =(P f)" 0 0 ! � ,. 0 0 1 ' , „ . , Configuration LR LT TR Percent Heavy Vehicles(fie) 3 377 3 7 7= 77777`7 Percent Grade(%) 0 oo ' „vdr&'}' ' a1M7,'�,�, t + Median Type Storage Undivided f d+b, Base Critical Headway(sec) 7.1 6.2 4.1 7 777 raNt � ;: Base Follow-Up Headway(sec) 3.5 3.3 2.2 T i.; 'idp a WCr4 (400 +; I b J Flow Rate,v(vi 11 2 ���ap��,+rr ta�f7�)t� � � �, �' "( fr •i i v/c Ratio 0.01 0.00 + 4n+uv LitE .{rdai 't MO 0 Control Delay(s/veh) 9.2 7.5 Approach Delay(s/veh) 9.2M 0.2. Copyright©2018 University of Florida.All Rights Reserved. HCSM TWSC Version 7.5 Generated:6/24/2018 5:49:24 PM SAT-young-drxtw ° J Al� 0"'1",11-�„a r ,N �f��J r l J °�J j: Y ✓ at k w��"d �"'"rt'T�, e �' �.a „�^ " fWi�7°.,. Analyst A Garonzik Intersection Young Avenue/Site Drive oil " ,� fr� e P7777777 ltilih r�1 "'; �., Date Performed 6/24/2018 East/West Street Site DRive ctut str Time Analyzed Saturday Peak Peak Hour Factor 0.92 03 Project Description With Proposed Development " 99 ;' �y y3 y� � y� y �g p4l�ejcar Srla�Fd�art�;�-S�t�k�t Approach Eastbound Westbound Northbound Southbound Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 77 77 Configuration LR LT TR Percent Heavy Vehicles(90} 3 3 3 y, Percent Grade(%) 0 61J C4hc �trar9ir ;; a " Median prType Storage �$y Undivided Base Critical Headway(sec) 7.1 6.2 4.1 ,R}ttii " 7 !1 � 77 s43 f ,1" " " Base Follow-Up Headway(sec) 3.5 3.3 2,2 1 " ' E n , Flow Rate,v(veh/h) 20 7 77 ty . w. v/c Ratio 0.03 0.00' 9 cr6ueko� thFi) .N �1i M Control Delay(s/veh) 9.8 7,.5 irI ttSeY� {N ) F� dt Approach Delay(s/veh) 9.8 0.4 Copyright©2018 University of Florida.All Rights Reserved. HCSUM TWSC Version 7.5 Generated:6/24/2018 5:47.44 PM SAT-middle-dr.xtw youngs_vol_06222018.x1sx 6:05 PM 6/23/2018 okay TRAFFIC VOLUME SUMMARY Southold Convenience Mart With Gas Pumps PM PEAK Youngs Avenue and County Road 48 2015 GROWTH Convenience 2017 w/ VOL FACTOR' 2017 w/o &Gas Mart TOTAL Youngs Avenue EB LT 11 1.06 12 12 TH 315 1.06 333 6 339 RT 43 1.06 45 45 WB LT 37 1.06 39 1 40 TH 438 1.06 462 13 475 RT 6 1.06 6 6 Countv Read 48 NB LT 47 1.06 50 50 TH 14 1.06 15 1 16 RT 29 1.06 31 2 33 SB LT 6 1.06 6 6 TH 9 1.06 10 1 11 RT 10 1.06 11 11 *= (1.0275^2) figure Existing PM Peak Hour Turning Movement Counts o L 6 �-II o� L -.J f- 378 CR 48 1 31 -J 43 Subject Property j Q cn tx7 D : Signalized Intersection .... .WW. I�..�n�4i4-�•w.r..--i-i:.rr r .c{s q AA rev.: 06/23/2018 ex5 HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering, PLLC Duration,h 0,25Analyst Arnold , JurisdictionIk Analysis 6/2212018 Area TYPe r Southo d,NY TiimePeriiod a Saturday PHF 0.92 Urban Street Middle Road(CR 48) Analysis Year 2015 Analysis Period 1:00 Ty Interse'cbon IMiddle Road(CR 48)an., File Name Mid-day 2015_existing.xus Project Description Ptd Peak(2015 existing) �a )tirl (loli ' " . . , Approach Movement L T R L T R L T R L T R Cycle,s 117.0 Reference Phase 2 �etb r x 4 t11 g(1 Green 98.5 6.5 0.0 0.0 0,0 0.0 �� a �� � � � ^. Uncoordinated No Simult. Gap ENV On Red w .q :� 0.0 0.0 0.0 � .� 0.0 0.0 0.0 0.0 ! ,�,+„„� i � �� r � w ti �°�pp��� s ° ."",. •I�4 ' -, i�T" ��" •,��"'r ��!' I�i�ITF, ��M ;�"�, ` U. Assigned Phase 2 6 8 4 Phase Duration„ s 104.0 104.0 13.0 13.0 rn Max Allow Headway(MAH), s 9 0 0 0.0 2.9 2.9 tlotl La ' e Green Extension Time(g e),s 0.0 0.0 0.1 01 IIIa)� ? %iI I7a3 , . Max Out Probabiiity 0.00 0.00 "W" S.. n 'r x .r 'n•, ., „". .r" .n i... i .. a a . .. mss. Approach Movement L T R L T R L T R L T R 7: 7 Adjusted Flow Rate(v),,veh/h 12 342 40 476 51. 15 y 10 :�js�stid� (ur (ypFt � r )r yelr/1111n 105 " 00'. 1417 � 0a j20 119 0, Queue Service Time(p s 0.3 4.1 0.9 62 '' 4,1 0,9 1 0.5 0.6 QdfNDI+Srra pld tra Ulla�41 ) s' , Green Ratio(g/C) 0.84 0.84 0.84 0.84 0,06 0.06 0.06 0.06 �'" " `� i� ""� "1 'I •,.� ,� X34 'j00 "�. �., X06 Volume to Ca pacity Ratio(X) 0,015 0.214 0.044 0.298 0.381 0.144 0.050 0.092 Back of Queue(Q),vehPn(50 th percentile) 0.0 0.7 0.1 1.1 1.5 0.4 0.2 0.3 gene` t rh Rand( ' SOIi" p, enji9 . , 4. I.62 12L 0:24 0110 Uniform Delay( d r),s/veh 2,6 1.8 2.3 2..0 54.6 52,6 53,2 52.4 -777 Inprlrrtjerl# 1 IJI sh . L 0 0,1. ` ( 'O 2, r. 07771,7 7, 0 Initial Queue Delay('d 3)„s/veh 0.0 0,0 0.0 0,0' 0.0 0,0 0.0 0.0 Level of Service(LOS) A A A A E D D D A rtapll 1 + ' lkt, ,1 A,"- i i , Intersection Delay,s/veh/LOS „6,6 A, . Iii7r) tror4l 1 Pedestrian LOS Score/LOS 1.81 B 1.81 B 1.96 B 1.96 B 1; y A m4 0.60 0 510 " Copyright G 201 a University of Florida,All Rights Reserved. HCS'm Streets Version 7,5 Generated:5/251201810:33:23 AM HCS7 Signalized Intersection Results Summar General Information Intersection Information " Agency Schneider Engineering, PL LC Duration,h 0.25 Analyst Arnold Garonzik Analysis Date 6/22/2018 Area Type Other Jurisdiction Southold NYTim Period Saturday PHF 0"92 ( Urban Street Middle Road CR 48) Anal sls Year 2015 Analysis Period 1>1:00 ~ Intersection Middle Road(CR 48)an... File Name Mid-day 2017wo.xus Project DescrippOon JPM Peak 12017 w/o level Approach Movement L T R L T R i L T . R L T R .., Cycle,s 117.0 Reference Phase 2 .a Green 96.3 61 0,0 OX 0 0 10,0 p Yellow 3.5 .0 0. 4.5 0.0 00 0.0 Uncoordinated '�d. u4n dapA ! Red 2 0 2.0 0.0 I0 0 LLO 0,0 rP M1 ;i"f` :. Assigned Phase Phase Duration„s 103.8 103.8 15.2 13.2 6. MiaxAllow Headway(MAH),s 0.0 0.b 2,9 2.9 iilaal lrnf f .,' „fl77 . 7 Gyyreyena Extension +�pT�i ytl yme(g®),s 0,0 0,0 y"0•p.'y1 /^0A l""IIM1� W.'^�KAI#,�,r"1�A�e'7^C�MMt 'i a4, 'eM mwea� 'r` 1.r :A.P'r GE4^ F.Ar9'Cv• unwmlcwwkmu �auWxwM.nixwprrm Max Out Probability 0.00 0.00 VAEM Approach Movement L T R L T R L T R L T R s 9004 * a 4 Adjusted Flow Rate(v),veh/h 13 362 42 602 64 16 7 11 pIrtlo l .; V`94 ,n: ? ti ;)9 lt .;w,g0 146. "^ll 0" 4 "001 Queue �+Service ^.�Tyime(,g s),s y 0p�.4q�" 4.4 p1�0 6.7 4A 1y.0 0.5+ 06 T' ',yrCA7" fl ,fin°-,w �y+: 4 Green Ratio(gX) 0.84 0.84 0.84,` 0.84 0.06 0.06 0.06 0.06 h, - ° 89 r1 ;)(i91. Volume-to-Capacity Ratio(X) 0.017 0.227 0.04,7 0.315 0.402 0.150 0.050 0.100 0' Sack.of Queue( Q),veh/In(50 th percentile) 0.1 0.8 I 0,1.:;, 1.2 � 1.6 0.4 0.2 0,3 0 .tlqoi� 4.f C1sgCl Uniform Delay(,d t)„ s/veh 18 1,8 Z41, 2.0 54.7 52.4 53.2 52.3 77 Initial Queue Delay( d 3), s/veh ° O.O 0.0� .,, . `` 0,0 0.0 0.0 0.0 0.0 0.0 Level of Service(LOS) A. A A E D" D D Intersection Delay,s/veh/LOS 6.9 A Pedesttian LO S Score/LOO S "1.81 S 1.81 B 1,Q5 S 1.96 10 Copyright©2018 University of Florida,All Rights Reserved. HCSTM Streets Version 7.6 Generated:6/25/201810:37:03 AM HC57 Signalized Intersection Results Summary General Information Intersection Information Agency Schneider Engineering,PLLDuration, Analyst Arnold GaronzikAnalysis Date 6/22/2018 AreaTypeOther Jurisdiction Southold, NY Time Period Saturday PHF 0.92 ,r Urban Street Middle Road(CR 48) Analysis Year J2015 Analysis Period 1>1:00 Intersection lMiddle Road(CR 48)an... File Name PM-PK 2017w.xus Project Description PM Peak(2017 w/level} 01411 ��4fr�r� tl0rt k• r ':� l� i + Approach Movement L TJ R L T R L T R L T R I Ay .,. Cycle,:5 117.0 ,. Reference e2 5 reen 98.2 S.8 0.0 0.0 . �• ,.,` Yellow 3.5 4.5 0.0 0. 0.0 0.0 �, EW On No , e Uncoordinated ;. t"` f �f4t`, a 2.0 2.0 X0.0 0.0 0.0 0.0 fnpl, Ic °"' W;. S SSS Assigned Phase 2 6 8 4- Ca Phase Duration,s 103.7 103.7 13.3 13.3 Max Allow Headway(,MAH),),s 0,0 0.0 2,9 2.9 Green Extension Time g e),s 0.0 0.0 0.1 0.1 a '# [ r `li •°'; A" � (413 , 0.0" Max Out Probability 0.00 0 ,'�` �l Approach Movement L T R L T R L T R L T R Aiw k ' w 2, .. 6•. 8 / 4 Adjusted Flow Rate(v),veh/h 13 368 43 515' ' 54 17 7 12 Ax(ti (' dtl�Nrxrt _ 100 "11000' ''ISI ';1001 1`4 I.0 )900. Queue Service Time( a), s 0.4 4.5 1,0 7.0 4.4 1.0 0.5 0.7 �pla, llelp+ lear limi'( ) a. • , n 5, .y. r ) 1l 1,6 7 Green Ratio(g1C) 0.84 0.84 0.84 0.84 0.06 0.06 0.06 0.06 la 4 5 880 1 Volume-to Capacity Ratio(X]i 0.017 0.231 0.049 0.324 0.401 0.157 0.050 0.108 k (Qll1e(, ) f(/ItiOtl a��,` Il) t. 4i 7., 7131, u0 11Y0 45.. 0.2a Back of Queue(Q),veh/In(50 th percentile) 0.1 0.8 01 1,3 1.6 0.5 0,2 0.3 00006 8tor4 Eeitio d )(50,tbpeiark5lp) 0, 1I 0,0pr 0,02,' ,40 C/. 5 X0.00 40 . 0.00., , Uniform Delay(d r),slveh 2.9 1.9 2.4 2.1 54.7 52.4 53.1 52.2 l0d°4pi« Iw�l D �a (.d.t��,),86vp ` , . 0, 0.dn`, 0 0. ;`0�I ;. ,2 , Initial Queue Delay(d 3) s/veh 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 Cobtrl;D���y' �),•ro� h ,, : -�_ . � 2.6 "55:4. ,� . .�" �, Level of Service(LOS) A A A A P D _ DD lwpi /�S, CM2 A... r 5 „ 0 7` > Intersection Delay,slveh/LOS 7.0 A , Pedestrian LOS Score/LOS 1.81 B 1.81 B 1.96 B 1.96 B da � i i 1 r :n ;1 1 l�"6 ' ..._ ;. . �.l Copyright Q 2018 University of Florida,All Rights Reserved. HCS'"'Streets Version 7.6 Generated:6/2612019 10:37:03 AM �, �I�,14m "`kin e, r .i �:� ,. ,.d d �•' b 'y� 'T9"a* Analyst A.Garonzik Intersection Middle Road/Site Drive A eC9�fCo c�r r r7a�� lk d�r1 i�1 t3 z�s. �a Shu w Date Performed 6/25/2018 East/West Street Middle Road Time An .. alyzed PM Peak Peak Hour Factor 0.92 M MM Project Description With Proposed Development major 5feet Ea*lA sl N " r �a Pry dd e%k.a L ,21 ,.✓,( Approach Eastbound Westbound Northbound Southbound Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 777 777 T; "77777 .7 0 f �� ,'�� 0 i1 •:0 ,'^4, x Configuration TR IT LR Vo Percent Heavy Vehicles(%) 3 3 3 i�Ycpp" bkf IwVu Ff cf � Percent Grade(90) 0 Median Type Storage Undivided _�i Base Critical Headway(sec) 4.1 7.1 6.2 ' ... Oc ria771 Base Follow-Up Headway(sec) 2.2 3„5 3.3 �. Ftiica+ f? IN ads). 71 E � I � u A Flow Rate,v(veh/h) 32 50 pc ", elkl) �'3 1 d v/c Ratio 0.03 0.15 77.7 Control l p�of Delay(slveh) 8.3 18.1 77 777 Approach Delay(s/veh) 0.8 18.1 Copyright(c)2018 University of Florida.All Rights Reserved. HCSMI TWSC Version 7.5 Generated:6/25/201810:44:15 AM PM-PK-middle-dr.xtw u G N 1 m 1�1 M1 5 7 i r 'h� Yh s' t rMy qi Q I b � r Analyst A.Garonzik Intersection Young Avenue/Site Drive Date Performed 6/25/2018 East/West Street Site Drive Time Analyzed PM Peak Peak Peak Hour Factor 0.92 tr1C � a oe�ft sera' i r1;,''n, as t i� �a� AtV tll s Farm Pe id(Mwfs). " .2 Project Description With Proposed Development I 1.9 �� H v � 0 4 Approach Eastbound Westbound Northbound Southbound Priority 10 11 12 7 8 9 1U 1 2 3 4U 14 5 6 777 777 77 77 Configuration LR LT TR mM t p1 A � Percent Heavy Vehicles(90) 3 3 3 aa4 r,777 . Percent Grade(%) 0 tt`F1,11' r1�0119Ri)(2 '�' r �° r w. Median Type a Undivided �Storage r - t Base Critical Headway(sec) 7.1 6,2 4.1 ,x Base Follow-Up Headway(sec) 3.5 3.3 2.2 4 LLk Flow Rate,v(veh/h) 12 5 tap c1 ,ctr 1411 v/c Ratio 0.01 0.00 95So Ultllr! r �S( )t) e °A Control Delay(s/veh) 9.3 7.4 (. vel y Approach Delay(s/veh) 9.3 0.4 Copyright©2018 University of Florida.All Rights Reserved. HCSM TWSC Version 7.5 Generated:6/2S/2018 10:46:28 AM PM-PK-young-drxtw ----- ...... o r N tD 10 n c :c u rn n n 'O C'7 fV O N C N Ln Ln Ln CICL 1 . Q C k y pl'N. 'C "fir I N 0 ,02 Gso 4 0 o N o Ln o Ln Ln o o 0 Ln Ln o Ln o `n o 10 . � al a � Q 7 f EE CL (DCC O 2 O N �•.� C N H O ry' -1 G a L C in C V7 O VI afrl V m C IA C� M O W Ln Q W Ln CS M W uy m o (7 Q O otl N = N Ln CD m ry Q N Q N a0a t: 7 v a Ln 0 V) d 00 = d 3h- ANN a Nm QNm c c o c � n m � aL! amp ' U �y r4 U M 4Vrl N IV ? C 9 4 �. u C O N 10 O u �o O a a nn Q N Q N Q w t N N N N N N in n n c E m d N p Q N O �.1 �+ exo O a c v U m Z t� x-Y y�-4 ti N tp N Figure 16 Level of Service Summary Unsignalized Intersections Proposed Convenience Store with Gas Pumps Proposed i -rives Horizon Year- 2017 County Road 48 and Siterive Site Drive County Road 48 Northbound (LR) " estbound,(L) Condition LOS Delay LOS Delay Mid Day Peak Hour C 15.0 A 8.3 PM Peak Hour C 18.1 A 8.3 Saturday Peak Hour C 19.3 A 9.1 Youngs V nue and Site Drive Youngs Avenue Site Drive Northbound(L) Eastbound(LIR) Conndition LOS Delay iC3S Delay 2015 Existing A 7,5 A 9.2 2017"No Build" A 7.4 A 93 son=. 2017"Build" A 7„5 A 9,8 6/26/2018 LOS-Level of Service Delay-Control Delay(Seconds) All Results Based Upon Highway Capacity Manual 2016, Chapters 20& 32.