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Home My WebLink AboutTraffic Analysis Century Square Phase 1 Traffic Impact Analysis September 2014 1 IN ,Hurn I — 11 1 I I } dil.,, i:4 a via `i —„ h : A , _ ... ' -7 7-' ,,,...-.1:2... , r iiiEi ir, A . ., t,g 1,4 � � II . . 1!1!:: - pM 1 y�131 �ja�_ .....+Y. `t6[, it I . - Ili �o mi.. '7.11.-VTO II I ire! ,1 FF �:. ��— A. t �r� i 11111 � , z - '', '3 L is"i le a : §�`` ,.x�' ,'. 5 i -_- a _ .,ICA I WTI .1'4 , I 1 I 1 [ _ '� r T i \ , s i_r--- i,'0.21 1 it, I! _I i--2_ Y...n.A 1 / i--- tel\ I ./ I...._._,.-_..-_ IPrepared for: Gensler I' Prepared by: lib JJ. J Q N E S & C A R T E R, 1Kc. ...EENGINEERS. PLANNERS•SURVEYORS Texas Board of Professional Engineers Registration No. F-439 6335 Gulfton,Suite 100 Houston,Texas 77081 (713)777-5337 Century Square Phase 1 Traffic Impact Analysis September 2014 4 4 L*: 01.4Ct. 4 - i i1 rCOLBY W.WRIGHT j ti _.• 96717 ;wAe r:t s;_.CE13S �*�rf ,n P5 � Prepared for: Gensler W22-(39/6 P Prepared by: it JONES & CARTER, i t. _/ ., ENGINEERS . PLANNERS. SURVEYORS Texas Board of Professional Engineers Registration No. F-439 6335 Gulfton,Suite 100 Houston,Texas 77081 (713)777-5337 Table of Contents Introduction 1 Existing Conditions 2 Site Characteristics 5 Trip Generation and Distribution 7 Access Management 13 Capacity Analysis 16 Queue Length Analysis 20 Summary and Recommendations 21 List of Tables Table 1—Trip Generation Volumes 7 Table 2—Right-Turn Lane Analysis 13 Table 3—Level of Service Measurement and Qualitative Descriptions 16 Table 4—Capacity Analysis-2014 Existing Conditions 17 Table 5—Capacity Analysis—2016 Background Conditions 18 Table 6—Capacity Analysis—2016 Projected Conditions 19 List of Figures Figure 1—Project Location 1 Figure 2—Existing Lane Assignments and Traffic Control 3 Figure 3—2014 Existing Traffic Volumes 4 Figure 4—Site Plan 5 Figure 5—Future Lane Assignments and Traffic Control 6 Figure 6—Trip Distribution Percentages 9 Figure 7—Site Generated Traffic Volumes 10 Figure 8—2016 Background Traffic Volumes 11 Figure 9—2016 Projected Traffic Volumes 12 Figure 10—Schematic layout 14 Figure 11—Schematic layout 15 J1 JONES & CARTER,INe. ENGINEERS•PLANNERS•SURVEYORS Introduction Century Square is proposed on the west side of University Drive at College Avenue in College Station, Texas as shown in Figure 1.The proposed development will consist of 90,000 SF of office space, 300 hotel rooms,250 multi family housing units,a 58,200 SF restaurant,45,200 SF of retail space, a 37,000 SF bowling alley,a 21,000 SF grocery store, and an 8 screen movie theater. Full build-out of the proposed development is assumed by 2016.The purpose of this study is to determine the potential traffic impacts of the proposed development on the surrounding roadways and intersections. Fi•ure 1—Pro'ect Location s � a ,..2'st 1. , ''-'4,,'a4""i'r3,1:/ 0** ii , . 41t rn. x A`- r o; a y . 8 �,. r 4 ' ..'''.14:' 1... ] ; ,:..,:kilr''''' .1-"' 7 -%::ts:,,,..,':','-'1,,:',.,'.;:-..-1 A7'2174' .,,*':-.'1/44,cid, 7-* , , IN �'` �P SITE • . 1 1 Iv NU 0. �f' �6 r m ro !w lir J16 J & ARTER,i c. 1 ENOGINEERss.PLANNERSC •SURVEY'ORS Existing Conditions A site visit was conducted to document the existing conditions of the study area roadways and site. Figure 2 shows existing lane assignments and traffic control at the study area intersections. Roadways University Drive is a north-south roadway that is approximately 100 feet in width and classified as a major arterial. It has three lanes each direction with a raised median,curb and gutter,and a posted speed limit of 40 mph in front of the site. College Avenue is an east-west roadway that is approximately 78 feet in width and classified as a major arterial. It has three lanes each direction with a raised median,curb and gutter,and a posted speed limit of 40 mph in front of the site. Intersections The intersections included in the study area are: • College Avenue at Office Street • College Avenue at Hensel Drive • Hensel Drive at South Texas Avenue • South Texas Avenue at University Drive • University Drive at Front Street • University Drive at Calvin Moore Street • University Drive at College Avenue Site The existing site is vacant. Traffic Data Peak Hour Turning Movement Counts(TMCS) at the study area intersections and a 24-hour volume count on University Drive were collected by CJ Hensch and Associates, Inc.on Tuesday, May 6th, 2014 and Thursday,July 9th, 2014.The existing traffic volumes are shown in Figure 3 and the raw traffic count data can be found in the Appendix. •r JONES & CARTER»c, 2 ._a ENGINEERS.PLANNERS-SURVEYORS _11 ILL ow u r = F -'1n111T r HENSEL DRIVE AT TEXAS AVENUE TEXAS AVENUE AT UNIVERSITY DRIVE 11 ., :\.,.... TEXAS AVENUE: --T— .. —. z Ts • m ai 7 7 T11l'-- tT Q UNIVERSITY DRIVE AT FRONT STREET 4110. -O...., m m 1) X12 err �� ':tt ' t• ''N, •1 1' 1 ir:' '.‘„le,ok... •. . , :, Jib 4. in' SO* , it zs",- ''''' '''' . _ , .. .,„, ,.. . . 0-..: `:arcili s' -": r t ill „N `, t tm CALVIN MOORE AVENUE x =„'. wail atit • a. �SS� o- ,.. • bSSl COLLEGE AVENUE • .• , I I I COLLEGE AVENUE AT HENSEL DRIVE ;-., [-UNIVERSITY DRIVE AT CALVIN MOORE AVENUE Ilw ma LG_S_ TS W .r 7 fli1ii- COLLEGE AVENUE AT DRIVEWAY I UNIVERSITY DRIVE AT COLLEGE AVENUE I` a. LEGEND FIGURE 2 LANE ASSIGNMENT _--)--- EXISTING LANE ASSIGNMENTS C31 TRAFFIC SIGNAL SS I STOP SIGN AND TRAFFIC CONTROL `" J JONES & C A RTE R,INc. 3 J4,.... ENGINEERS•PLANNERS•SURVEYORS wn OA tail 0 0 0 0 107 1203 166 ` 253 3 0 0 0 191 863 444 523 J + L 644 159 71 441 7849 -1011 I1 -849 572 107 704 J v 16 2t-5 J 536 kW -Ti- SSI 13 256 TS 543 552 V 27 415 539 55 1 I r 6E' 1 I r- 411s. 9 3 0 12 147 91 431 197 6 0 17 156 154 674 809 g 12 0 49 111 198 1443 1023 OW HENSEL DRIVE AT TEXAS AVENUE TEXAS AVENUE AT UNIVERSITY DRIVE qs. 0 1847 90 1 11 5 . 0 1503 58 5 ` 63 0 1392 9 12 151 owo TEXAS AVENUE J i L l} o 5 .'`f4 0 aw^ . ,.� z a T5 r 3 I" R1 0 1..--70 I r a 00 0 682 3 X t 5 0 1625 3 s 0 2491 1 owTTI 1., a I UNIVERSITY DRIVE AT FRONT STREET X *k < T m 1-^ .-t, 1 Sri �� „,„,, g - -.ell .._ .,,, „ ,, ,.‘ ,...,.,,„..,,,,,,,,....,-. 4 , :,... . ,. . ,” w , ..F:,-,i'•-.,,, ,' ' 4e''-./. ' - 145 S lito 'kis, .,,,. * rPn CALVIN MOORE AVENUE so. n1 fi as 4 9 26 1 45 75 `c.4+..._. + 27 1885 1 11 +5 ` 24 � ; _" 22 1367 ` 35 31 71 60 1,x15. , �i 22 1367 89 J L .. J r, 190 ,, ¢. '�, w.4231 - I 1 15 JallFS-S-'11° l. pU 331 �* . 325 COLLEGE AVENUE • �. 1 . 15 623 55 1650 41 pg2344 19 COLLEGE AVENUE AT HENSEL DRIVE _ "} [-UNIVERSITY DRIVE AT CALVIN MOORE AVENUE 4@P 182 1616 62 17 41111 267 1173 69 85 345 1051 50 142 218 J + L 61 -321 f-101 API` ss 188 88 284 J O61:- 420 186 ar n r 35 1129 (236 329 334 143 I r 14 r_18 0 125 92 541 165 4W 20 166 130 1938 252 64 8 131 1380 198 2q � 35 18 106H1 COLLEGE AVENUE AT DRIVEWAY UNIVERSITY DRIVE AT COLLEGE AVENUE `i' 1\1 ((�✓rj LEGEND `"J XXXX AM PEAK HOUR VOLUME XXXX NOON PEAK HOUR VOLUME XXXX PM PEAK HOUR VOLUME FIGURE 3 TS; TRAFFIC SIGNAL SS cl STOP SIGN 2014 EXISTING TRAFFIC VOLUMES jr' JONES & CARTER,INC. 4 4....6 ENGINEERS•PLANNERS•SURVEYORS Site Characteristics Century Square is proposed on the west side of University Drive at College Avenue in College Station, Texas.The proposed development will consist of 90,000 SF of office space, 300 hotel rooms, 250 multi- family housing units,a 58,200 SF restaurant,45,200 SF of retail space, a 37,000 SF bowling alley,a 21,000 SF grocery store, and an 8 screen movie theater.The proposed site plan is shown in Figure 4. Full build-out of the proposed development is assumed by 2016. ei Access to the proposed site will be provided by three(3 driveways on University Drive and one driveway on College Avenue.Access will also be provided to Ball Street which provides access to Hensel Drive.Southbound right-turn lanes will be constructed on University Drive at Front Street, Driveway 2, and 3 and a westbound right-turn lane will be constructed on College Avenue at Office Street. Future lane assignments and traffic control are shown in Figure 5. Figure 4-Site Plan ' 1:4- 1 J a t FinJ `a. t�i v{c C y 7h aE All,1 • - .t.-.:r / ` f. t. / (: g;) _t,,...''.. C f ;4.".• r r ! C M. a r .... " El � ,. i, ate" ,' ` .� t pt 1. (till aluilal�l " _ .,t"' s ] .. Y. mak. —alh y _. 11jj i 'T .., _ oA_,r'/. 44 itr r �lnl � l � f °_. l�� i i t b r > ...,., .„,,,„:"<„.a,-4161..,,, ,_sic,,r;1 at, ,,,,_.,„„! I ' iversitY Dr ._...J _ Y t t '- firr ---\\77----- 1 _�J ,_,,.. v:_) i \ , CENTURY SQUARE 0W0412014 1 1 r. JONES & C A R T E R,I t.c. 5 _. ENGINEERS•PLANNERS•SURVEYORS OAP kille -L— --) '' 1LL L- ..,•,..- -. ,- ---.) -'.--- Ile _.) I_!!1 (--- — ii: ® (---- (--- --y- —) .... --T-- -----) n 1 11 T t$6,0 HENSEL DRIVE AT TEXAS AVENUE TEXAS AVENUE AT UNIVERSITY DRIVE IMP. ........ \ J 1 1 1 L ..__ NMI TEXAS AVENUE -7--- T. . ITI C s' 1110. z z C' EDI W . In i G'. m --L. X U) r 774 ----) -1 i 1 l'--- -• -< 0" 0 171 I— UNIVERSITY DRIVE AT FRONT STREET X sr 7 m Oft IIVIV, .., ', ill eta .., , . . . A .-..,. 4 - - 14 SSI =',.,,T - ......" , ,,, i , ., , .i --) I I I L UNIVERSITY DRIVE AT DRIVEWAY 2 is 'Y,•,. : In WO 4 -t - - -t I- CALVIN MOORE AVENUE ti• 4,r7,7,-: , . , Jill I tt..) — Ift 1'1 SS I COLLEGE AVENUE _) i I I or . COLLEGE AVENUE AT HENSEL DRIVE , .. t I UNIVERSITY DRIVE AT DRIVEWAY 3 OM elii J k._ JII1L_ L_ riii r— ss 7 — -----) —1111 COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET UNIVERSITY DRIVE AT COLLEGE AVENUE LEGEND FIGURE 5 LANE ASSIGNMENT FUTURE LANE ASSIGNMENTS C) TRAFFIC SIGNAL SS el STOP SIGN AND TRAFFIC CONTROL JrJONES & CARTER,INc. 6 .... ENGINEERS•PLANNERS•SURVEYORS j.'\1k/ d. NV N-- 01 \G 6,' - )q,e Trip Generation and Distribution `• 1) Ino e ___. The Institute of Transportation Engineers, Trip Generation,9th Edition, was used to estimate the traffic that will be generated by the proposed development and the Trip Generation reports can be found in \J/ )% the Appendix.Traffic projections were developed at the study area intersecctiO�s for the following future /\� scenarios: `_,I\\\� xQ\ ``��'' [U 2016 Background Conditions /�b� cp� t1 .� • Two and a half percent annual background growth rate for tw�yetis � t, `` • Volumes increased 20%on Texas and 30%on South College to account for school year traffic 01/4)6qa cskAW1/45-\43 \\(\C.XeaSt) rile D)V0 ‘40 �2016 Projected Conditions • . Two and a half percent annual background growth rate for two years Q • Volumes increased 20%on Texas and 30%on South College to account for school year traffic 1*-- 1 • Full build-out of the proposed development . $ A two and a half percent annual growth rate for background traffic was assumed based on available d historical traffic data and engineering judgment. Table 1 provides a summary of the estimated trips -- Ll\ generated for the proposed development. No trip reductions for transit or internal capture were taken.$4. '6 10Trip generated volumes were reduced for pass by trips in accordance with the Institute of Transportation Engineers.Trip generated volumes were reduced 5%for pedestrians/cyclists. .,"j Table 1—Trip Generation Volumes 24-Hour Proposed AM Peak loon Peak PM Peak Land Use Size Two-Way V (ITE code) Volume Enter Exit Total Enter Exit Total Enter Exit Total Office Space 90,000sf 1212 155 21 176 78 75 152 30 149 179 (710) / Hotel(310) 300 2451 94 65 159 68 65 133 92 88 180 rooms Multi Family 250 1639 25 101 126 51 51 101 101 54 155 `f Housing(220) units Restaurant 58,200sf 5235 266 58 324 292 144 436 292 144 436 16 (931) 949 4404 ✓ Retail(820) 45,200sf 2463 37 23 60 125 135 260 169 183 352 Bowling Alley37,000sf 1233 70 46 116 19 13 32 38 25 63 �� (437) �A� J ✓ Grocery(850) 21,000sf 2148 44 27 71 93 89 181 125 120 245 .'�i�� Movie 8 •,./ �I� 4,r;- 0 0 0 33 49 81 65 97 162 (,i Theater(444) screens �' SubTotal 691 341 1032 757 619 1376 912 860 1772 J Pass-by 0 0 0 -189 -145 -334 -256 -196 -452 / 5% -35 -17 -52 -38 -31 -69 -46 -43 -89 Ped/Cyclists TOTAL 656 324 980 530 443 973 610 621 1231 JrJONES & CARTsERRe,olc. 7 —. ENGINEERS• )LANNERS•SURVEYORS n The directional distribution of the site generated trips was determined based on existing and expected travel patterns in the area and is shown in Figure 6. Trip origins/destinations for the proposed development are expected to be 30%to/from the north,20%to/from the east, 20%to/from the south and 30%to/from the west.The site generated traffic volumes are shown in Figure 7. The projected traffic volumes for 2016 Background Conditions are shown in Figure 8 and for 2016 Projected Conditions are shown in Figure 9. The Institute of Transportation Engineers, Trip Generation,9th Edition, does not provide noon trip generation volumes so the projected volumes were calculated by taking 74%of the PM Peak hour entry and exit volumes for the hotel, retail,and grocery store; 50%of the AM or PM Peak hour entry and exit volumes for the office space, multi-family housing, bowling alley,and movie theater; and 100%of the PM Peak hour entry and exit volumes for the restaurant. Jr JONES & C A R T E R,ikc. 8 ENGINEERS•PLANNERS•SURVEYORS 1WII `b �— — 20 — L_ J i L _ J L 5 5 —J 5 _� S� 5 TS r- 10 r- -_ 1 r- 10 ' 1 t r 5 — — — 5 20 10 ID TEXAS AVENUE AT UNIVERSITY DRIVE Illw HENSEL DRIVE AT TEXAS AVENUE op. 10 25 �— isi TEXAS AVENUE J I L s rnc a —J Ts _.. z z as r— CO m m 5~ 1 r r 0 15 — -- -G al 0 UNIVERSITY DRIVE AT FRONT STREET 73 W. m lb it No. t 15 ,o 1r1� 41... '.166 .- -.!,s, 4. I ellite: ' I -;'i'...,,'- .i.':' '''' 1 is - t _1'' 15 ♦ — z ,' n �."t: e ,. } i w• ` s L UNIVERSITY DRIVE AT DRIVEWAY 2 f '' f '''S. .: .: . ;R.• -i'pada.... „ iii* CALVIN M'.ORE AVENUE # v.. at44448,1,414%,./.-*it 04iktitir 10 J L , J 1 iiie 15 J SS 20 b ss 5 — COLLEGE AVENUE 15 ill COLLEGE AVENUE AT HENSEL DRIVE } UNIVERSITY DRIVE AT DRIVEWAY 3 01.0 — AlliFt° L_ ile J — -) i L. _ 10 r + ow s ass, p U Adidi —� O r_ 5 r— 5 — 5 - r 5 5 1 10 10 _ ow --, — — ----) --- COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFA •v al.I t UNIVERSITY DRIVE AT COLLEGE AVENUE l ,,. `EXXXXD INBOUND .1,`0��c i:I' \� rr nn � �',� 4\IVI:ir, pIGURE 6 XXXX OUTBOUND \\i, �;' Ts TRAFFIC SIGNAL SS d STOP SIGN R ' DISTRIBUTION PERCENTAGES low _ 'r JONES & C A RTE R,INC. 9 �I ENGINEERS•PLANNERS•SURVEYORS !w kw x:".tiVY, °w+a'ax,v 1.""'."*A=wa S ,�.�„ �... ..,.. ya y ...`i1.M" -,..,,.�`..,w., ,�.., -.w r a.,,a ..�.._.o.. :— .'mow•°'_.'M Y A"•_... ,.. _ _ ,,+..v '` .-. 414 — — 131 �— — 106 — — — 122 — — J 1L- 16 J 1 33 22 1 f 27 11 31 31 33 _J 33 _� Tf 66 I TS T31 _ 61 —) I r — —) I r— .M 33 32 66 16 65 32 22 69 44 L, 31 I 62 61 I 31 124 62 i HENSEL DRIVE AT TEXAS AVENUE TEXAS AVENUE AT UNIVERSITY DRIVE 66 184 1 — 53 133 61 153 4196 TEX-\S A`II-NUE J + L 33 27 S 113 31 MT .a°' <, C 55 — Z Z a. 217 Ts r— (A 16 M I m 3 1 1 r 0 0 —— ga 32 98 U f. 82 ---/ 9—— 4111° MCI UNIVERSITY DRIVE AT FRONT STREET 70 iii. :.:. $ I J., 1 • , , Y. .s:: :.' .. �� 98 66 Ve J I1 -,•,: t ' .4 •-•'.f '''''... . -' . 1 : 98 ,, , ,IMO _y - 32 9-8 ,,. `�&'ms s,.., ,: ..-` 4w ..w. i 2 62 .414 � "*�' s 1U 1 L UNIVERSITY DRIVE AT DRIVEWAY 2 P r • ..A. -=E", .� , " illi s c ._ . r.• CALVIN MOORE AVENUE ' ow. it'iS+1e` ;'. ow 16 4..1,4,44,4'z., 4,, J.4�44,,8-.01f991F L.— 66 65 — ` -�c •-� _ _ -. 63 89 31s .tF t 81 124 6s 4 J 98 124 '.4 .... $ kle 80 SS �ssI 33 33 owl 331 COLLEGE AVENUE 32 ' 4480 62 • 62 iliw COLLEGE AVENUE AT HENSEL DRIVE _ - - 'i UNIVERSITY DRIVE AT DRIVEWAY 3 099* 49 A 131 16 65 18 — to 66 106 22 69 22 ,—— 93 122 31) 124 3L 65 J 53 69 —.— 22 f 53 WOO 124 -or 31 33 61 SS -- ISI S J O iII1r 49 r— 49 76 19- 49 49 22 —. 49 —) (A 49 31 68 I r —) 4W _ 63 53 —� 61 61 — COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET UNIVERSITY DRIVE AT COLLEGE AVENUE 919. LEGEND los XXXX AM PEAK HOUR VOLUME XXXX NOON PEAK HOUR VOLUME FIGURE 7 XXXX PM PEAK HOUR VOLUME 2016 SITE GENERATED ow TS TRAFFIC SIGNAL SS d STOP SIGN TRAFFIC VOLUMES am r JONES & CARTER,INc. 10 Joh ENGINEERS•PLANNERS•SURVEYORS ow 112 1263 195 266 0 0 lig 0 `— 0 201 906 466 '-549 JI L- 811 187 755 463 56 Plw, ' f 1274 1 891 0 J ss 1098 226 J 570r i — 14 271 TS Egg r O 28 436 We 117 1226~ - t r 702 704~ -1 I r 1" 9 3 0 13 154 98 453 207 5 8 849 -T- 6 0 18 174 g 13 0 51 177 208 1515 1074 HENSEL DRIVE AT TEXAS AVENUE TEXAS AVENUE AT UNIVERSITY DRIVE IP. ' 0 1939 95 1 5 O 1578 61 5 '- 66 O 1462 9 13 159 I L- o z � 4--) 1 0 . Ts ap 1. r3 0 0 716 3 2 0 1706 3 0 2818 1 0 UNIVERSITY DRIVE AT FRONT STREET X T m 1, 1110. 1 , t. 4` �, Iwo *-24:''.4,1.. It*'1542fflipliit:' '''''&,;:Ili' el*bra1 • Ir e, # t ',; 4. .q 41, CALVIN MOORE AVENUE 0100 4,4 lir � ,c+� r . 1 9 17 47 p',4:,- 47,,.:',.' ,,. >. r� `4 25 1578 !_7-8 12 75 25 '"t` T' 63 75 9 s .. �., �3 1435 J 495 11 25673 'S i 5; II. 8 J ss i—g 452 482I 444 COLLEGE A.v'ENUE 16 654 58 25 1733 43 big30 , 2461 20 COLLEGE AVENUE AT HENSEL DRIVE } I UNIVERSITY DRIVE AT CALVIN MOORE AVENUE IM' 191 1697 85.109 18 267 t173 69 89 362 1104 53 149 298 ) I L 64 4,46 106 1 7 43 0 298 1118 ! 90 i4 O r 248 195 iis 449 r 3g 141 150 139~ 1 I r 35 15 456-+ r 97 568 173 15 19 0 131 Aw -Sr 67 3 174 138 1449 206 15 , 37 19 111, 137 2035 265 COLLEGE AVENUE AT DRIVEWAY UNIVERSITY DRIVE AT COLLEGE AVENUE a LEGEND XXXX AM PEAK HOUR VOLUME XXXX NOON PEAK HOUR VOLUME XXXX PM PEAK HOUR VOLUME FIGURE 8 TS) TRAFFIC SIGNAL SS I STOP SIGN 2016 BACKGROUND TRAFFIC VOLUMES '1 JONES & CA RTER,INc. 11 ...tat.. ENGINEERS PLANNERS SURVEYORS OM 112 7394 195 266 0 0 0 0 201 1012 466 '- 549 J0 0 827 J7 877 463 5 9 j41104 --1296 1 918 0 v 1130 112 770 5 J 50 226 598 iii U ss— r 41 271 TS 77 762 59 435 2238~ 11 r 704 1 I 42 35 0 13 220 02 112 518 235 39 A 50 0 51 227 184 1007 893 37 v 75 0 51 178 I 239 1639 1138 OW HENSEL DRIVE AT TEXAS AVENUE TEXAS AVENUE AT UNIVERSITY DRIVE - %I 66 2103 95 5 53 1711 61 (- 88 61 1615 9 159 TEXAS AVENUE —� L.- '� —-z7 lib 13 31 '.. C a'c. 155 J 1 ,+ Z 217 TS i � 23 I 3 M 30 609s (1) 32 31 95 718 33 7 6 1706 3 6 92 2818 1 111w T. o UNIVERSITY DRIVE AT FRONT STREET UM m m -<',.)0 �0 os t S, �' �J, 96 2006 riii f t 80 1632 .S r\. ,: i F'IC-v"14' ;.. 2 1526 / II L r r �_..r71.ii t 753 a 32 s n .re • !. ‘44t # 44 1853 illn. � 1 2848 Y ez 1 a \ 1 • i + f, r UNIVERSITY DRIVE AT DRIVEWAY 2 P r 81 If* CA 1 1 i•- AV'1-bE 'I 9 43 47 .,... '+tta 4 .. 1/0 66 2060 'Ms.,a,va — 78 1860 J2 x-534 .a T 81 7595 324 �� 4.., 011. 123701 t ' s 108 � 8 J SSi H SS! 485 475—' 475 COLLEGE AVENUE 1001 32 508 69 1613 62 ' 2573 Ow COLLEGE AVENUE AT HENSEL DRIVE } r UNIVERSITY DRIVE AT DRIVEWAY 3 49 131 207 1762 81 15 890, 6g 168 302 1321 54 k,... 69 J 12284 393 1228 739 363 130 —527 548 f 159 737 727 304 ;6 SS 80 I 20 ISI 472 O 248 498 I 35 498 151 r— 505513 161—.- 569 r 588 181 - } r 15 19 0 131 163 634 173 21 87 8191 1502 206 15 ' 37 19 Al 156 2098 255 COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET UNIVERSITY DRIVE AT COLLEGE AVENUE LEGEND 4600 XXXX AM PEAK HOUR VOLUME XXXX NOON PEAK HOUR VOLUME o" XXXX PM PEAK HOUR VOLUME FIGURE 9 Cr) TRAFFIC SIGNAL ssl I STOP SIGN 2016 PROJECTED TRAFFIC VOLUMES "_ _ 'r J0NES & CARTER,INC. 12 J r ENGINEERS•PLANNERS•SURVEYORS >• • 1 1 Access Management Table 2-3 of the Texas Department of Transportation's Access Management Manual provides an Auxiliary Lane Threshold of 60 vehicles per hour for a right turn lane based on a speed limit less than or equal to 45 mph.The speed limit alonglalce.University Drive and College Avenue at the proposed development is 40 mph.The right-turn volumes at Front Street, Driveway 2, Driveway 3, and Office Street are projected to be above the 60 vehicle threshold in the AM and PM Peak Hours for 2016 Projected Conditions therefore, right turn lanes are recommended as shown in Table 2. A schematic layout of the proposed driveways and turn lanes on University Avenue and College Avenue is shown in Figure 10.Table 2-1 of the Texas Department of Transportation's Access Management Manual provides a minimum connection spacing of 305 feet based on a speed limit of 40 mph.All the proposed driveways meet the minimum connection spacing required in the manual. The right turn lanes at Front Street, Driveway 2, Driveway 3, and Office Street should be constructed with 275 feet of deceleration length and 30 feet of storage, based on a speed limit of 40 mph. Table 2—Right-Turn Lane Analysis TxDOT Auxiliary Projected Right-Turn Volume Minimum volume met Location Lane Threshold AM Peak Hour PM Peak Hour University Drive at Front Street 60 vehicles 66 61 Yes mia University Drive at Driveway 2 60 vehicles 96 62 Yes University Drive at Driveway 3 60 vehicles 66 61 Yes College Avenue at Office Street 60 vehicles 131 122 Yes 4 Ili 41 it JONES & CARTER. uc. 13 :_I�a ENGINEERS•PLANNERS•SURVEYORS I MATCH LINE A-A k co - Z N N ftb IIIBBB r-z n ; _ :; tillm y . NJ xR x !` W-' C 7o 171 di m itli C31 ,:4 ,i .1t,...' ' . ' i F t ,1;446. \.------ 'r'',...... 'I.:. :.1,',=.;;„ .,,I.; - .t. \ \ .., , , O i QN N Z r y #�fa .,m ( . :. . :C (J . ! -‹ 4 . : ','..;:A 4 d :' : , r ,.,!. . I . ., .. p .:, . , .. to. . . .: 1 20 .. ..ill ,,,, ...,. �° _ r .! < 4., I . ' I \-1 ni ` € i. V;. A,I, 0 2 \I y� m kr ,,,,,,,,,..,, ,. it 0 --ri � . G) ; `11 (0 r f, `j4x x o F4. ,.? a m , ..l • H o MATCH LINE A-A I I I L 1 tL MATCH LINEA-A m L 1.,, z 0 0 z Z m .,rn . y r 90! `') m D //^^P •N IC - ► XI rn mZI o^ t'4•;'. s►1+ I \\0 I i X. 1 Wim ; U1 Ul t r r m G) D rn z C m _-_- .. (0 _ N . Mil Y M Z' .� . �`. o m MATCH LINE A-A c U1 -I Capacity Analysis Capacity Analysis was performed using the computer program Synchro 9,which is based on the procedures in the Highway Capacity Manual(HCM). Capacity Analysis provides information regarding traffic operations at an intersection and is expressed in terms of the level of service (LOS).The LOS indicates the average seconds of delay experienced by a motorist at a signalized intersection,at stop sign controlled approaches and left turn movements at an unsignalized intersection. Intersection LOS range from A to F,with LOS A representing free flow conditions and LOS F representing highly congested conditions.An intersection operating at or above LOS D is typically characterized by acceptable delays. The Level of Service Measurement and Qualitative Descriptions for Signalized and Unsignalized intersections are shown in Table 3. Table 3—Level of Service Measurement and Qualitative Descriptions Level Unsignalized Signalized Of Control Delay Per Control Delay Per Description Service Vehicle(Sec) Vehicle(Sec) A 510 <_10 Good progression and short cycle lengths < >10 and<_20 Good progression or short cycle lengths,more vehicle g >10 and_15 stops C Fair progression and/or longer cycle lengths,some cycle >15 and<_25 >20 and<_35 failures < >35 and<_55 Congestion becomes noticeable,high volume to p >25 and_35 capacity ratio < >55 and<_80 Limit of acceptable delay,poor progression,long cycles, E >35 and_50 and/or high volume F >50 >80 Unacceptable to drivers,volume greater than capacity The impact of the proposed development at the study area intersections was analyzed using Capacity Analysis for the following scenarios and the Synchro 9 capacity analysis reports can be found in the Appendix. 2014 Existing Conditions • Existing traffic volumes 2016 Background Conditions • Two and a half percent annual background growth rate for two years • Volumes increased 20%on Texas and 30%on South College to account for school year traffic 2016 Projected Conditions • Two and a half percent annual background growth rate for two years • Volumes increased 20%on Texas and 30%on South College to account for school year traffic • Full build-out of the proposed development OW •* r JON ES & CARTER,INC, 16 ENGINEERS•PLANNERS.SURVEYORS wee 2014 Existing Conditions Capacity analysis was performed for 2014 Existing Conditions for the Peak Hours at the study area intersections and is summarized in Table 4.All signalized intersections and unsignalized approaches are projected to operate at an acceptable LOS during the Peak hours for 2014 Existing Conditions except the following: o Texas Avenue at University Drive o LOS E in the AM, Noon and PM Peak hours Table 4-Capacity Analysis-2014 Existing Conditions AM Peak Hour(LOS(delay)) NOON Peak Hour(LOS(delay)) PM Peak Hour(LOS(delay)) EB WB NB SB Int EB WB NB SB Int EB WB NB SB Int Unsignalized Intersections College Avenue at Driveway A B A B A B (8.1)1 (11.7) (8.3)' (13.6) (8.3)1 (12.5) College Avenue at Hensel Drive A B A B AB (7.8)1 (10.9) (8.2)1 (11.3) (8.5)1 (13.7) Texas Avenue at Hensel Drive A B A B C A B C A (8.8)1 (11.2) (0.0) (10.7)1 (15.5) (0.0) (10.6)1 (15.5) (0.0) University Drive at Calvin Moore Avenue A A A A A B (9.3) (9.1) (9.0) (9.7) (8.9) (12.2) Signalized Intersection Texas Avenue at University Drive C F D E E D F B E E E D D E E (31.3) (129.8) (50.2) (61.8) (78.6) (37.9) (132.1) (17.9) (55.1) (64.8) (73.7) (49.6) (53.7) (58.2) (56.5) University Drive at Front Street Isit D A B B B D A C A B A A A A (51.6) (8.5) (10.8) (11.4) (11.3) (46.6) (0.7) (34.4) (5.6) (20.0) (1.1) (7.0) (7.6) (7.0) VP University Drive at College Avenue D DB B C D D C B C D D E B D (40.4) (52.0) I (19.2) I (13.1) (20.3) I (36.6) I (39.8) I (30.2) (13.0) (25.7) I (52.2) (46.7) (55.7) (14.0) (42.1) 1 Left-turn level-of-service 4 E '' JONES & CARTER,,�:e. 17 III ..,..1._... ENGINEER3•PIANNERS•SURVEYORS 2016 Background Conditions Capacity analysis was performed for 2016 Background Conditions for the Peak Hours at the study area intersections and is summarized in Table 5.All signalized intersections and unsignalized approaches are projected to operate at an acceptable LOS during the Peak hours for 2016 Background Conditions except the following: o Texas Avenue at University Drive o LOS E in the Noon and PM Peak hours o LOS F in the AM Peak hour Table 5-Capacity Analysis-2016 Background Conditions AM Peak Hour(LOS(delay)) NOON Peak Hour(LOS(delay)) PM Peak Hour(LOS(delay)) EB WB NB SB Int EB WB NB SB Int EB WB NB SB Int Unsignalized Intersections College Avenue at Driveway A B A C A B (8.5)1 (13.1) (8.8)1 (16.6) (8.8)1 (14.2) College Avenue at Hensel Drive A B A B A C (8.0)1 (11.7) (8.6)1 (12.5) (9.1)1 (16.5) Texas Avenue at Hensel Drive A B A B C A B C A (9.4)1 (12.1) (0.0) (12.3)1 (19.3) (0.0) (12.1)1 (19.8) (0.0) University Drive at Calvin Moore Avenue A A A A A B (9.4) (9.0) (9.1) (9.9) (8.9) (12.2) Signalized Intersection Texas Avenue at University Drive C F D E F D F B E E F D E E E (31.5) (142.3) (47.9) (72.8) (86.3) (39.1) (145.9) (18.7) (66.9) (72.2) (83.2) (53.8) (59.3) (62.6) (62.2) University Drive at Front Street D A B B B D A C A B A A A A (51.6) (8.5) (11.5) (11.4) (11.6) (46.6) (0.7) (22.3) (4.5) (13.4) (1.1) (8.3) (7.7) (7.8) University Drive at College Avenue D DB C D D C B C D D E B D (40.4) (52.0) I B(19.8) I (14.2) (21.1) (36.7) ( (44.6) (32.0) (12.1) I (26.6) I (53.1) (47.2) (75.2) (15.2) (51.7) 1 Left-turn level-of-service �r JONES & CA RTER,INe. 18 � ENGINE ERS•PLANNERS•SURVEYORS 2016 Projected Conditions Capacity analysis was performed for 2016 Projected Conditions for the Peak Hours at the study area intersections and is summarized in Table 6.All signalized intersections and unsignalized approaches are projected to operate at an acceptable LOS during the Peak hours for 2016 Projected Conditions except the following: o Texas Avenue at University Drive o LOS E in the Noon and PM Peak hours o LOS F in the AM Peak hour o Texas Avenue at Hensel Drive o LOS E in the Noon and PM Peak hours for the Northbound approach The intersection of Texas Avenue at University maintains the same LOS from 2016 Background Conditions to 2016 Projected Conditions in all Peak Hours. LOS E and F conditions are not uncommon at an unsignalized intersection where traffic volumes on the major roadway are high, such as Texas Ave. Table 6-Capacity Analysis-2016 Projected Conditions AM Peak Hour(LOS(delay)) NOON Peak Hour(LOS(delay)) PM Peak Hour(LOS(delay)) EB WB NB SB Int EB WB NB SB Int EB WB NB SB Int Unsignalized Intersections College Avenue at Office Street I I (9A 8) I I I 1 (104) I I I (108) I College Avenue at Hensel Drive A C B D (8 5)1 I 1 (15.4 ) 1 (94)1 l I 1 (16.8) 1 I (10.1)1 1 (27.6) Texas Avenue at Hensel Drive B B F A (10.0)1 I (18.4) (0.0) I I (13.4)1 45.9 I (0) 1 I (13.4)1 (61.6) (0.0) University Drive at Driveway 2 B B B (10.9) I I ( I I (10.0) I I I I (10.2) I I _ , ,, University Drive at Driveway 3 L. B B B 11 (10.8) (10.1) (10.1) College Avenue at Driveway 1 /17 - A B A A c A C (8.6)1 (13.8) (9.0)1 (17.9) 'NI _ (9.0)1 (15.1) eSignalized IntersectionATexas Avenue at University Drive C F N. F D B E E E F E E (30.2) 60.1) (32.8) (104. 98.8) (38.0) (161.1 (18.9) 1.0 (79.0) (79.9) 3.2) 82.0) 1 (62.6) (73.0) Uni Drive at Front reef D D B C C D B C B C D B C C C (52.7) (48.8) (17.7) (24.0) (24.2) (53.5) (14.5) (25.7) (12.5) (20.9) (52.9) (10.9) (20.8) (20.6) (22.4) University Drive at College Avenue D I D I C I B I C I D I D I D 1 C I C I E I D E I C I D (41.4) (54.9) (23.2) (13.1) (22.3) (37.4) (41.4) (35.9) (24.8) (32.6) (58.5) (54.2) (20.7) (23.8) (53.1) 1 Left-turn level-of-service �rJ0NES & CARTER,i c. 19 .r ENGINEERS•PLANNERS•SURVEYORS Queue Length Analysis SimTraffic 9 was used to determine the 95th percentile queue length for the northbound left turn lane on University Drive at Front Street for 2016 Projected Conditions. The queuing and blocking reports can be found in the Appendix. The queue length is used to determine the necessary storage length. The existing northbound left-turn lane provides 150 feet of storage and deceleration.The calculated 95th percentile queue length for 2016 Projected Conditions was 198 feet in the AM Peak Hour and 55 feet in the PM Peak Hour. It is recommended that the existing northbound left-turn lane at University Drive at Front Street be extended to provide 200 feet of storage and 275 feet of deceleration for a total length of 475 feet. r JONES & CARTER.iic. 20 ENGINEERS•PLANNERS•SURVEYORS Summary and Recommendations Century Square is proposed on the west side of University Drive at College Avenue in College Station, Texas.The proposed development will consist of 90,000 SF of office space, 300 hotel rooms,250 multi- family housing units,a 58,200 SF restaurant,45,200 SF of retail space,a 37,000 SF bowling alley,a 21,000 SF grocery store,and an 8 screen movie theater. Full build-out of the proposed development is assumed by 2016. Access to the proposed site will be provided by three(3)driveways on University Drive and one driveway on College Avenue.Access will also be provided to Ball Street which provides access to Hensel Drive. Southbound right-turn lanes will be constructed on University Drive at Front Street, Driveway 2, and 3 and a westbound right-turn lane will be constructed on College Avenue at Office Street. The number of trips generated by the proposed development was estimated and traffic projections were developed at the study area intersections for 2016 Background Conditions and 2016 Projected Conditions. Capacity Analysis Capacity Analysis was performed and the impact of the proposed development at the study area intersections was analyzed for 2014 Existing Conditions,2016 Background Conditions, and 2016 Projected Conditions.All signalized intersections and unsignalized approaches are projected to operate at an acceptable LOS during the Peak hours for 2016 Projected Conditions except the following: o Texas Avenue at University Drive (signalized) N o LOS E in the Noon and PM Peak hours o LOS F in the AM Peak hour Q.3 o Texas Avenue at Hensel Drive(unsignalized) o LOS E in the Noon and PM Peak hours for the Northbound approach No mitigation measures are recommended at the signalized intersection of Texas Avenue at University since the intersection maintains the same LOS from 2016 Background Conditions to 2016 Projected Conditions in all Peak Hours. No mitigation measures are recommended at the unsignalized intersection of Texas Avenue at Hensel /7\ Drive since LOS E and F conditions are not uncommon at unsignalized intersections where traffic volumes on the major roadway are high,such as Texas Avenue. Recommendations: 1. It is recommended that right turn lanes be installed at Front Street, Driveway 2, Driveway 3,and Office Street with 30 feet of storage and 275 feet of deceleration for a total length of 305 feet. 2. It is recommended that the existing northbound left-turn lane at University Drive at Front Street/Driveway 1 be extended to provide 200 feet of storage and 275 feet of deceleration for a total length of 475 feet. a. If the northbound left-turn movement at the intersection experiences a high delay or long queue in the future then a northbound slip-left-turn lane at Driveway 3 should be considered to provide the left-in movement only. �r JONES & CARTER,it4c. 21 ._a ENGINEERS•PLANNERS•SURVEYORS Appendix Contents Appendix A Traffic Counts Appendix B Trip Generation Appendix C Capacity Analysis - 2014 Existing Conditions Appendix D Capacity Analysis - 2016 Background Conditions Appendix E Capacity Analysis - 2016 Projected Conditions Appendix A Traffic Counts ED r N N m N CO rn 0 0 .' r U CO m CO N 01 0 0 .frM F MN m N c, rO ON0m N N M rNmNMN N m (0 O r N m m O N r 0„ N Cm m 0) m Mm m 0, OrMrn m rn O m 0 N O m V M MN tM OM r M '- 0.5 M O) m 0 .- N m M rn N co co O co co V co M co O m m N O N .- co CD m Q( Q H m N UD 28V. :2 :2 :9- 89• 9 °2 := 8 :2 ::-- 7- °222882288882888A ;222 M W > Q co X0 0 0 0 0 o o N 0 <: U 0 .- 0 to O .- U .- `; N N N 0 0 G U O .- tr 0 ---. 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U(n @p o F- a < .mSg U2 NooNy eCf O ..,7,1g 1,.. , 0 > OO a_ .....)Q N F-N O . ovo v '815'8 V.,-CT 0- — ^ o aZ O H o es, � a U ) 10 aN 11 41 0 O n 1 a d 2 o 9£ SL Z 0) O 0 0 z C o 90 St 0 C 1 I I I L 801, LS LS I- 0 0 0 80 1. tS LS lop/ ul InO [LA]lol 6upped Appendix B Trip Generation Project Information Project Name: Century Square without Theater(AM) No: Date: 7/24/2014 City: State/Province: Zip/Postal Code: Country: Client Name: Analyst's Name: Edition: 9th Land Use Size AM Peak 24 Hour Entry Exit Entry Exit 710-General Office Building 90 1000 Sq.Feet Gross Floor Area 155 21 606 606 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 155 21 606 606 310-Hotel 300 Rooms 94 65 1226 1225 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 94 65 1226 1225 220-Apartment 250 Dwelling Units 25 101 820 819 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 25 101 820 819 931-Quality Restaurant 58.2 1000 Sq.Feet Gross Floor Area 266 58 2618 2617 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 266 58 2618 2617 820-Shopping Center 21 1000 Sq.Feet Gross Leasable Area 37 23 1232 1231 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 37 23 1232 1231 437-Bowling Alley 37 1000 Sq.Feet Gross Floor Area 70 46 617 616 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 70 46 617 616 850-Supermarket 21 1000 Sq.Feet Gross Floor Area 44 27 1074 1073 Reduction 0 0 0 0 Internal 0 0 0 0 Pass-by 0 0 0 0 Non-pass-by 44 27 1074 1073 Total 691 341 8193 8187 Total Reduction 0 0 0 0 Total Internal 0 0 0 0 Total Pass-by 0 0 0 0 Total Non-pass-by 691 341 8193 8187 Project Information Project Name: Century Square No: Date: 7/24/2014 IP City: State/Province: Zip/Postal Code: Country: Client Name: Analyst's Name: Edition: 9th Land Use Size PM Peak Entry Exit 710-General Office Building 90 1000 Sq.Feet Gross Floor Area 30 149 Reduction 0 0 Internal 0 0 Pass-by 0 0 Non-pass-by 30 149 310-Hotel 300 Rooms 92 88 Reduction 0 0 I. Internal 0 0 Pass-by 0 0 Non-pass-by 92 88 220-Apartment 250 Dwelling Units 101 54 Reduction 0 0 Internal 0 0 Pass-by 0 0 Non-pass-by 101 54 931-Quality Restaurant 58.2 1000 Sq.Feet Gross Floor Area 292 144 Reduction 0 0 Internal 0 0 Pass-by 128 64 Non-pass-by 164 80 I lir 820-Shopping Center Reduction 45.2 1000 Sq.Feet Gross Leasable Area 169 183 0 0 far Internal 0 0 Pass-by 83 89 Non-pass-by 86 94 437-Bowling Alley 37 1000 Sq.Feet Gross Floor Area 38 25 Reduction 0 0 Internal 0 0 Pass-by 0 0 Non-pass-by 38 25 850-Supermarket 21 1000 Sq.Feet Gross Floor Area 125 120 Reduction 0 0 Mb Internal 0 0 I Pass-by 45 43 fir Non-pass-by 80 77 444-Movie Theater with Matinee 8 Movie Screens 65 97 Reduction 0 0 Internal 0 0 Pass-by 0 0 Non-pass-by 65 97 Total 912 860 Total Reduction 0 0 Total Internal 0 0 Total Pass-by 256 196 Total Non-pass-by 656 664 II m I I I I I r Appendix C Capacity Analysis — 2014 Existing Conditions i ■ I I IL I ih Century Square Existing Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:AM Peak %-if \ i) ►c-. \ ti 5 , 1-11, / 1t.. Lane Group SEL SET SER NWL NWT NWR NEL N Lane Configurations li +4, r vivi +t r li ++1 ri 111) ++T+ Volume(vph) 107 415 147 536 720 253 91 431 197 186 1203 107 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 5024 0 4 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 5024 0 Satd.Flow(RTOR) 136 170 300 12 Lane Group Flow(vph) 116 451 160 583 783 275 99 468 214 202 1424 0 um Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 oh Permitted Phases Free Total Split(s) 19.0 42.0 19.0 42.0 19.0 40.0 19.0 40.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 13.0 36.0 55.0 13.0 36.0 72.2 13.0 16.8 120.0 30.2 34.0 Actuated g/C Ratio 0.11 0.30 0.46 0.11 0.30 0.60 0.11 0.14 1.00 0.25 0.28 v/c Ratio 0.31 0.43 0.20 1.57 0.74 0.27 0.52 0.66 0.14 0.23 0.99 Control Delay 51.9 35.2 5.2 305.4 42.7 5.2 70.2 68.8 0.2 37.4 65.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.9 35.2 5.2 305.4 42.7 5.2 70.2 68.8 0.2 37.4 65.2 LOS DD A F D A EE A DE Approach Delay 31.3 129.8 50.2 61.8 Approach LOS C F D E Queue Length 50th(ft) 43 147 10 -329 286 32 82 142 0 63 401 Queue Length 95th(ft) 73 196 49 #444 361 80 142 181 0 102 #513 Internal Link Dist(ft) 424 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 371 1061 799 371 1061 1020 191 1440 1583 865 1432 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 I Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.43 0.20 1.57 0.74 0.27 0.52 0.33 0.14 0.23 0.99 111 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.57 Intersection Signal Delay:78.6 Intersection LOS:E Intersection Capacity Utilization 79.1% ICU Level of Service D I lib Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE 0''p1 )416 02 R r! 03 04 '.!I �,. o s MI :- fir t -� X16 • X05 /a 47 ',IOW c'',,.. .111 rain . mi ., gm Page 1 Century Square Existing Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:AM Peak \ 1) -' f , , / lt-1 ib., Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 4+ 4 ? 'I ++t ) ++1+ Volume(vph) 0 7 0 1 0 5 0 682 3 90 1847 0 Satd.Flow(prot) 0 1863 0 0 1770 1583 1863 5080 0 1770 5085 0 Flt Permitted 0.950 0.950 Satd.Flow(perm) 0 1863 0 0 1770 1583 1863 5080 0 1770 5085 0 IIII Satd.Flow(RTOR) 223 1 Lane Group Flow(vph) 0 8 0 0 1 5 0 744 0 98 2008 0 Turn Type NA Split NA Free Prot NA Prot NA Protected Phases 3 4 4 5 2 1 6 Permitted Phases 3 Free Total Split(s) 20.0 20.0 22.0 22.0 16.0 58.0 20.0 62.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 10.0 10.0 120.0 66.1 11.9 83.5 Actuated g/C Ratio 0.08 0.08 1.00 0.55 0.10 0.70 v/c Ratio 0.05 0.01 0.00 0.27 0.56 0.57 Control Delay 51.6 51.0 0.0 10.8 56.8 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 ali Total Delay 51.6 51.0 0.0 10.8 56.8 9.2 LOS D D A B E A Approach Delay 51.6 8.5 10.8 11.4 Approach LOS D A B B Queue Length 50th(ft) 6 1 0 76 81 197 Queue Length 95th(ft) 22 7 0 83 m77 m115 Internal Link Dist(ft) 26 305 726 1084 Turn Bay Length(ft) 75 200 Base Capacity(vph) 225 243 1583 2797 219 3538 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 iIii Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.00 0.27 0.45 0.57 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:90(75%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.57 Intersection Signal Delay:11.3 Intersection LOS:B Intersection Capacity Utilization 61.9% ICU Level of Service B lb Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET p1 Ai2 R \ 03 4 - pi 06 ! 05 9/22/2014 Synchro 9 Report Page 2 Century Square Existing Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:AM Peak - \ ? f , / ',it / -' Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations IV/ ft, r viift, r vi +141 'i +1 41+ Volume(vph) 163 129 125 112 61 17 92 541 165 62 1616 182 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4907 0 1770 5009 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4907 0 1770 5009 0 Satd.Flow(RTOR) 173 173 77 21 Lane Group Flow(vph) 177 140 136 122 66 18 100 767 0 67 1955 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 28.0 28.0 28.0 16.0 16.0 16.0 16.0 54.0 22.0 60.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 12.2 12.2 12.2 9.2 9.2 9.2 12.2 66.7 9.9 64.3 Actuated g/C Ratio 0.10 0.10 0.10 0.08 0.08 0.08 0.10 0.56 0.08 0.54 v/c Ratio 0.51 0.39 0.43 0.46 0.24 0.06 0.56 0.28 0.46 0.73 Control Delay 55.8 53.1 7.3 58.6 53.8 0.4 62.4 13.6 60.1 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.8 53.1 7.3 58.6 53.8 0.4 62.4 13.6 60.1 11.5 LOS ED A ED A EB E B Approach Delay 40.4 52.0 19.2 13.1 Approach LOS D D B B Queue Length 50th(ft) 68 54 0 47 25 0 75 96 44 204 Queue Length 95th(ft) 102 85 31 78 48 0 128 145 m76 235 Internal Link Dist(ft) 634 473 374 597 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 643 663 437 300 309 296 188 2759 243 2694 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.21 0.31 0.41 0.21 0.06 0.53 0.28 0.28 0.73 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:96(80%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.73 Intersection Signal Delay:20.3 Intersection LOS:C Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE �1 01 /02 +615.'0 3 "'+� 0-# 05 i 16 " <, ;,a 111 9/22/2014 Synchro 9 Report Page 3 Century Square Existing Conditions 1: HENSEL STREET & TEXAS AVENUE Timing Plan:AM Peak N ). % \ f 1 , PA / ,r• Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations t t 1 ft+ 4+ 4+ Volume(veh/h) 0 552 9 16 644 0 3 0 12 0 0 0 Sign Control Free Free Stop Stop 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 Hourly flow rate(vph) 0 600 10 17 700 0 3 0 13 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 700 610 990 1340 305 1048 1345 350 vC1,stage 1 conf vol 605 605 735 735 vC2,stage 2 conf vol 385 735 313 610 vCu,unblocked vol 700 610 990 1340 305 1048 1345 350 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 98 99 100 98 100 100 100 cM capacity(veh/h) 893 965 392 338 691 341 333 646 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 400 210 17 467 233 16 0 Volume Left 0 0 0 17 0 0 3 0 Volume Right 0 0 10 0 0 0 13 0 cSH 1700 1700 1700 965 1700 1700 600 1700 Volume to Capacity 0.00 0.24 0.12 0.02 0.27 0.14 0.03 0.00 Queue Length 95th(ft) 0 0 0 1 0 0 2 0 Control Delay(s) 0.0 0.0 0.0 8.8 0.0 0.0 11.2 0.0 Lane LOS A B A Approach Delay(s) 0.0 0.2 11.2 0.0 Approach LOS B A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 1 Century Square Existing Conditions 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE Timing Plan:AM Peak Movement SEL SET SER . Lane Configurations r r +14'4 +41+ Volume(veh/h) 0 0 15 0 0 1 0 623 55 0 1885 27 all Sign Control Stop Yield Free Free 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 Hourly flow rate(vph) 0 0 16 0 0 1 0 677 60 0 2049 29 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 677 806 pX,platoon unblocked 0.81 0.81 0.79 0.81 0.81 0.97 0.79 0.97 vC,conflicting volume 2290 2801 698 1406 2785 256 2078 737 vC1,stage 1 conf vol 2064 2064 707 707 vC2,stage 2 conf vol 227 737 699 2078 vCu,unblocked vol 1505 2135 0 413 2116 116 1448 613 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 98 100 100 100 100 100 cM capacity(veh/h) 100 120 861 409 120 885 368 932 Direction,Lane# SE 1 NW 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 Volume Total 16 1 271 271 195 820 820 439 Volume Left 0 0 0 0 0 0 0 0 Volume Right 16 1 0 0 60 0 0 29 cSH 861 885 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.02 0.00 0.16 0.16 0.11 0.48 0.48 0.26 Queue Length 95th(ft) 1 0 0 0 0 0 0 0 ..- Control Delay(s) 9.3 9.1 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.3 9.1 0.0 0.0 Approach LOS A A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 2 Century Square Existing Conditions 6: DRIVEWAY & COLLEGE AVENUE Timing Plan:AM Peak C 4- 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r ) 14 " Volume(veh/h) 329 14 18 218 18 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 358 15 20 237 20 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 714 pX,platoon unblocked vC,conflicting volume 373 515 179 vC1,stage 1 cont vol 358 vC2,stage 2 conf vol 158 vCu,unblocked vol 373 515 179 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 98 96 100 cM capacity(veh/h) 1182 555 833 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 179 179 15 20 118 118 20 Volume Left 0 0 0 20 0 0 20 Volume Right 0 0 15 0 0 0 0 cSH 1700 1700 1700 1182 1700 1700 555 Volume to Capacity 0.11 0.11 0.01 0.02 0.07 0.07 0.04 Queue Length 95th(ft) 0 0 0 1 0 0 3 Control Delay(s) 0.0 0.0 0.0 8.1 0.0 0.0 11.7 Lane LOS A B Approach Delay(s) 0.0 0.6 11.7 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 Century Square Existing Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:AM Peak Movement EBL EBT WBT WBR SBL SBR Lane Configurations 5 ++ +t V' Volume(veh/h) 24 331 190 45 26 9 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 26 360 207 49 28 10 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 255 463 128 vC1,stage 1 conf vol 231 vC2,stage 2 conf vol 232 vCu,unblocked vol 255 463 128 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 98 95 99 cM capacity(veh/h) 1307 591 899 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 26 180 180 138 118 38 Volume Left 26 0 0 0 0 28 Volume Right 0 0 0 0 49 10 cSH 1307 1700 1700 1700 1700 648 Volume to Capacity 0.02 0.11 0.11 0.08 0.07 0.06 Queue Length 95th(ft) 2 0 0 0 0 5 Control Delay(s) 7.8 0.0 0.0 0.0 0.0 10.9 Lane LOS A B Approach Delay(s) 0.5 0.0 10.9 Approach LOS B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 23.4% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Century Square Existing Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:Noon Peak ‘-.111 \ 1) \ f 'I , ,--44 / Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations VII •1 r vivi +fi r ' ++1, r 'VI fiti IF Volume(vph) 215 670 166 543 849 523 154 874 809 444 863 191 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 ,, Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 r' Satd.Flow(RTOR) 149 149 559 45 Lane Group Flow(vph) 234 728 180 590 923 568 167 950 879 483 1146 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 Permitted Phases Free Total Split(s) 17.0 38.0 17.0 38.0 17.0 38.0 17.0 38.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 11.0 32.0 49.0 11.0 32.0 53.2 11.0 27.8 110.0 15.2 32.0 Actuated g/C Ratio 0.10 0.29 0.45 0.10 0.29 0.48 0.10 0.25 1.00 0.14 0.29 v/c Ratio 0.68 0.71 0.23 1.72 0.90 0.67 0.94 0.74 0.56 1.02 0.78 Control Delay 58.7 39.3 5.3 367.5 50.0 21.1 77.7 15.1 9.6 94.0 38.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.7 39.3 5.3 367.5 50.0 21.1 77.7 15.1 9.6 94.0 38.7 LOS ED A F DCEB A F D Approach Delay 37.9 132.1 17.9 55.1 Approach LOS D F B E Queue Length 50th(ft) 83 241 12 -317 328 222 107 178 402 -190 261 Queue Length 95th(ft) 125 310 52 #429 #444 381 m#152 m201 m253 #341 317 Internal Link Dist(ft) 407 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 343 1029 787 343 1029 842 177 1479 1583 475 1471 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 dr Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.71 0.23 1.72 0.90 0.67 0.94 0.64 0.56 1.02 0.78 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 ^w Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.72 Intersection Signal Delay:64.8 Intersection LOS:E Intersection Capacity Utilization 83.6% ICU Level of Service E a Analysis Period(min) 15 - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE Pc-`.31 02 R) r! 03 / 04 +4aqn +7mZ �. n. ary \71 " ' g , 2 s1 1 111 a R X05 "8 �\ 7 MI All an Century Square Existing Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:Noon Peak "'' \ j '"\ f '1 / 4 %' Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWU SWL SWT Lane Configurations 4+ 4 r' '5 MI+ '1 +ft. Volume(vph) 0 8 0 1 0 63 0 1625 3 5 58 1503 Satd.Flow(prot) 0 1863 0 0 1770 1583 1863 5085 0 0 1770 5085 Flt Permitted 0.950 0.160 Satd.Flow(perm) 0 1863 0 0 1770 1583 1863 5085 0 0 298 5085 Satd.Flow(RTOR) 243 Lane Group Flow(vph) 0 9 0 0 1 68 0 1769 0 0 68 1634 Turn Type NA Split NA Free Prot NA custom Prot NA Protected Phases 3 4 4 5 2 1 6 Permitted Phases 3 Free 1 Total Split(s) 17.0 17.0 23.0 23.0 22.0 48.0 22.0 22.0 48.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 10.0 10.0 110.0 43.0 25.0 73.5 Actuated g/C Ratio 0.09 0.09 1.00 0.39 0.23 0.67 v/c Ratio 0.05 0.01 0.04 0.89 1.00 0.48 Control Delay 46.6 46.0 0.0 34.4 76.8 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.6 46.0 0.0 34.4 76.8 2.6 LOS D D A C E A Approach Delay 46.6 0.7 34.4 5.6 Approach LOS D A C A Queue Length 50th(ft) 6 1 0 267 49 16 Queue Length 95th(ft) 22 6 0 393 m#59 m13 Internal Link Dist(ft) 26 305 726 1084 Turn Bay Length(ft) 75 200 Base Capacity(vph) 194 281 1583 1987 68 3397 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.00 0.04 0.89 1.00 0.48 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:0(0%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:1.00 Intersection Signal Delay:20.0 Intersection LOS:B Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET 4101 /02 NL 034 i 06 05 9/22/2014 Synchro 9 Report Page 2 Century Square Existing Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:Noon Peak ►v Lane Group SWR L4onfigurations Volume(vph) 0 Satd.Flow(prot) 0 Flt Permitted Satd.Flow(perm) 0 Satd.Flow(RTOR) Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Total Split(s) Total Lost Time(s) Act Effct Green(s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th(ft) Queue Length 95th(ft) Internal Link Dist(ft) Turn Bay Length(ft) Base Capacity(vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 9/22/2014 Synchro 9 Report Page 3 Century Square Existing Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:Noon Peak ..y( \ 1) f , / i Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations li) ++ r 'I) T+ r 1 tft '1 IL Volume(vph) 284 132 166 186 101 85 131 1380 198 69 1173 267 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4989 0 1770 4943 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4989 0 1770 4943 0 Satd.Flow(RTOR) 170 134 28 53 Lane Group Flow(vph) 309 143 180 202 110 92 142 1715 0 75 1565 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 28.0 28.0 28.0 20.0 20.0 20.0 16.0 49.0 13.0 46.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 16.2 16.2 16.2 11.8 11.8 11.8 13.0 50.9 9.1 46.9 Actuated g/C Ratio 0.15 0.15 0.15 0.11 0.11 0.11 0.12 0.46 0.08 0.43 v/c Ratio 0.61 0.27 0.48 0.55 0.29 0.32 0.68 0.74 0.51 0.73 Control Delay 48.7 41.9 11.5 51.9 46.5 5.4 63.5 27.5 83.9 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 41.9 11.5 51.9 46.5 5.4 63.5 27.5 83.9 9.6 LOS D D B D D A E C F A Approach Delay 36.6 39.8 30.2 13.0 Approach LOS D D C B Queue Length 50th(ft) 106 47 6 70 38 0 95 354 57 254 Queue Length 95th(ft) 143 74 64 106 64 19 #203 463 #106 309 Internal Link Dist(ft) 634 473 374 597 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 702 723 459 452 466 325 210 2321 149 2138 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.20 0.39 0.45 0.24 0.28 0.68 0.74 0.50 0.73 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:5(5%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.74 Intersection Signal Delay:25.7 Intersection LOS:C Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE iIFPAMIIIIIIIIIIIIIIIIIIIII ;1)63 lir04 J 05 06 • Mi - 9/22/2014 Synchro 9 Report Page 4 Century Square Existing Conditions 1: HENSEL STREET & TEXAS AVENUE Timing Plan:Noon Peak -31 \ r \ f , / / ' Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations "i f t ' 41.4 4+ 4 Volume(veh/h) 0 973 8 13 1011 0 6 0 17 0 0 0 Sign Control Free Free Stop Stop 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 Hourly flow rate(vph) 0 1058 9 14 1099 0 7 0 18 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1099 1066 1640 2189 533 1674 2193 549 vC1,stage 1 conf vol 1062 1062 1127 1127 vC2,stage 2 conf vol 578 1127 547 1066 vCu,unblocked vol 1099 1066 1640 2189 533 1674 2193 549 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 98 97 100 96 100 100 100 cM capacity(veh/h) 631 649 213 199 491 193 195 479 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 705 361 14 733 366 25 0 Volume Left 0 0 0 14 0 0 7 0 Volume Right 0 0 9 0 0 0 18 0 cSH 1700 1700 1700 649 1700 1700 366 1700 Volume to Capacity 0.00 0.41 0.21 0.02 0.43 0.22 0.07 0.00 Queue Length 95th(ft) 0 0 0 2 0 0 5 0 Control Delay(s) 0.0 0.0 0.0 10.7 0.0 0.0 15.5 0.0 Lane LOS B C A Approach Delay(s) 0.0 0.1 15.5 0.0 Approach LOS C A Intersec^ Average Delay 0.2 Intersection Capacity Utilization 37.9% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 1 Century Square Existing Conditions 4: UNIVERSITY DRIVE & CALVIN MOORE} AVENUE Timing Plan:Noon Peak %-31' \ X % \ f 1 , PA fi, i Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations r r +ffig* Volume(veh/h) 0 0 24 0 0 36 0 1650 41 0 1367 22 Sign Control Stop Yield Free Free 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 Hourly flow rate(vph) 0 0 26 0 0 39 0 1793 45 0 1486 24 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 677 806 pX,platoon unblocked 0.81 0.81 0.85 0.81 0.81 0.74 0.85 0.74 vC,conflicting volume 2135 3336 507 2337 3326 620 1510 1838 vC1,stage 1 conf vol 1498 1498 1816 1816 vC2,stage 2 conf vol 637 1838 521 1510 vCu,unblocked vol 370 1848 0 619 1835 0 995 900 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 0 100 97 100 100 95 100 100 cM capacity(veh/h) -277 151 925 204 152 802 590 555 Direction,Lane# SE 1 NW 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 Volume Total 26 39 717 717 403 594 594 321 Volume Left 0 0 0 0 0 0 0 0 Volume Right 26 39 0 0 45 0 0 24 cSH 925 802 1700 1700 1700 1700 1700 1700 - Volume to Capacity 0.03 0.05 0.42 0.42 0.24 0.35 0.35 0.19 Queue Length 95th(ft) 2 4 0 0 0 0 0 0 Control Delay(s) 9.0 9.7 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.0 9.7 0.0 0.0 Approach LOS A A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 42.8% ICU Level of Service A ® i" Analysis Period(min) 15 a iii 9/22/2014 Synchro 9 Report Page 2 Century Square Existing Conditions 6: Driveway & COLLEGE AVENUE Timing Plan:Noon Peak -► c41E- 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r ft Volume(veh/h) 334 20 64 321 64 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 363 22 70 349 70 9 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 714 pX,platoon unblocked vC,conflicting volume 385 677 182 vC1,stage 1 conf vol 363 vC2,stage 2 conf vol 314 vCu,unblocked vol 385 677 182 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 94 85 99 cM capacity(veh/h) 1170 473 830 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 182 182 22 70 174 174 78 Volume Left 0 0 0 70 0 0 70 Volume Right 0 0 22 0 0 0 9 cSH 1700 1700 1700 1170 1700 1700 497 Volume to Capacity 0.11 0.11 0.01 0.06 0.10 0.10 0.16 Queue Length 95th(ft) 0 0 0 5 0 0 14 Control Delay(s) 0.0 0.0 0.0 8.3 0.0 0.0 13.6 Lane LOS A B Approach Delay(s) 0.0 1.4 13.6 Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 26.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 Century Square Existing Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:Noon Peak Movement EBL EBT WBT WBR SBL SBR Lane Configurations '1 44 4'1 V Volume(veh/h) 8 353 363 24 15 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 9 384 395 26 16 12 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 421 617 210 vC1,stage 1 conf vol 408 vC2,stage 2 conf vol 209 vCu,unblocked vol 421 617 210 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 99 97 98 cM capacity(vehlh) 1135 510 795 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 9 192 192 263 158 28 Volume Left 9 0 0 0 0 16 Volume Right 0 0 0 0 26 12 cSH 1135 1700 1700 1700 1700 601 Volume to Capacity 0.01 0.11 0.11 0.15 0.09 0.05 Queue Length 95th(ft) 1 0 0 0 0 4 Control Delay(s) 8.2 0.0 0.0 0.0 0.0 11.3 Lane LOS A B Approach Delay(s) 0.2 0.0 11.3 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 20.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Century Square Existing Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:PM Peak \ M \ f , , , (k / Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 'fili ++ r vi ++ r .1 t41 r 1111 + Volume(vph) 258 669 111 539 704 538 198 1443 1023 441 719 159 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 Satd.Flow(RTOR) 126 126 590 40 Lane Group Flow(vph) 280 727 121 586 765 585 215 1568 1112 479 955 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 Permitted Phases Free Total Split(s) 17.0 34.0 29.0 46.0 20.0 43.0 24.0 47.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 11.0 28.0 48.0 23.0 40.0 64.0 14.0 37.0 130.0 18.0 41.0 Actuated gIC Ratio 0.08 0.22 0.37 0.18 0.31 0.49 0.11 0.28 1.00 0.14 0.32 v/c Ratio 0.97 0.95 0.18 0.97 0.70 0.69 1.13 1.08 0.70 1.01 0.60 Control Delay 103.8 73.5 4.8 82.0 43.9 24.6 140.4 74.4 7.7 98.7 37.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 103.8 73.5 4.8 82.0 43.9 24.6 140.4 74.4 7.7 98.7 37.8 LOS F E A F D C F E A F D Approach Delay 73.7 49.6 53.7 58.2 Approach LOS E D D E Queue Length 50th(ft) 123 321 0 255 300 295 -207 -531 114 -213 238 Queue Length 95th(ft) #214 #444 38 #372 372 438 m#326 #632 1058 #327 287 Internal Link Dist(ft) 474 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 290 762 663 607 1088 843 190 1447 1583 475 1587 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.95 0.18 0.97 0.70 0.69 1.13 1.08 0.70 1.01 0.60 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.13 Intersection Signal Delay:56.5 Intersection LOS:E Intersection Capacity Utilization 94.3% ICU Level of Service F Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE Cpl kii,02 ' 35 03 i 04 f iK,: .",',,',',#':',', . 4,1. , .'M WAS` .<:IM "'%;4r E.d sty. s_1( !'08 flf07 b R " _ 5a, a , , w$._,:$.;:,..'".''''!. r r'F'.., moi: 1 i Century Square Existing Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:PM Peak - \ ?? ►f-• \ f , , fk i k.. Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 4+ 4 ' 'I ft'T '1 +4 Volume(vph) 0 0 0 3 0 151 0 2491 1 9 1392 0 Satd.Flow(prot) 0 1863 0 0 1770 1583 1863 5085 0 1770 5085 0 Flt Permitted 0.950 0.950 Satd.Flow(perm) 0 1863 0 0 1770 1583 1863 5085 0 1770 5085 0 Satd.Flow(RTOR) 206 Lane Group Flow(vph) 0 0 0 0 3 164 0 2709 0 10 1513 0 Turn Type Split NA Free Prot NA Prot NA Protected Phases 3 4 4 5 2 1 6 Permitted Phases 3 Free Total Split(s) 21.0 21.0 26.0 26.0 20.0 63.0 20.0 63.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 10.0 130.0 90.9 6.3 93.5 Actuated g/C Ratio 0.08 1.00 0.70 0.05 0.72 v/c Ratio 0.02 0.10 0.76 0.12 0.41 Control Delay 56.0 0.1 7.0 58.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 56.0 0.1 7.0 58.3 7.3 LOS E A A E A Approach Delay 1.1 7.0 7.6 Approach LOS A A A Queue Length 50th(ft) 2 0 213 7 245 Queue Length 95th(ft) 13 0 m268 m11 m264 Internal Link Dist(ft) 26 305 726 1084 Turn Bay Length(ft) 75 200 Base Capacity(vph) 279 1583 3554 197 3657 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.01 0.10 0.76 0.05 0.41 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 125(96%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.76 Intersection Signal Delay:7.0 Intersection LOS:A Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET fk01 'p2 R NI, 03 4 06 , 05 14 a Vii:. s Vit- V ,:a Y ' 9/22/2014 Synchro 9 Report Page 2 Century Square Existing Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:PM Peak _ \ f , / -- ft. " rr-. Lane Group SEL SET SER NWL NWT, NWR NEL NET NER SWL SWT SWR Lane Configurations 151 ++ r 'I) ft r 1 ++1+ 'I +14+ Volume(vph) 420 143 106 236 188 142 130 1938 252 50 1051 345 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4897 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4897 0 Satd.Flow(RTOR) 115 143 22 76 Lane Group Flow(vph) 457 155 115 257 204 154 141 2381 0 54 1517 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 27.0 27.0 27.0 26.0 26.0 26.0 19.0 61.0 16.0 58.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 21.5 21.5 21.5 16.4 16.4 16.4 13.2 61.4 8.8 57.0 Actuated g/C Ratio 0.17 0.17 0.17 0.13 0.13 0.13 0.10 0.47 0.07 0.44 v/c Ratio 0.81 0.27 0.32 0.59 0.46 0.48 0.79 1.00 0.45 0.69 Control Delay 64.0 48.4 10.7 59.0 55.4 14.6 86.1 53.8 92.2 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.0 48.4 10.7 59.0 55.4 14.6 86.1 53.8 92.2 11.2 LOS EDBE E B F D F B Approach Delay 52.2 46.7 55.7 14.0 Approach LOS D D E B Queue Length 50th(ft) 188 58 0 106 84 8 117 -810 48 68 Queue Length 95th(ft) #265 95 54 146 121 71 #224 #929 95 89 Internal Link Dist(ft) 634 473 374 597 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 588 607 366 541 558 370 187 2371 142 2189 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.26 0.31 0.48 0.37 0.42 0.75 1.00 0.38 0.69 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 110(85%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:1.00 Intersection Signal Delay:42.1 Intersection LOS:D Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. - Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE filhdi 02 R p3 o4 J 05 I/06 R ' 4 Page 3 Century Square Existing Conditions 1: HENSEL STREET & TEXAS AVENUE Timing Plan:PM Peak .art \ \ f ) ,- ,-v4 i 1r-' Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations ) 41+ 4+ 4+ Volume(veh/h) 0 934 6 27 872 0 12 0 49 0 0 0 Sign Control Free Free Stop Stop 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 Hourly flow rate(vph) 0 1015 7 29 948 0 13 0 53 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 948 1022 1551 2025 511 1567 2028 474 vC1,stage 1 conf vol 1018 1018 1007 1007 vC2,stage 2 conf vol 533 1007 561 1022 vCu,unblocked vol 948 1022 1551 2025 511 1567 2028 474 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 96 94 100 90 100 100 100 cM capacity(veh/h) 720 675 227 218 508 213 208 537 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 677 345 29 632 316 66 0 Volume Left 0 0 0 29 0 0 13 0 Volume Right 0 0 7 0 0 0 53 0 cSH 1700 1700 1700 675 1700 1700 408 1700 Volume to Capacity 0.00 0.40 0.20 0.04 0.37 0.19 0.16 0.00 Queue Length 95th(ft) 0 0 0 3 0 0 14 0 Control Delay(s) 0.0 0.0 0.0 10.6 0.0 0.0 15.5 0.0 Lane LOS B C A Approach Delay(s) 0.0 0.3 15.5 0.0 Approach LOS C A tntersect`rori Starimary Average Delay 0.6 Intersection Capacity Utilization 36.4% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 1 Century Square Existing Conditions 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE Timing Plan:PM Peak \ ) _ \ f "5 if ',it ft, i Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations r r 141 +ft Volume(veh/h) 0 0 29 0 0 89 0 2344 19 0 1367 22 Sign Control Stop Stop Free Free 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 Hourly flow rate(vph) 0 0 32 0 0 97 0 2548 21 0 1486 24 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 677 806 pX,platoon unblocked 0.61 0.61 0.88 0.61 0.61 0.55 0.88 0.55 vC,conflicting volume 2444 4066 507 3085 4068 860 1510 2568 vC1,stage 1 conf vol 1498 1498 2558 2558 vC2,stage 2 conf vol 946 2568 527 1510 vCu,unblocked vol 0 2496 0 890 2499 0 1113 1003 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 97 100 100 84 100 100 cM capacity(veh/h) 524 102 957 134 103 599 550 379 Direction,Lane# SE 1 NW 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 Volume Total 32 97 1019 1019 530 594 594 321 Volume Left 0 0 0 0 0 0 0 0 Volume Right 32 97 0 0 21 0 0 24 cSH 957 599 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.03 0.16 0.60 0.60 0.31 0.35 0.35 0.19 Queue Length 95th(ft) 3 14 0 0 0 0 0 0 Control Delay(s) 8.9 12.2 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 8.9 12.2 0.0 0.0 Approach LOS A B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 2 Century Square Existing Conditions 6: DRIVEWAY & COLLEGE AVENUE Timing Plan:PM Peak -- - c 4- 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r i ft V Volume(veh/h) 381 14 35 449 35 18 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 414 15 38 488 38 20 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 714 pX,platoon unblocked 1.00 vC,conflicting volume 429 734 207 vC1,stage 1 conf vol 414 vC2,stage 2 conf vol 320 vCu,unblocked vol 429 726 207 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 97 92 98 cM capacity(veh/h) 1127 459 799 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 207 207 15 38 244 244 58 Volume Left 0 0 0 38 0 0 38 Volume Right 0 0 15 0 0 0 20 cSH 1700 1700 1700 1127 1700 1700 537 Volume to Capacity 0.12 0.12 0.01 0.03 0.14 0.14 0.11 Queue Length 95th(ft) 0 0 0 3 0 0 9 Control Delay(s) 0.0 0.0 0.0 8.3 0.0 0.0 12.5 Lane LOS A B Approach Delay(s) 0.0 0.6 12.5 Approach LOS B Intersection``I° U`°ary Average Delay 1.0 Intersection Capacity Utilization 27.2% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 d I Century Square Existing Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:PM Peak - ` __► a-- l.,, \ 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations '1 ft t Volume(veh/h) 15 325 423 60 71 31 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 353 460 65 77 34 Pedestrians Lane Width(ft) 1 ..„ Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 525 702 262 vC1,stage 1 conf vol 492 vC2,stage 2 conf vol 209 vCu,unblocked vol 525 702 262 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 98 83 95 cM capacity(veh/h) 1038 464 736 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 16 177 177 307 218 111 Volume Left 16 0 0 0 0 77 Volume Right 0 0 0 0 65 34 cSH 1038 1700 1700 1700 1700 523 Volume to Capacity 0.02 0.10 0.10 0.18 0.13 0.21 Queue Length 95th(ft) 1 0 0 0 0 20 Control Delay(s) 8.5 0.0 0.0 0.0 0.0 13.7 Lane LOS A B Approach Delay(s) 0.4 0.0 13.7 Approach LOS B Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Appendix D Capacity Analysis - 2016 Background Conditions Century Square TIA Background Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:AM Peak \ Aa , \ f , , fk / *-• Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Vi ++ rrPi Tt r vill tft r vi tft. P Volume(vph) 112 436 154 563 756 266 96 453 207 195 1263 112 ( Satd.Flow(prot) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 5024 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 5024 0 *` Satd.Flow(RTOR) 136 154 300 12 Lane Group Flow(vph) 122 474 167 612 822 289 104 492 225 212 1495 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 Permitted Phases Free Total Split(s) 19.0 42.0 19.0 42.0 19.0 40.0 19.0 40.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 13.0 36.0 55.0 13.0 36.0 71.7 13.0 17.3 120.0 29.7 34.0 Actuated g/C Ratio 0.11 0.30 0.46 0.11 0.30 0.60 0.11 0.14 1.00 0.25 0.28 v/c Ratio 0.33 0.45 0.12 1.65 0.77 0.29 0.28 0.67 0.14 0.25 1.04 Control Delay 52.2 35.6 5.0 338.1 44.2 6.4 59.1 67.3 0.2 38.1 77.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 35.6 5.0 338.1 44.2 6.4 59.1 67.3 0.2 38.1 77.8 LOS D D A F D A E E A D E ,. Approach Delay 31.5 142.3 47.9 72.8 Approach LOS C F D E Queue Length 50th(ft) 45 155 7 -354 305 43 44 149 0 68 -457 Queue Length 95th(ft) 76 207 28 #470 382 97 75 189 1 107 #556 Internal Link Dist(ft) 350 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 371 1061 1351 371 1061 1007 371 1440 1583 848 1432 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 MO Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.45 0.12 1.65 0.77 0.29 0.28 0.34 0.14 0.25 1.04 all. Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.65 Intersection Signal Delay:86.3 Intersection LOS:F Intersection Capacity Utilization 81.7% ICU Level of Service D u, Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE •'01 A 02'R I 03 /04 ^:c 1 r �\\ c'. .. W amyvs k k,,plre NI ta_ „.,a, 29k�C . e 'n V ,u r 6 R 05 /108 02 ' MI ;s Page 1 Century Square TIA Background Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:AM Peak N % \ 1) \ f 5 , (k i 1-. Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 4+ 4 r ) 141 '1 Tti Volume(vph) 0 7 0 1 0 5 0 716 3 95 1939 0 Satd.Flow(prot) 0 1863 0 0 1770 1583 1863 5080 0 1770 5085 0 Flt Permitted 0.950 0.950 Satd.Flow(perm) 0 1863 0 0 1770 1583 1863 5080 0 1770 5085 0 Satd.Flow(RTOR) 223 1 Lane Group Flow(vph) 0 8 0 0 1 5 0 781 0 103 2108 0 Turn Type NA Split NA Free Prot NA Prot NA Protected Phases 3 4 4 5 2 1 6 Permitted Phases 3 Free Total Split(s) 20.0 20.0 22.0 22.0 16.0 58.0 20.0 62.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 10.0 10.0 120.0 65.7 12.3 83.5 Actuated g/C Ratio 0.08 0.08 1.00 0.55 0.10 0.70 v/c Ratio 0.05 0.01 0.00 0.28 0.57 0.60 Control Delay 51.6 51.0 0.0 11.5 58.4 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.6 51.0 0.0 11.5 58.4 9.1 LOS D D A B E A Approach Delay 51.6 8.5 11.5 11.4 Approach LOS D A B B Queue Length 50th(ft) 6 1 0 73 85 149 Queue Length 95th(ft) 22 7 0 98 m80 ml16 Internal Link Dist(ft) 26 305 726 1084 Turn Bay Length(ft) 75 200 Base Capacity(vph) 225 243 1583 2783 220 3538 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.00 0.28 0.47 0.60 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:90(75%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.60 Intersection Signal Delay: 11.6 Intersection LOS:B Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY/� DRIVE&POLO ROAD/FRONT STREET/' (k01 02 R } 4 �` 18. i "a ..!r ,�caa� � war. 'wn„ d"! �, �� 8 "� '�+u �x`„r.. �� °, �" '06 R 9/22/2014 Synchro 9 Report Page 2 Century Square TIA Background Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:AM Peak •-_ \ )) \ r' , , '- / k. Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 151 ft, r "p ft, r 15 4t '1 +44T Volume(vph) 171 135 131 118 64 18 97 568 173 65 1697 191 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4907 0 1770 5009 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4907 0 1770 5009 0 Satd.Flow(RTOR) 173 173 77 21 Lane Group Flow(vph) 186 147 142 128 70 20 105 805 0 71 2053 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 28.0 28.0 28.0 16.0 16.0 16.0 16.0 54.0 22.0 60.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 12.7 12.7 12.7 9.3 9.3 9.3 12.5 65.9 10.2 63.5 Actuated g/C Ratio 0.11 0.11 0.11 0.08 0.08 0.08 0.10 0.55 0.08 0.53 v/c Ratio 0.51 0.39 0.44 0.48 0.26 0.07 0.57 0.30 0.48 0.77 Control Delay 55.4 52.6 8.0 59.0 54.0 0.5 62.9 14.2 62.4 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.4 52.6 8.0 59.0 54.0 0.5 62.9 14.2 62.4 12.6 LOS ED A ED A E B E B Approach Delay 40.4 52.0 19.8 14.2 Approach LOS D D B B Queue Length 50th(ft) 72 57 0 49 27 0 78 104 53 217 Queue Length 95th(ft) 105 87 36 81 51 0 134 158 m76 247 Internal Link Dist(ft) 634 473 374 597 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 643 663 437 300 309 296 191 2727 243 2661 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.22 0.32 0.43 0.23 0.07 0.55 0.30 0.29 0.77 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:96(80%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.77 Intersection Signal Delay:21.1 Intersection LOS:C Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:UNIVERSITYyy�� DRIVE&BIZELL STREET/COLLEGE AVENUECli �,�( 01 / P2 3 X104 '._w Ar .1.'Ea ‘° r'"alb.,.It.i *,�s;� �' ,\�R a�V: 16;` .tir. 05 • R 1, ,NSMIIIII i ,., \a 9/22/2014 Synchro 9 Report Page 3 Century Square TIA Background Conditions 1: HENSEL STREET & TEXAS AVENUE Timing Plan:AM Peak Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 'j 44+ 'I +I 4+ 4+ Volume(veh/h) 0 696 9 17 811 0 3 0 13 0 0 0 Sign Control Free Free Stop Stop 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 Hourly flow rate(vph) 0 757 10 18 882 0 3 0 14 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 882 766 1239 1680 383 1311 1685 441 vC1,stage 1 conf vol 761 761 918 918 vC2,stage 2 conf vol 478 918 392 766 vCu,unblocked vol 882 766 1239 1680 383 1311 1685 441 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 98 99 100 98 100 100 100 cM capacity(veh/h) 763 843 314 271 615 263 266 564 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 504 262 18 588 294 17 0 Volume Left 0 0 0 18 0 0 3 0 Volume Right 0 0 10 0 0 0 14 0 cSH 1700 1700 1700 843 1700 1700 521 1700 Volume to Capacity 0.00 0.30 0.15 0.02 0.35 0.17 0.03 0.00 Queue Length 95th(ft) 0 0 0 2 0 0 3 0 Control Delay(s) 0.0 0.0 0.0 9.4 0.0 0.0 12.1 0.0 Lane LOS A B A Approach Delay(s) 0.0 0.2 12.1 0.0 Approach LOS B A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 1 Century Square TIA Background Conditions 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE Timing Plan:AM Peak s-ir \ , \ f , , . / tt. Movement SEL, SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations rr r +41 +14* Volume(veh/h) 0 0 16 0 0 1 0 654 58 0 1979 28 Sign Control Stop Yield Free Free 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 Hourly flow rate(vph) 0 0 17 0 0 1 0 711 63 0 2151 30 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 677 806 pX,platoon unblocked 0.79 0.79 0.77 0.79 0.79 0.96 0.77 0.96 vC,conflicting volume 2404 2940 732 1477 2924 268 2182 774 vC1,stage 1 conf vol 2166 2166 742 742 vC2,stage 2 conf vol 238 774 734 2182 vCu,unblocked vol 1531 2207 0 362 2186 99 1505 625 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 98 100 100 100 100 100 cM capacity(veh/h) 91 111 839 403 110 901 341 916 Direction,Lane# SE 1 NW 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 Volume Total 17 1 284 284 205 860 860 461 Volume Left 0 0 0 0 0 0 0 0 Volume Right 17 1 0 0 63 0 0 30 cSH 839 901 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.02 0.00 0.17 0.17 0.12 0.51 0.51 0.27 Queue Length 95th(ft) 2 0 0 0 0 0 0 0 Control Delay(s) 9.4 9.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.4 9.0 0.0 0.0 Approach LOS A A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 2 Century Square TIA Background Conditions 6: DRIVEWAY & COLLEGE AVENUE Timing Plan:AM Peak Movement EBT EBR WBL WBT NBL NBR Lane Configurations 44 r ) ft f Volume(veh/h) 449 15 20 298 19 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 488 16 22 324 21 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 714 pX,platoon unblocked vC,conflicting volume 504 693 244 vC1,stage 1 conf vol 488 vC2,stage 2 conf vol 205 vCu,unblocked vol 504 693 244 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 98 96 100 cM capacity(veh/h) 1056 467 757 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 244 244 16 22 162 162 21 Volume Left 0 0 0 22 0 0 21 Volume Right 0 0 16 0 0 0 0 cSH 1700 1700 1700 1056 1700 1700 467 Volume to Capacity 0.14 0.14 0.01 0.02 0.10 0.10 0.04 Queue Length 95th(ft) 0 0 0 2 0 0 3 Control Delay(s) 0.0 0.0 0.0 8.5 0.0 0.0 13.1 Lane LOS A B Approach Delay(s) 0.0 0.5 13.1 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 Century Square TIA Background Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:AM Peak Movement EBL EBT WBT WBR SBL, SBR Lane Configurations +1 Volume(vehlh) 25 452 259 47 27 9 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 27 491 282 51 29 10 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 333 607 166 vC 1,stage 1 conf vol 307 vC2,stage 2 conf vol 300 vCu,unblocked vol 333 607 166 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 98 94 99 cM capacity(veh/h) 1224 517 849 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 27 246 246 188 145 39 Volume Left 27 0 0 0 0 29 Volume Right 0 0 0 0 51 10 cSH 1224 1700 1700 1700 1700 573 Volume to Capacity 0.02 0.14 0.14 0.11 0.09 0.07 Queue Length 95th(ft) 2 0 0 0 0 5 Control Delay(s) 8.0 0.0 0.0 0.0 0.0 11.7 Lane LOS A B Approach Delay(s) 0.4 0.0 11.7 Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 25.3% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Century Square Background Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:Noon Peak .-% \ )) _ \ f 'I if ,-4 fk / *-' Ill Lane Group SEL SET SER NWL NWT NWR NEL NET AIIIIIIIIIt SWT SWR Lane Configurations VI 44+ rr m +1 r "l'I +++ r Vi ill+ Volume(vph) 226 704 174 570 891 549 162 918 849 466 906 201 Satd.Flow(prot) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 + Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 Satd.Flow(RTOR) 149 149 557 45 Lane Group Flow(vph) 246 765 189 620 968 597 176 998 923 507 1203 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 an Permitted Phases Free Total Split(s) 17.0 38.0 17.0 38.0 17.0 38.0 17.0 38.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 11.0 32.0 49.0 11.0 32.0 52.3 11.0 28.7 110.0 14.3 32.0 Actuated g/C Ratio 0.10 0.29 0.45 0.10 0.29 0.48 0.10 0.26 1.00 0.13 0.29 v/c Ratio 0.72 0.74 0.14 1.81 0.94 0.72 0.51 0.75 0.58 1.14 0.82 Control Delay 60.6 40.5 5.1 404.8 55.6 23.4 43.3 24.9 7.2 129.9 40.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.6 40.5 5.1 404.8 55.6 23.4 43.3 24.9 7.2 129.9 40.3 LOS ED A F ECDC A F D On Approach Delay 39.1 145.9 18.7 66.9 Approach LOS D F B E Queue Length 50th(ft) 88 257 9 -340 351 250 58 197 126 -220 279 Queue Length 95th(ft) #139 328 31 #453 #481 418 m98 269 424 #360 336 Internal Link Dist(ft) 407 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 343 1029 1324 343 1029 830 343 1479 1583 446 1471 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 illi Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.74 0.14 1.81 0.94 0.72 0.51 0.67 0.58 1.14 0.82 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.81 Intersection Signal Delay:72.2 Intersection LOS:E Intersection Capacity Utilization 86.8% ICU Level of Service E i ` Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE A-`01 t 03 I/04 - 05 48 x`07 Century Square Background Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:Noon Peak \ )) '" , , / fk r( Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 4 4 r' ) +I 'I t Volume(vph) 0 8 0 1 0 66 0 1706 3 61 1578 0 Satd.Flow(plot) 0 1863 0 0 1770 1583 1863 5085 0 1770 5085 0 Flt Permitted 0.950 0.950 Satd.Flow(perm) 0 1863 0 0 1770 1583 1863 5085 0 1770 5085 0 Satd.Flow(RTOR) 243 Lane Group Flow(vph) 0 9 0 0 1 72 0 1857 0 66 1715 0 Turn Type NA Split NA Free Prot NA Prot NA Protected Phases 3 4 4 5 2 1 6 Permitted Phases 3 Free Total Split(s) 17.0 17.0 23.0 23.0 22.0 48.0 22.0 48.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 10.0 10.0 110.0 60.8 9.5 73.5 Actuated g/C Ratio 0.09 0.09 1.00 0.55 0.09 0.67 v/c Ratio 0.05 0.01 0.05 0.66 0.43 0.50 Control Delay 46.6 46.0 0.1 22.3 56.6 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.6 46.0 0.1 22.3 56.6 2.5 LOS D D A C E A 111 Approach Delay 46.6 0.7 22.3 4.5 Approach LOS D A C A Queue Length 50th(ft) 6 1 0 292 37 17 Queue Length 95th(ft) 22 6 0 404 m38 m14 Internal Link Dist(ft) 26 305 726 1084 Turn Bay Length(ft) 75 200 Base Capacity(vph) 194 281 1583 2810 265 3397 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 I m Storage Cap Reductn 0 0 0 0.000 0.660 0 Reduced v/c Ratio 0.05 0.05 0.25 0.50 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:0(0%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.66 Intersection Signal Delay:13.4 Intersection LOS:B Intersection Capacity Utilization 59.3% ICU Level of Service B s Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET `. 1 /02 i 034 ■ ap ilb 9/22/2014 Synchro 9 Report Page 2 Century Square Background Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:Noon Peak N _ \ tf , , 'A fk I Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 'I) $4 r ¶19 $4 r' 19 14i '1 +44* Volume(vph) 298 139 174 195 106 38 138 1449 206 69 1173 267 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4989 0 1770 4943 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4989 0 1770 4943 0 Satd.Flow(RTOR) 167 134 28 53 Lane Group Flow(vph) 324 151 189 212 115 41 150 1799 0 75 1565 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 28.0 28.0 28.0 20.0 20.0 20.0 16.0 49.0 13.0 46.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 16.8 16.8 16.8 12.1 12.1 12.1 13.4 50.3 8.8 45.7 Actuated g/C Ratio 0.15 0.15 0.15 0.11 0.11 0.11 0.12 0.46 0.08 0.42 v/c Ratio 0.62 0.28 0.49 0.56 0.30 0.14 0.70 0.78 0.53 0.75 Control Delay 48.3 41.5 13.0 52.1 46.4 1.0 64.7 29.2 86.1 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.3 41.5 13.0 52.1 46.4 1.0 64.7 29.2 86.1 8.5 LOS DD BDD A EC F A Approach Delay 36.7 44.6 32.0 12.1 Approach LOS D D C B Queue Length 50th(ft) 111 50 14 74 40 0 100 386 57 252 Queue Length 95th(ft) 148 76 74 110 67 0 #225 496 #114 302 Internal Link Dist(ft) 634 473 374 597 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 702 723 456 452 466 325 215 2294 145 2084 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.21 0.41 0.47 0.25 0.13 0.70 0.78 0.52 0.75 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:5(5%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.78 Intersection Signal Delay:26.6 Intersection LOS:C Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE 401 11121111.111111.11111111.11111111 14%03 04 MI / M M ;> 05 i06 • iii i. 9/22/2014 Synchro 9 Report Page 3 Century Square Background Conditions 1: HENSEL STREET & TEXAS AVENUE Timing Plan:Noon Peak III \ i) , \ f , , .-Ak fk / ' Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations ill ft+ 'I 41+ 4+ 4+ Volume(veh/h) 0 1226 8 14 1274 0 6 0 18 0 0 0 Sign Control Free Free Stop Stop ISsGrade 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 Hourly flow rate(vph) 0 1333 9 15 1385 0 7 0 20 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) Ow pX,platoon unblocked vC,conflicting volume 1385 1341 2060 2752 671 2101 2757 692 Al.. vC1,stage 1 conf vol 1337 1337 1415 1415 _,. vC2,stage 2 conf vol 723 1415 686 1341 vCu,unblocked vol 1385 1341 2060 2752 671 2101 2757 692 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 97 96 100 95 100 100 100 cM capacity(veh/h) 491 510 146 141 399 128 136 386 lie Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 888 453 15 923 462 26 0 10` Volume Left 0 0 0 15 0 0 7 0 Volume Right 0 0 9 0 0 0 20 0 cSH 1700 1700 1700 510 1700 1700 278 1700 Volume to Capacity 0.00 0.52 0.27 0.03 0.54 0.27 0.09 0.00 Queue Length 95th(ft) 0 0 0 2 0 0 8 0 Control Delay(s) 0.0 0.0 0.0 12.3 0.0 0.0 19.3 0.0 Lane LOS B C A Approach Delay(s) 0.0 0.1 19.3 0.0 Approach LOS C A OP katersection Summary Average Delay 0.2 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period(min) 15 dr 9/22/2014 Synchro 9 Report Page 1 10 I .• Century Square Background Conditions 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE Timing Plan:Noon Peak ir- so ., R Lane Configurations r r ++.4 14t. Volume(veh/h) 0 0 25 0 0 38 0 1733 43 0 1571 25 Sign Control Stop Yield Free Free la 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 II Hourly flow rate(vph) 0 0 27 0 0 41 0 1884 47 0 1708 27 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised 1111 Median storage veh) 1 1 Upstream signal(ft) 677 806 pX,platoon unblocked 0.80 0.80 0.83 0.80 0.80 0.71 0.83 0.71 vC,conflicting volume 2390 3652 583 2503 3642 651 1735 1930 vC1,stage 1 conf vol 1721 1721 1907 1907 vC2,stage 2 conf vol 669 1930 596 1735 vCu,unblocked vol 397 1983 0 539 1970 0 1165 880 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 0 100 97 100 100 95 100 100 cM capacity(veh/h) -741 132 899 186 133 770 494 542 Direction,Lane# SE 1 NW 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 Volume Total 27 41 753 753 423 683 683 369 Volume Left 0 0 0 0 0 0 0 0 Volume Right 27 41 0 0 47 0 0 27 cSH 899 770 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.03 0.05 0.44 0.44 0.25 0.40 0.40 0.22 Queue Length 95th(ft) 2 4 0 0 0 0 0 0 Control Delay(s) 9.1 9.9 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.1 9.9 0.0 0.0 Approach LOS A A Average Delay 0.2 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period(min) 15 1 so 9/22/2014 Synchro 9 Report Page 2 Century Square Background Conditions 6: Driveway & COLLEGE AVENUE Timing Plan:Noon Peak -� -� c 4-- 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations +4 r '1 +4' Volume(veh/h) 456 21 90 438 67 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 496 23 98 476 73 9 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 714 pX,platoon unblocked vC,conflicting volume 518 929 248 vC1,stage 1 conf vol 496 vC2,stage 2 conf vol 434 vCu,unblocked vol 518 929 248 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 91 80 99 cM capacity(veh/h) 1044 370 752 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 248 248 23 98 238 238 82 Volume Left 0 0 0 98 0 0 73 Volume Right 0 0 23 0 0 0 9 cSH 1700 1700 1700 1044 1700 1700 391 Volume to Capacity 0.15 0.15 0.01 0.09 0.14 0.14 0.21 Queue Length 95th(ft) 0 0 0 8 0 0 19 Control Delay(s) 0.0 0.0 0.0 8.8 0.0 0.0 16.6 Lane LOS A C Approach Delay(s) 0.0 1.5 16.6 Approach LOS C Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 31.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 Century Square Background Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:Noon Peak . ` _ 4— k \ 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations " 14 44 V Volume(veh/h) 8 482 495 25 16 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 9 524 538 27 17 13 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 565 831 283 vC1,stage 1 conf vol 552 vC2,stage 2 conf vol 279 vCu,unblocked vol 565 831 283 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 99 96 98 cM capacity(veh/h) 1003 418 714 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 9 262 262 359 207 30 Volume Left 9 0 0 0 0 17 Volume Right 0 0 0 0 27 13 cSH 1003 1700 1700 1700 1700 508 Volume to Capacity 0.01 0.15 0.15 0.21 0.12 0.06 Queue Length 95th(ft) 1 0 0 0 0 5 Control Delay(s) 8.6 0.0 0.0 0.0 0.0 12.5 Lane LOS A B Approach Delay(s) 0.1 0.0 12.5 Approach LOS B tnt: ummary Average Delay 0.4 Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Century Square Background Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:PM Peak \ ), \ f 5 if , fk % r-' Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Vi tt rti 'I) T44 r » 111 r Iri 'HT Volume(vph) 271 702 117 566 739 565 208 1515 1074 463 755 167 Satd.Flow(prot) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 Satd.Flow(RTOR) 126 126 590 40 Lane Group Flow(vph) 295 763 127 615 803 614 226 1647 1167 503 1003 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 Permitted Phases Free Total Split(s) 17.0 34.0 29.0 46.0 20.0 43.0 24.0 47.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 11.0 28.0 48.0 23.0 40.0 64.0 14.0 37.0 130.0 18.0 41.0 Actuated g/C Ratio 0.08 0.22 0.37 0.18 0.31 0.49 0.11 0.28 1.00 0.14 0.32 v/c Ratio 1.02 1.00 0.11 1.01 0.74 0.73 0.61 1.14 0.74 1.06 0.63 Control Delay 115.5 83.7 4.8 92.6 45.2 26.3 53.8 95.8 8.8 110.7 38.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.5 83.7 4.8 92.6 45.2 26.3 53.8 95.8 8.8 110.7 38.6 LOS F F A F DCD F A F D Approach Delay 83.2 53.8 59.3 62.6 Approach LOS F D E E Queue Length 50th(ft) -132 -342 0 -275 318 324 87 -582 159 -239 254 Queue Length 95th(ft) #229 #480 23 #400 394 479 m115 #680 1111 #351 304 Internal Link Dist(ft) 1429 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 290 762 1108 607 1088 843 369 1447 1583 475 1587 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.02 1.00 0.11 1.01 0.74 0.73 0.61 1.14 0.74 1.06 0.63 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.14 Intersection Signal Delay:62.2 Intersection LOS:E Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE 11-01 l>Iii 02(R) 25 03 '04 ' N Ni, N'`'-.b,.. 'k.y ::,,�':�, a.�ww.m��. �1, 9� �, �`�xa��«`"' �� a� � , L... m e � ..'��,�...�;,n. A.�` _ t .,,rrv..Ac.. �_ a. 6 • 05 1108 o7 r °' wa ., l "� A � ,A:,,,::111611111.1 '�� `tam �e ;$� . Century Square Background Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:PM Peak .yr \ \ f , , � fl, % k' Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 4+ 4 r '5 +ft+ 'I +f Volume(vph) 0 0 0 3 0 159 0 2616 1 9 1462 0 Satd.Flow(prot) 0 1863 0 0 1770 1583 1863 5085 0 1770 5085 0 Flt Permitted 0.950 0.950 Satd.Flow(perm) 0 1863 0 0 1770 1583 1863 5085 0 1770 5085 0 Satd.Flow(RTOR) 206 Lane Group Flow(vph) 0 0 0 0 3 173 0 2844 0 10 1589 0 Turn Type Split NA Free Prot NA Prot NA Protected Phases 3 4 4 5 2 1 6 Permitted Phases 3 Free Total Split(s) 21.0 21.0 26.0 26.0 20.0 63.0 20.0 63.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 10.0 130.0 90.9 6.3 93.5 Actuated g/C Ratio 0.08 1.00 0.70 0.05 0.72 v/c Ratio 0.02 0.11 0.80 0.12 0.43 Control Delay 56.0 0.1 8.3 60.9 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 56.0 0.1 8.3 60.9 7.3 LOS E A A E A Approach Delay 1.1 8.3 7.7 Approach LOS A A A Queue Length 50th(ft) 2 0 229 7 261 Queue Length 95th(ft) 13 0 m269 m11 m274 Internal Link Dist(ft) 26 305 726 1084 Turn Bay Length(ft) 75 200 Base Capacity(vph) 279 1583 3554 197 3657 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.01 0.11 0.80 0.05 0.43 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 125(96%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.80 Intersection Signal Delay:7.8 Intersection LOS:A Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITYyyDRIVE&POLO ROAD/FRONT STREET f$401 / 01 '02 R NII, 03 4 IMMO MI ,w .. `' .. s`.7M .. , ... j:kV� . s_,\..IIII w fltett`$,4 I. /p6 R , 05 9/22/2014 Synchro 9 Report Page 2 Century Square Background Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:PM Peak .- , Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 44 r r ++1 + Volume(vph) 441 150 111 248 197 149 137 2035 265 53 1104 362 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4897 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4897 0 Satd.Flow(RTOR) 121 141 22 76 Lane Group Flow(vph) 479 163 121 270 214 162 149 2500 0 58 1593 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 27.0 27.0 27.0 26.0 26.0 26.0 19.0 61.0 16.0 58.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 21.8 21.8 21.8 16.7 16.7 16.7 13.4 60.5 8.9 56.1 Actuated g/C Ratio 0.17 0.17 0.17 0.13 0.13 0.13 0.10 0.47 0.07 0.43 v/c Ratio 0.83 0.27 0.33 0.61 0.47 0.50 0.82 1.07 0.48 0.74 Control Delay 65.6 48.3 10.5 59.2 55.3 16.5 90.0 74.3 93.4 12.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.6 48.3 10.5 59.2 55.3 16.5 90.0 74.3 93.4 12.3 LOS ED B E E B F E F B Approach Delay 53.1 47.2 75.2 15.2 Approach LOS D D E B Queue Length 50th(ft) 197 62 0 111 88 16 125 -902 52 77 Queue Length 95th(ft) #286 99 55 154 127 82 #242 #1005 101 94 Internal Link Dist(ft) 634 473 374 597 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 593 611 373 541 558 368 187 2338 142 2155 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.27 0.32 0.50 0.38 0.44 0.80 1.07 0.41 0.74 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 110(85%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:1.07 Intersection Signal Delay:51.7 Intersection LOS:D Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE t01 02 ' 3 Ne04 05 06 R \FF Page 3 Century Square Background Conditions 1: HENSEL STREET & TEXAS AVENUE Timing Plan:PM Peak .,r \ x-• \ / , --34, ( %' rt.. Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations ) +1 'I +1 4+ 4+ Volume(veh/h) 0 1177 6 28 1099 0 13 0 51 0 0 0 Sign Control Free Free Stop Stop 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 Hourly flow rate(vph) 0 1279 7 30 1195 0 14 0 55 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1195 1286 1941 2538 643 1951 2541 597 vC1,stage 1 conf vol 1283 1283 1255 1255 vC2,stage 2 conf vol 658 1255 695 1286 vCu,unblocked vol 1195 1286 1941 2538 643 1951 2541 597 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 94 91 100 87 100 100 100 cM capacity(veh/h) 580 535 158 158 416 148 148 446 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 853 433 30 796 398 70 0 Volume Left 0 0 0 30 0 0 14 0 Volume Right 0 0 7 0 0 0 55 0 cSH 1700 1700 1700 535 1700 1700 312 1700 Volume to Capacity 0.00 0.50 0.25 0.06 0.47 0.23 0.22 0.00 Queue Length 95th(ft) 0 0 0 5 0 0 21 0 Control Delay(s) 0.0 0.0 0.0 12.1 0.0 0.0 19.8 0.0 Lane LOS B C A Approach Delay(s) 0.0 0.3 19.8 0.0 Approach LOS C A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 1 Century Square Background Conditions 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE Timing Plan:PM Peak `_'rt Ni, )) \ f , if r-* i ►t. Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations r r tti' t+T'' Volume(veh/h) 0 0 30 0 0 93 0 2461 20 0 1435 23 Sign Control Stop Stop Free Free 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 Hourly flow rate(vph) 0 0 33 0 0 101 0 2675 22 0 1560 25 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 677 806 pX,platoon unblocked 0.62 0.62 0.87 0.62 0.62 0.55 0.87 0.55 vC,conflicting volume 2565 4269 532 3238 4271 903 1585 2697 vC1,stage 1 conf vol 1572 1572 2686 2686 vC2,stage 2 conf vol 993 2697 553 1585 vCu,unblocked vol 0 2735 0 1062 2737 0 1161 1236 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 97 100 100 83 100 100 cM capacity(vehm) 524 84 947 97 85 599 522 309 Direction,Lane# SE 1 NW 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 Volume Total 33 101 1070 1070 557 624 624 337 Volume Left 0 0 0 0 0 0 0 0 Volume Right 33 101 0 0 22 0 0 25 cSH 947 599 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.03 0.17 0.63 0.63 0.33 0.37 0.37 0.20 Queue Length 95th(ft) 3 15 0 0 0 0 0 0 Control Delay(s) 8.9 12.2 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A B Approach Delay(s) 8.9 12.2 0.0 0.0 Approach LOS A B Average Delay 0.3 Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 2 b I P Century Square Background Conditions 6: DRIVEWAY & COLLEGE AVENUE Timing Plan:PM Peak --. -"r c ,- 4\ , Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4'1 r 1i 'ft V Volume(veh/h) 520 15 38 613 37 19 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 565 16 41 666 40 21 Pedestrians r Lane Width(ft) ....0Walking Speed(Ws) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 714 pX,platoon unblocked 0.96 vC,conflicting volume 582 981 283 vC1,stage 1 conf vol 565 Sim vC2,stage 2 conf vol 416 vCu,unblocked vol 582 905 283 .,,, tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 I tF(s) 2.2 3.5 3.3 p0 queue free% 96 89 97 cM capacity(veh/h) 989 382 714 I Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 283 283 16 41 333 333 61 Volume Left 0 0 0 41 0 0 40 Volume Right 0 0 16 0 0 0 21 I cSH 1700 1700 1700 989 1700 1700 454 Volume to Capacity 0.17 0.17 0.01 0.04 0.20 0.20 0.13 Queue Length 95th(ft) 0 0 0 3 0 0 12 Control Delay(s) 0.0 0.0 0.0 8.8 0.0 0.0 14.2 Lane LOS A B Approach Delay(s) 0.0 0.5 14.2 Approach LOS B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 31.0% ICU Level of Service A IM' Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 Century Square Background Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:PM Peak Movement EBL EBT WBT WBR SBL SBR Lane Configurations " lit +1 V Volume(veh/h) 16 444 573 63 75 33 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 17 483 623 68 82 36 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 691 933 346 vC1,stage 1 conf vol 657 vC2,stage 2 conf vol 276 vCu,unblocked vol 691 933 346 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 98 78 94 cM capacity(veh/h) 899 373 650 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 17 241 241 415 276 117 Volume Left 17 0 0 0 0 82 Volume Right 0 0 0 0 68 36 cSH 899 1700 1700 1700 1700 429 Volume to Capacity 0.02 0.14 0.14 0.24 0.16 0.27 Queue Length 95th(ft) 1 0 0 0 0 27 Control Delay(s) 9.1 0.0 0.0 0.0 0.0 16.5 Lane LOS A C Approach Delay(s) 0.3 0.0 16.5 Approach LOS C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Appendix E Capacity Analysis - 2016 Projected Conditions IP Century Square Prc 2: UNIVERSITY DRIVE & TEXAS AVENUE - \ ? % \ f '5 / Lane Group SEL SET SER NWL NWT NWR NEL NET NER Lane Configurations NI tfi rr voi ++ r vivi tit. r Volume(vph) 112 436 220 596 789 266 112 518 239 Satd.Flow(prot) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3L u Flt Permitted 0.950 0.950 0.950 0.9ou Satd.Flow(perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 5029 0 Satd.Flow(RTOR) 136 136 300 11 Lane Group Flow(vph) 122 474 239 648 858 289 122 563 260 212 1637 0 iis Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Si. Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 �� Q\ Permitted Phases Free Total Split(s) 19.0 42.0 19.0 42.0 19.0 40.0 19.0 40.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 ``\` Act Effct Green(s) 13.0 36.0 55.0 13.0 36.0 69.7 13.0 19.3 120.0 27.7 34.0 Actuated g/C Ratio 0.11 0.30 0.46 0.11 0.30 0.58 0.11 0.16 1.00 0.23 0.28 v/c Ratio 0.33 0.45 0.18 1.75 0.81 0.30 0.33 0.69 0.16 0.27 1.14 Control Delay 52.2 35.6 8.4 379.2 45.9 7.8 41.7 45.9 0.2 39.9 . Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 Total Delay 52.2 35.6 8.4 379.2 45.9 7.8 41.7 4 0.2 39.9 112.5 LOS DD A F D A DD A D F Approach Delay 30.2 160.1 32.8 104.1 I Approach LOS C F C F Queue Length 50th(ft) 45 155 25 -384 322 52 45 158 0 70 -543 Queue Length 95th(ft) 76 207 51 #501 403 112 79 193 0 110 #642 Internal Link Dist(ft) 489 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 371 1061 1351 371 1061 976 371 1440 1583 792 1432 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.45 0.18 1.75 0.81 0.30 0.33 0.39 0.16 0.27 1.14 Intersection Summary Cycle Length: 120 I Actuated Cycle Length: 120 imp Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.75 Intersection Signal Delay:98.8 Intersection LOS:F Intersection Capacity Utilization 85.1% ICU Level of Service E ■ Ilp Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. ® w"' Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE Pr"p1 >Ilk 02 R t! P3 i 04 Tr r • Nat l ; bs aM.. 5 a ... MI .,'aa a,.v,'. I ate MI Scenario 2A Page 1 0 P Century Square P 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET `-3( \ _ \ f '1 if Lane Group SEL SET SER NWL NWT NWR NEL NET NER Lane Configurations 4 r 4 r "1 ++1 Volume(vph) 113 23 32 1 33 5 96 716 3 Satd.Flow(prot) 0 1788 1583 0 1861 1583 1770 5080 0 Flt Permitted 0.960 0.999 0.950 Satd.Flow(perm) 0 1788 1583 0 1861 1583 1770 5080 0 1770 5085 1583 N..... Satd.Flow(RTOR) 173 223 1 123 Q Lane Group Flow(vph) 0 148 35 0 37 5 104 781 0 103 2286 72 is Turn Type Split NA Perm Split NA Free Prot NA Prot NA Perm Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 Free 6 Total Split(s) 24.0 24.0 24.0 20.5 20.5 20.0 56.5 19.0 55.5 55.5 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 g. Act Effct Green(s) 14.8 14.8 10.1 120.0 11.8 60.8 12.3 61.3 61.3 , Actuated g/C Ratio 0.12 0.12 0.08 1.00 0.10 0.51 0.10 0.51 0.51 v/c Ratio 0.67 0.10 0.24 0.00 0.60 0.30 0.57 0.88 0.08 .• Control Delay 65.0 0.6 55.4 0.0 54.7 12.8 75.4 22.3 2.0' Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6 . 0.6 5X4\ 0.0 54.7 12.8 22.3 2.0 LOS E A A D B C A • Approach Delay 5 A-4) 17.7 24.0 Approach LOS D D B C I a& Queue Length 50th(ft) 111 0 27 0 80 108 84 246 3 Queue Length 95th(ft) 177 0 63 0 128 130 m73 m206 m2 To. Internal Link Dist(ft) 413 305 581 1084 Turn Bay Length(ft) 75 150 200 305 Base Capacity(vph) 275 390 232 1583 213 2576 211 2597 869 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.09 0.16 0.00 0.49 0.30 0.49 0.88 0.08 Intersection Summary I i• Cycle Length: 120 Actuated Cycle Length: 120 Offset:90(75%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.88 Intersection Signal Delay:24.2 Intersection LOS:C Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period(min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET et ip1 "2 ' p3 III - Ell - i 06 11. 1 05 Ell 11.1 9/22/2014 Synchro 9 Report Scenario 2A Page 2 ■.. Century Square Projecter 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGETim‘-* m AVENUE Ti f Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SW r Lane Configurations Vii ft, r iri ft r '1 f+T /I +14. Volume(vph) 204 151 131 118 130 18 163 634 173 81 1762 207 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4923 0 1770 5004 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4923 0 1770 5004 0 Satd.Flow(RTOR) 173 173 69 22 Lane Group Flow(vph) 222 164 142 128 141 20 177 877 0 88 2140 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 28.0 28.0 28.0 16.0 16.0 16.0 16.0 54.0 22.0 60.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 13.7 13.7 13.7 9.5 9.5 9.5 19.4 63.5 •11.355.3 Actuated g/C Ratio 0.11 0.11 0.11 0.08 0.08 0.08 0.16 0.53 A0.09 0.46 v/c Ratio 0.56 0.40 0.43 0.47 0.50 0.07 0.62 0.33 ,gyp 0.53 0.92 it.LL51d Control Delay 55.5 51.6 7.4 58.5 59.3 0.5 58.3 16.2 `" 79.0 10.3 ` ,� Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 BYO\- \ 0 i 0.0 Total Delay 55.5 51.6 7.4 58.5 59.3 0.5 58.3/16.2 9.0 10.3 0.5 LOS E D A E E A E B E B Approach Delay 41.4 54.9 23.2 . Approach LOS D D C B Queue Length 50th(ft) 85 63 0 49 55 0 128 124 72 86 Queue Length 95th(ft) 120 94 35 81 90 0 #258 186 m85 #54 Internal Link Dist(ft) 526 473 374 298 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 643 663 437 300 309 296 286 2636 243 2319 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.25 0.32 0.43 0.46 0.07 0.62 0.33 0.36 0.92 Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset:96(80%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.92 Intersection Signal Delay:22.3 Intersection LOS:C Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE 4101 /o2 'NO MI ME MEo4 J 05 i 7.1 ili 9/22/2014 Synchro 9 Report Scenario 2A Page 3 Century Square Projected Conditions 1 : HENSEL STREET & TEXAS AVENUE Timing Plan:AM Peak ..yr \ \ f , , "A fk I Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations ili ft r 'I 41, 4+ 4+ Volume(veh/h) 0 762 42 50 827 0 35 0 13 0 0 0 Sign Control Free Free Stop Stop 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 Hourly flow rate(vph) 0 828 46 54 899 0 38 0 14 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 899 874 1386 1836 414 1436 1882 449 vC1,stage 1 conf vol 828 828 1008 1008 vC2,stage 2 conf vol 558 1008 428 874 vCu,unblocked vol 899 874 1386 1836 414 1436 1882 449 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 93 86 100 98 100 100 100 cM capacity(veh/h) 751 768 275 237 587 221 218 557 Direction,Lane# SE 1 SE 2 SE 3 SE 4 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 414 414 46 54 599 300 52 0 Volume Left 0 0 0 0 54 0 0 38 0 Volume Right 0 0 0 46 0 0 0 14 0 cSH 1700 1700 1700 1700 768 1700 1700 321 1700 Volume to Capacity 0.00 0.24 0.24 0.03 0.07 0.35 0.18 0.16 0.00 Queue Length 95th(ft) 0 0 0 0 6 0 0 14 0 Control Delay(s) 0.0 0.0 0.0 0.0 10.0 0.0 0.0 18.4 0.0 Lane LOS B C A Approach Delay(s) 0.0 0.6 18.4 0.0 Approach LOS C A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenario 2A Page 1 Century Square Projected Conditions 4: UNIVERSITY DRIVE & DRIVEWAY 2 Timing Plan:AM Peak ,-3( )) / k. Movement SEL SER NEL NET SWT SWR Lane Configurations 'x'44 '+t' r" Volume(veh/h) 0 32 0 753 2006 96 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 35 0 818 2180 104 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 822 661 pX,platoon unblocked 0.61 0.60 0.60 vC,conflicting volume 2453 727 2285 vC1,stage 1 conf vol 2180 vC2,stage 2 conf vol 273 vCu,unblocked vol 809 0 787 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 95 100 cM capacity(veh/h) 261 647 494 Direction,Lane# SE 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 SW 4 Volume Total 35 273 273 273 727 727 727 104 Volume Left 0 0 0 0 0 0 0 0 Volume Right 35 0 0 0 0 0 0 104 cSH 647 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.05 0.16 0.16 0.16 0.43 0.43 0.43 0.06 Queue Length 95th(ft) 4 0 0 0 0 0 0 0 Control Delay(s) 10.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.9 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenario 2A Page 2 1111L ' PP r- Century Square Projected Conditions 6: DRIVEWAY & COLLEGE AVENUE Timing Plan:AM Peak 1) \ , Movement SET SER NWL NWT NEL NER Lane Configurations 4'4 r vi tet. V Volume(veh/h) 498 15 20 363 19 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 541 16 22 395 21 0 Pedestrians Nir Lane Width(ft) ,. Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 715 pX,platoon unblocked vC,conflicting volume 558 782 271 vC1,stage 1 conf vol 541 1 iii vC2,stage 2 conf vol 241 vCu,unblocked vol 558 782 271 ,.� tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 I tF(s) 2.2 3.5 3.3 p0 queue free% 98 95 100 cM capacity(veh/h) 1009 431 727 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 Volume Total 271 271 16 22 197 197 21 Volume Left 0 0 0 22 0 0 21 Volume Right 0 0 16 0 0 0 0 cSH 1700 1700 1700 1009 1700 1700 431 Volume to Capacity 0.16 0.16 0.01 0.02 0.12 0.12 0.05 Queue Length 95th(ft) 0 0 0 2 0 0 4 al. Control Delay(s) 0.0 0.0 0.0 8.6 0.0 0.0 13.8 Lane LOS A B Approach Delay(s) 0.0 0.5 13.8 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 26.6% ICU Level of Service A I lis Analysis Period(min) 15 1 as 9/22/2014 Scenario 2A Synchro 9 Report Page 3 Century Square Projected Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:AM Peak f _1* +- k. `, ./ Movement EBL EBT WBT WBR SBL SBR Lane Configurations " +4' ti. V Volume(veh/h) 123 485 324 47 43 9 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 134 527 352 51 47 10 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 403 909 202 vC1,stage 1 conf vol 378 vC2,stage 2 conf vol 531 vCu,unblocked vol 403 909 202 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free°A, 88 87 99 cM capacity(veh/h) 1152 364 806 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 134 264 264 235 168 57 Volume Left 134 0 0 0 0 47 Volume Right 0 0 0 0 51 10 cSH 1152 1700 1700 1700 1700 402 Volume to Capacity 0.12 0.16 0.16 0.14 0.10 0.14 Queue Length 95th(ft) 10 0 0 0 0 12 Control Delay(s) 8.5 0.0 0.0 0.0 0.0 15.4 Lane LOS A C Approach Delay(s) 1.7 0.0 15.4 Approach LOS C Intersection Bit inary Average Delay 1.8 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenario 2A Page 4 Century Square Projected Conditions 18: COLLEGE AVENUE & OFFICE STREET Timing Plan:AM Peak _ra. 4- 4 \. d Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4+ 44+ 1 r Volume(veh/h) 0 498 384 131 0 49 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 541 417 142 0 53 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 606 pX,platoon unblocked 1.00 1.00 1.00 vC,conflicting volume 560 688 209 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 556 685 205 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 93 cM capacity(veh/h) 1009 381 801 Direction,Lane# EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 271 271 209 209 142 53 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 142 53 cSH 1700 1700 1700 1700 1700 801 Volume to Capacity 0.16 0.16 0.12 0.12 0.08 0.07 Queue Length 95th(ft) 0 0 0 0 0 5 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 9.8 Lane LOS A Approach Delay(s) 0.0 0.0 9.8 Approach LOS A Intersection'`, ' Average Delay 0.5 Intersection Capacity Utilization 20.6% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenario 2A Page 5 Century Square Projected Conditions 23: UNIVERSITY DRIVE & DRIVEWAY 3 Timing Plan:AM Peak '5 / i i., Movement SEL SER NEL NET SWT SWR Lane Configurations r +ft- +14 r Volume(veh/h) 0 32 0 808 2060 66 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 $ Hourly flow rate(vph) 0 35 0 878 2239 72 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 378 1105 pX,platoon unblocked 0.64 0.60 0.60 vC,conflicting volume 2532 746 2311 vC1,stage 1 conf vol 2239 as vC2,stage 2 conf vol 293 vCu,unblocked vol 624 0 862 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 95 100 cM capacity(veh/h) 237 653 467 Direction,Lane# SE 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 SW 4 Volume Total 35 293 293 293 746 746 746 72 Volume Left 0 0 0 0 0 0 0 0 I Volume Right 35 0 0 0 0 0 0 72 cSH 653 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.05 0.17 0.17 0.17 0.44 0.44 0.44 0.04 Queue Length 95th(ft) 4 0 0 0 0 0 0 0 Control Delay(s) 10.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.8 0.0 0.0 Approach LOS B intersection Sum n Average Delay 0.1 Intersection Capacity Utilization 49.8% ICU Level of Service A 1 ilip Analysis Period(min) 15 1 1111 9/22/2014 Synchro 9 Report Mr Scenario 2A Page 6 Century Square F 2: UNIVERSITY DRIVE & TEXAS AVENUE \ ). % \ f , , Lane Group SEL SET SER NWL NWT NWR NEL NET NER Lane Configurations 'fill tt rr vivi +I, r' vi) tft, r IP Volume(vph) 226 704 227 597 918 549 184 1007 893 Satd.Flow(prot) 3433 3539 2787 3433 3539 1583 3433 5085 1583 Flt Permitted 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4958 0 •` Satd.Flow(RTOR) 149 149 557 38 Lane Group Flow(vph) 246 765 247 649 998 597 200 1095 971 507 1318 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 Permitted Phases Free Total Split(s) 17.0 38.0 17.0 38.0 17.0 38.0 17.0 38.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 11.0 32.0 49.0 11.0 32.0 51.0 11.0 30.0 110.0 13.0 32.0 Actuated g/C Ratio 0.10 0.29 0.45 0.10 0.29 0.46 0.10 0.27 1.00 0.12 0.29 v/c Ratio 0.72 0.74 0.19 1.89 0.97 0.73 0.58 0.79 0.61 1.25 0.90 Control Delay 60.6 40.5 7.7 441.1 60.8 24.5 49.0 23.4 7.6 173.0 45.6 Queue Delay 0.0 0.0 0.0 I • 0.0 0.0 0.0 0.0 0.0 I I 0.0 is Total Delay 60.6 40.5 7.7 60.8 24.5 49.0 23.4 7.6 3.0 45.6 LOS E D A E C D C A F D Approach Delay 38.0 161.1 18.9 81.0 Approach LOS D F B F Queue Length 50th(ft) 88 257 22 -362 366 263 69 196 398 -251 319 Queue Length 95th(ft) #139 328 48 #477 #504 418 m89 254 403 #360 #390 Internal Link Dist(ft) 449 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 343 1029 1324 343 1029 813 343 1479 1583 405 1469 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spiilback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 I it Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.74 0.19 1.89 0.97 0.73 0.58 0.74 0.61 1.25 0.90 . Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.89 Intersection Signal Delay:79.0 Intersection LOS:E Intersection Capacity Utilization 89.2% ICU Level of Service E lir Analysis Period(min)15 I - Volume exceeds capacity,queue is theoretically infinite. �. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE ic'‘ I t 03 Ai 04 ,, ��_ � ..,:�..,..^'�" "' _^am .�¢i;.,�a. .:M .$�. Ott ._.,,, .„. t. woe .a X0 5 /08 IMII w,kn MIw Century Square P 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET `if \ ) \ f 1 if Lane Group SEL SET SER Lane Configurations 4 r 4 r 'I 44T Volume(vph) 155 30 44 1 27 66 80 1706 3 Satd.Flow(prot) 0 1788 1583 0 1859 1583 1770 5085 0 Flt Permitted 0.960 0.998 0.950 Satd.Flow(perm) 0 1788 1583 0 1859 1583 1770 5085 0 1770 5085 1583 \ Satd.Flow(RTOR) 188 243 134 Lane Group Flow(vph) 0 201 48 0 30 72 87 1857 0 66 1860 58 Turn Type Split NA Perm Split NA Free Prot NA Prot NA Perm f.Y `r Protected Phases 3 3 4 4 5 2 1 6 6 � Permitted Phases 3 Free \ Total Split(s) 23.0 23.0 23.0 20.5 20.5 14.0 54.1 12.4 52.5 52.5 \ Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 . Act Effct Green(s) 15.9 15.9 10.0 110.0 8.2 55.0 9.4 53.9 53.9 5, Actuated g/C Ratio 0.14 0.14 0.09 1.00 0.07 0.50 0.09 . 0.49 o v/c Ratio 0.78 0.12 0.18 0.05 0.66 0.73 =,-,-- . 0.75 0.07 \ Control Delay 66.1 0.7 49.0 0.1 64.1 ".9 44.4 11.7 0.6 Queue Delay I I 0.0 0.0 0.0 I S 0.0 0.0 0.0 0.0 Total Delay .6.1 0.7 49.0 0.1 64.1 23.9 44.4 11.7 0.6 LOS A D A EC D B A Approach Delay 53.5 14.5 25.7 12.5 Approach LOS D B C B Queue Length 50th(ft) 136 0 20 0 54 290 38 495 0 Queue Length 95th(ft) #234 0 50 0 m74 349 m38 m286 m0 Internal Link Dist(ft) 395 305 573 1084 Turn Bay Length(ft) 75 150 200 305 Base Capacity(vph) 284 409 253 1583 136 2544 153 2493 844 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.12 0.12 0.05 0.64 0.73 0.43 0.75 0.07 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:0(0%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.78 Intersection Signal Delay:20.9 Intersection LOS:C Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET 4101 /1'//02 • \Z03 ie,. 06 1 05 Aw 9/22/2014 Synchro 9 Report Page 2 Century Square Projected Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:Noon Peak `_ \ ,� \ f , , t M *-• Lane Group SEL SET SER NWL NWT'; NWR Lane Configurations VI ++ r vi ++ r 1 +ft, 441 Volume(vph) 325 161 174 195 159 89 191 1502 206 94 1321 302 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4994 0 1770 4943 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4994 0 1770 4943 0 Satd.Flow(RTOR) 164 134 27 53 Lane Group Flow(vph) 353 175 189 212 173 97 208 1857 0 102 1764 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 28.0 28.0 28.0 20.0 20.0 20.0 16.0 49.0 13.0 46.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 17.6 17.6 17.6 12.3 12.3 12.3 17.7 48.0 10.1 40.5 Actuated g/C Ratio 0.16 0.16 0.16 0.11 0.11 0.11 0.16 0.44 0.09 0.37 v/c Ratio 0.64 0.31 0.48 0.55 0.44 0.33 0.73 0.85 0.63 0.95 Control Delay 48.5 41.4 13.1 51.6 48.7 6.0 62.5 32.9 79.5 21.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.5 41.4 13.1 51.6 48.7 6.0 62.5 32.9 79.5 21.6 LOS DDBDD A EC E C Approach Delay 37.4 41.4 35.9 24.8 Approach LOS D D D C Queue Length 50th(ft) 122 58 15 73 60 0 142 439 77 56 Queue Length 95th(ft) 161 86 76 110 94 24 #332 #557 m#124 #516 Internal Link Dist(ft) 545 473 374 318 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 702 723 454 452 466 325 284 2196 162 1853 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.24 0.42 0.47 0.37 0.30 0.73 0.85 0.63 0.95 Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset:5(5%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.95 Intersection Signal Delay:32.6 Intersection LOS:C Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE *01 02 • 3 V.04IN 1111MI ,' IN ,w _` .h „„�. :,: 1� J 05 '06 ' 9/22/2014 Synchro 9 Report Page 3 Century Square 1: HENSEL STREET & TEXAS AVENUE \ ; r-- \ f , / Movement SEL SET SER NWL NWT NWR NEL NET Lane Configurations '1 +1 11 f t+ 4+ Volume(veh/h) 0 1279 35 41 1296 0 50 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 1390 38 45 1409 0 54 0 55 0 0 u Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1409 1428 2203 2907 714 2248 2926 704 vC1,stage 1 cent vol 1409 1409 1498 1498 vC2,stage 2 conf vol 793 1498 751 1428 vCu,unblocked vol 1409 1428 2203 2907 714 2248 2926 704 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 91 58 100 85 100 100 100 cM capacity(veh/h) 480 472 129 123 374 104 109 379 Direction,Lane# SE 1 SE 2 SE 3 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 927 501 45 939 470 110 0 Volume Left 0 0 0 45 0 0 54 0 Volume Right 0 0 38 0 0 0 55 0 " ,,Q,\‘\. cSH 1700 1700 1700 472 1700 1700 193 1700 Cj( Volume to Capacity 0.00 0.55 0.29 0.09 0.55 0.28 0.57 0.005 Queue Length 95th(ft) 0 0 0 8 0 0 77 0 1 Control Delay(s) 0.0 0.0 0.0 13.4 0.0 0.0 45.9 0.0 n \ Lane LOS B A ` , \•/1)-j , Q� • Approach Delay(s) 0.0 0.4 • 0.0 /t�\ � �`�' Approach LOS E A / \(CU'' ,` OVI- \ Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 1 Century Square Projected Conditions 4: UNIVERSITY DRIVE & DRIVEWAY 2 Timing Plan:Noon Peak Movement SEL SER NEL NET SWT SWR Lane Configurations 1'44 +++ ri Volume(veh/h) 0 44 0 1853 1632 80 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 48 0 2014 1774 87 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 830 653 pX,platoon unblocked 0.84 0.70 0.70 vC,conflicting volume 2445 591 1861 vC1,stage 1 conf vol 1774 vC2,stage 2 conf vol 671 vCu,unblocked vol 0 0 755 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 94 100 cM capacity(veh/h) 859 764 600 Direction,Lane# SE 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 SW 4 Volume Total 48 671 671 671 591 591 591 87 Volume Left 0 0 0 0 0 0 0 0 Volume Right 48 0 0 0 0 0 0 87 cSH 764 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.06 0.39 0.39 0.39 0.35 0.35 0.35 0.05 Queue Length 95th(ft) 5 0 0 0 0 0 0 0 Control Delay(s) 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.0 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 2 Century Square Projected Conditions 6: Driveway & COLLEGE AVENUE Timing Plan:Noon Peak --. c + 4\ t Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r ) ft V Volume(veh/h) 505 21 90 527 67 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 549 23 98 573 73 9 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 715 pX,platoon unblocked vC,conflicting volume 572 1031 274 vC1,stage 1 conf vol 549 vC2,stage 2 conf vol 482 vCu,unblocked vol 572 1031 274 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 90 79 99 cM capacity(veh/h) 997 339 723 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 274 274 23 98 286 286 82 Volume Left 0 0 0 98 0 0 73 Volume Right 0 0 23 0 0 0 9 cSH 1700 1700 1700 997 1700 1700 359 Volume to Capacity 0.16 0.16 0.01 0.10 0.17 0.17 0.23 Queue Length 95th(ft) 0 0 0 8 0 0 21 Control Delay(s) 0.0 0.0 0.0 9.0 0.0 0.0 17.9 Lane LOS A C Approach Delay(s) 0.0 1.3 17.9 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 3 Century Square Projected Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:Noon Peak 4- k.. Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume(veh/h) 88 509 584 25 38 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 96 553 635 27 41 13 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 662 1116 331 vC 1,stage 1 conf vol 648 vC2,stage 2 conf vol 468 vCu,unblocked vol 662 1116 331 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 90 87 98 cM capacity(veh/h) 923 314 665 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 96 277 277 423 239 54 Volume Left 96 0 0 0 0 41 Volume Right 0 0 0 0 27 13 cSH 923 1700 1700 1700 1700 359 Volume to Capacity 0.10 0.16 0.16 0.25 0.14 0.15 Queue Length 95th(ft) 9 0 0 0 0 13 Control Delay(s) 9.4 0.0 0.0 0.0 0.0 16.8 Lane LOS A C Approach Delay(s) 1.4 0.0 16.8 Approach LOS C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 35.1% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 4 Century Square Projected Conditions 22: UNIVERSITY DRIVE & DRIVEWAY 3 Timing Plan:Noon Peak Movement SEL SER NEL NET SWT SWR Lane Configurations r ttt +44 r Volume(veh/h) 0 69 0 1813 1660 78 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 75 0 1971 1804 85 Pedestrians Lane Width(ft) Walking Speed(Ws) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 398 1085 pX,platoon unblocked 0.82 0.72 0.72 vC,conflicting volume 2461 601 1889 vC1,stage 1 conf vol 1804 vC2,stage 2 conf vol 657 vCu,unblocked vol 0 0 857 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 90 100 cM capacity(veh/h) 841 777 559 Direction,Lane# SE 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 SW 4 Volume Total 75 657 657 657 601 601 601 85 Volume Left 0 0 0 0 0 0 0 0 Volume Right 75 0 0 0 0 0 0 85 cSH 777 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.10 0.39 0.39 0.39 0.35 0.35 0.35 0.05 Queue Length 95th(ft) 8 0 0 0 0 0 0 0 Control Delay(s) 10.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.1 0.0 0.0 Approach LOS B Average Delay 0.2 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 5 Century Square Projected Conditions 23: COLLEGE AVENUE & OFFICE DRIVE Timing Plan:Noon Peak \ f *-. Movement SEL SET NWT NWR SWL SWR Lane Configurations 4'4' 44+ r r Volume(veh/h) 0 513 546 106 0 66 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 558 593 115 0 72 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 625 pX,platoon unblocked 0.98 0.98 0.98 vC,conflicting volume 709 872 297 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 669 835 249 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 90 cM capacity(veh/h) 901 301 738 Direction,Lane# SE 1 SE 2 NW 1 NW 2 NW 3 SW 1 Volume Total 279 279 297 297 115 72 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 115 72 cSH 1700 1700 1700 1700 1700 738 Volume to Capacity 0.16 0.16 0.17 0.17 0.07 0.10 Queue Length 95th(ft) 0 0 0 0 0 8 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 10.4 Lane LOS B Approach Delay(s) 0.0 0.0 10.4 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 25.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Page 6 Century Square Projected Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan:PM Peak ..yr \ ,� ), \ f , / (k / Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations VI 14 rr vivi ++ r vivi +44 r VI +ft* Volume(vph) 271 702 178 617 770 565 239 1639 1136 463 877 167 Satd.Flow(prot) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4963 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4963 0 Satd.Flow(RTOR) 126 126 576 31 Lane Group Flow(vph) 295 763 193 671 837 614 260 1782 1235 503 1135 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 2 3 1 6 6 7 3 8 7 4 Permitted Phases Free Total Split(s) 17.0 34.0 29.0 46.0 20.0 43.0 24.0 47.0 Total Lost Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act Effct Green(s) 11.0 28.0 48.0 23.0 40.0 64.0 14.0 37.0 130.0 18.0 41.0 Actuated g/C Ratio 0.08 0.22 0.37 0.18 0.31 0.49 0.11 0.28 1.00 0.14 0.32 v/c Ratio 1.02 1.00 0.17 1.11 0.77 0.73 0.70 1.23 0.78 1.06 0.72 Control Delay 115.5 83.7 10.5 117.7 46.5 26.3 54.6 134.3 12.3 110.7 41.2 Queue Delay 0.0 0.0 0.0 I I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.5 83.7 10.5 46.5 26.3 54.6 lb 12.3 110.7 41.2 LOS F F B4110 D C D B F D Approach Delay 79.9 63.2 82.0 62.6 Approach LOS E E F E Queue Length 50th(ft) -132 -342 20 -331 336 324 105 -678 961 -239 301 Queue Length 95th(ft) #229 #480 49 #453 414 479 m108 m#724 m531 #351 356 Internal Link Dist(ft) 488 985 1084 684 Turn Bay Length(ft) 180 225 250 250 350 215 Base Capacity(vph) 290 762 1108 607 1088 843 369 1447 1583 475 1586 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.02 1.00 0.17 1.11 0.77 0.73 0.70 1.23 0.78 1.06 0.72 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset:0(0%),Referenced to phase 2:SET and 6:NWT,Start of Green,Master Intersection Control Type:Actuated-Coordinated Maximum v/c Ratio:1.23 Intersection Signal Delay:73.0 Intersection LOS:E Intersection Capacity Utilization 101.9% ICU Level of Service G Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2:UNIVERSITY DRIVE&TEXAS AVENUE X01 >lit 02 t 03 /04 , X05087 6 R .., ' -,:',440'"' Century Square Projected Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan:PM Peak \ )) %-. \ f , / •-; C / ►�. Lane Group SEL SET SER NWL -,NWT NWR NEL NET NER SWL SWT SWR Lane Configurations 4 ri 4 ff ¶5 441 19 +14 r Volume(vph) 217 31 62 3 31 159 92 2616 1 9 1615 61 Satd.Flow(prot) 0 1785 1583 0 1855 1583 1770 5085 0 1770 5085 1583 Flt Permitted 0.958 0.996 0.950 0.950 Satd.Flow(perm) 0 1785 1583 0 1855 1583 1770 5085 0 1770 5085 1583 Satd.Flow(RTOR) 159 206 113 Lane Group Flow(vph) 0 270 67 0 37 173 100 2844 0 10 1755 66 Turn Type Split NA Perm Split NA Free Prot NA Prot NA Perm Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 Free 6 Total Split(s) 38.0 38.0 38.0 20.5 20.5 19.0 61.0 10.5 52.5 52.5 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 25.0 25.0 10.2 130.0 14.5 75.7 6.3 58.4 58.4 Actuated g/C Ratio 0.19 0.19 0.08 1.00 0.11 0.58 0.05 0.45 0.45 v/c Ratio 0.79 0.16 0.26 0.11 0.51 0.96 0.12 0.77 0.09 Control Delay 65.9 0.8 61.1 0.1 45.2 19.9 60.3 21.0 3.5 Queue Delay 0.0 0 ; 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay0.8 61.1 0.1 45.2 19.9 60.3 21.0 3.5 LOS E A E A D B E C A Approach Delay . i.. 20.8 20.6 Approach LOS D B C C Queue Length 50th(ft) 219 0 30 0 75 312 8 378 6 Queue Length 95th(ft) 297 0 67 0 m78 m#1049 m11 m562 m10 Internal Link Dist(ft) 467 305 578 1084 Turn Bay Length(ft) 75 150 200 305 Base Capacity(vph) 446 515 214 1583 197 2961 86 2282 772 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.13 0.17 0.11 0.51 0.96 0.12 0.77 0.09 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 125(96%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:0.96 Intersection Signal Delay:22.4 Intersection LOS:C Intersection Capacity Utilization 88.8% ICU Level of Service E Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3:UNIVERSITY DRIVE&POLO ROAD/FRONT STREET( ER42 . �1 p3 Allst14 \ 06ti a J05 - � ‘ � 9/22/2014 Synchro 9 Report ' �\ Scenarioa 2A `� Page 2 e Century Square Projected Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan:PM Peak .sl NI, J) ,` \ f 5 , ,-* fk / -' Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Vi 'ft rf T1. r' '9 +14 ) +44T Volume(vph) 472 181 111 248 258 149 196 2096 265 84 1228 393 Satd.Flow(prot) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4902 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow(perm) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4902 0 Satd.Flow(RTOR) 159 159 23 76 Lane Group Flow(vph) 513 197 121 270 280 162 213 2566 0 91 1762 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Split(s) 27.0 27.0 27.0 21.0 21.0 21.0 22.0 67.0 15.0 60.0 Total Lost Time(s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Act Effct Green(s) 21.4 21.4 21.4 14.6 14.6 14.6 16.7 62.99.2 55.3 Actuated g/C Ratio 0.16 0.16 0.16 0.11 0.11 0.11 0.13 0.48 �Q'7 0.07 0.43 ii v/c Ratio 0.91 0.34 0.31 0.70 0.71 0.51 0.94 1.06 r 0.73 0.83 Control Delay 74.6 49.8 4.8 66.065.9 14.3 101.6 6 . \'\ 91.2 20.3 Queue Delay 0.0 0.0 0.0 0 0 0 0.0 0.0 0.0 0.0 Total Delay 74.6 49.8 4.8 ci, 14.3 10 . 68.1 91.2 20.3 LOS E D A E B F E F C Approach Delay 58.5 54.2 70.7 23.8 I Approach LOS E D E C Queue Length 50th(ft) 221 78 0 113 120 2 181 -881 82 126 Queue Length 95th(ft) #319 116 25 161 170 69 #337 #971 m112 290 Internal Link Dist(ft) 559 473 374 304 Turn Bay Length(ft) 145 430 250 275 290 330 Base Capacity(vph) 571 589 396 409 421 328 227 2430 129 2129 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 I 8b Storage Cap Reductn 0 0 0 0 0 0 0 0 0.900 0 Reduced v/c Ratio 0.33 0.31 0.66 0.67 0.49 0.94 1.06 0.71 0.83 Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 110(85%),Referenced to phase 2:NET and 6:SWT,Start of Green Control Type:Actuated-Coordinated Maximum v/c Ratio:1.06 Intersection Signal Delay:53.1 Intersection LOS:D Intersection Capacity Utilization 90.0% ICU Level of Service E Isia Analysis Period(min)15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5:UNIVERSITY DRIVE&BIZELL STREET/COLLEGE AVENUE Nlitr 1 1'• R 3 ',It'o4 - P ^R"m's^ra'^""§ 9 �. Y Alt Aw v+ .:,d"a e- ..^h."a,.» l ::.-. lb MEM i0 • Ik 5, afiPvti :\aRAP" 4�k'�re»' S Century Square Prc 1: HENSEL STREET & TEXAS AVENUE "IV \ ? - \ f , / -4 Movement SEL SET SER NWL NWT NWR NEL NET NE Lane Configurations ill f rr vi 11+ 4+ Volume(veh/h) 0 1238 37 59 1130 0 75 0 0 Sign Control Free Free Stop aI�Fi 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 Hourly flow rate(vph) 0 1346 40 64 1228 0 82 0 55 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1228 1386 2088 2702 673 2085 2742 614 vC1,stage 1 conf vol 1346 1346 1357 1357 vC2,stage 2 conf vol 742 1357 728 1386 vCu,unblocked vol 1228 1386 2088 2702 673 2085 2742 614 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC,2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 87 42 100 86 100 100 100 cM capacity(vehm) 563 490 140 137 398 119 111 435 Direction,Lane# SE 1 SE 2 SE 3 SE 4 NW 1 NW 2 NW 3 NE 1 SW 1 Volume Total 0 673 673 40 64 819 409 137 0 Volume Left 0 0 0 0 64 0 0 82 0 Volume Right 0 0 0 40 0 0 0 55 0 cSH 1700 1700 1700 1700 490 1700 1700 190 1700 Volume to Capacity 0.00 0.40 0.40 0.02 0.13 0.48 0.24 0.72 0.00 Queue Length 95th(ft) 0 0 0 0 11 0 0 115 0 Control Delay(s) 0.0 0.0 0.0 0.0 13.4 0.0 0.0 61.6 0.0 Lane LOS B ' + A Approach Delay(s) 0.0 0.7 61.6 0.0 Approach LOS A intersection Summary Average Delay 3.3 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenarioa 2A Page 1 Century Square Projected Conditions I4: UNIVERSITY DRIVE & DRIVEWAY 2 Timing Plan:PM Peak 1 Lane Configurations r 4444 +44 r Volume(veh/h) 0 62 0 2646 1526 92 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 67 0 2876 1659 100 Pedestrians 'm Lane Width(ft) Walking Speed(ft/s) II Percent Blockage Right turn flare(veh) Median type Raised Raised iR Median storage veh) 1 1 Upstream signal(ft) 825 658 pX,platoon unblocked 0.69 0.70 0.70 vC,conflicting volume 2617 553 1759 vC1,stage 1 conf vol 1659 vC2,stage 2 conf vol 959 vCu,unblocked vol 0 0 579 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 91 100 cM capacity(veh/h) 706 758 693 Direction,Lane# SE 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 SW 4 Volume Total 67 959 959 959 553 553 553 100 Volume Left 0 0 0 0 0 0 0 0 Volume Right 67 0 0 0 0 0 0 100 cSH 758 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.09 0.56 0.56 0.56 0.33 0.33 0.33 0.06 Queue Length 95th(ft) 7 0 0 0 0 0 0 0 ,•. Control Delay(s) 10.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.2 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 ✓ ' 9/22/2014 Synchro 9 Report Scenarioa 2A Page 2 ■ Century Square Projected Conditions 6: Driveway & COLLEGE AVENUE Timing Plan:PM Peak Movement EBT EBR WBL WBT NBL NBR Lane Configurations ++ r ++ V ED Volume(veh/h) 569 15 38 737 37 19 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 618 16 41 801 40 21 Pedestrians 4 1114 Lane Width(ft) Walking Speed(ft/s) Percent Blockage .,W Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 715 pX,platoon unblocked 0.95 vC,conflicting volume 635 1102 309 vC1,stage 1 conf vol 618 vC2,stage 2 conf vol 483 vCu,unblocked vol 635 1009 309 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 I °I' tF(s) 2.2 3.5 3.3 p0 queue free% 96 88 97 cM capacity(veh/h) 944 349 687 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 309 309 16 41 401 401 61 Volume Left 0 0 0 41 0 0 40 Volume Right 0 0 16 0 0 0 21 cSH 1700 1700 1700 944 1700 1700 419 Volume to Capacity 0.18 0.18 0.01 0.04 0.24 0.24 0.15 Queue Length 95th(ft) 0 0 0 3 0 0 13 I i► Control Delay(s) Lane LOS 0.0 0.0 0.0 9.0 0.0 0.0 15.1 A C Approach Delay(s) 0.0 0.4 15.1 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenarioa 2A Page 3 iso iir Century Square Projected Conditions 7: COLLEGE AVENUE & HENSEL STREET Timing Plan:PM Peak J ---► 4— k, 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations "i 4'4 +I V Volume(veh/h) 108 475 701 36 106 33 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 117 516 762 39 115 36 Pedestrians Lane Width(ft) Walking Speed(ft/s) I Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 801 1274 401 vC1,stage 1 conf vol 782 vC2,stage 2 conf vol 493 vCu,unblocked vol 801 1274 401 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) 5.8 tF(s) 2.2 3.5 3.3 p0 queue free% 86 57 94 cM capacity(veh/h) 818 267 599 Direction,Lane# EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 117 258 258 508 293 151 Volume Left 117 0 0 0 0 115 Volume Right 0 0 0 0 39 36 cSH 818 1700 1700 1700 1700 307 Volume to Capacity 0.14 0.15 0.15 0.30 0.17 0.49 Queue Length 95th(ft) 12 0 0 0 0 64 ■r Control Delay(s) 10.1 0.0 0.0 0.0 0.0 27.6 Lane LOS B D Approach Delay(s) 1.9 0.0 27.6 Approach LOS D Intersection Summary • Average Delay 3.4 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period(min) 15 ■ ■ l' 9/22/2014 Synchro 9 Report Scenarioa 2A Page 4 Century Square Projected Conditions 22: UNIVERSITY DRIVE & DRIVEWAY 3 Timing Plan:PM Peak %at Movement SEL SER NEL NET SWT SWR Lane Configurations � ft +++ Volume(veh/h) 0 62 0 2573 1595 61 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 67 0 2797 1734 66 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) 384 1099 pX,platoon unblocked 0.67 0.71 0.71 vC,conflicting volume 2666 578 1800 vC1,stage 1 conf vol 1734 vC2,stage 2 conf vol 932 vCu,unblocked vol 0 0 695 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 91 100 cM capacity(veh/h) 689 769 636 Direction,Lane# SE 1 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3 SW 4 Volume Total 67 932 932 932 578 578 578 66 Volume Left 0 0 0 0 0 0 0 0 Volume Right 67 0 0 0 0 0 0 66 cSH 769 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.09 0.55 0.55 0.55 0.34 0.34 0.34 0.04 Queue Length 95th(ft) 7 0 0 0 0 0 0 0 Control Delay(s) 10.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.1 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenarioa 2A Page 5 Century Square Projected Conditions 23: COLLEGE AVENUE & OFFICE Timing Plan:PM Peak Movement EBL EBT WBT WBR SBL SBR Lane Configurations 14 lit r r Volume(veh/h) 0 588 727 122 0 93 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 639 790 133 0 101 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 639 pX,platoon unblocked 0.94 0.94 0.94 vC,conflicting volume 923 1110 395 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 792 991 231 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 86 cM capacity(veh/h) 775 229 725 Direction,Lane# EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 320 320 395 395 133 101 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 133 101 cSH 1700 1700 1700 1700 1700 725 Volume to Capacity 0.19 0.19 0.23 0.23 0.08 0.14 Queue Length 95th(ft) 0 0 0 0 0 12 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 10.8 Lane LOS B Approach Delay(s) 0.0 0.0 10.8 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 32.5% ICU Level of Service A Analysis Period(min) 15 9/22/2014 Synchro 9 Report Scenarioa 2A Page 6 CITY OF COLLEGE STATION Home of Texas A6M University* MEMORANDUM DATE: October 17, 2014 TO: Colby Wright, via; cwrightAjonescarter.com FROM: Danielle Singh, P.E., Transportation Planning Coord. SUBJECT: CENTURY SQUARE PHASE 1 (DP) TRANSPORTATION 1. Turning movement counts for the existing conditions need to be increased by 20% since counts were taken when classes were not in session. 2. It is unlikely that all restaurants associated with this development can use Land Use 931 for their trip generation. These restaurants are typically not part of a chain and require reservations. Land Use 932 is likely a more appropriate land use. Please revise. 3. As previously discussed, we would like to see the striped median near Calvin Moore Avenue replaced with a raised median. 4. It appears that the signal timing is being optimized for the purposes of this TIA. These signal timings will not work for the corridor. Please use existing signal timings or study timings along the corridor to justify the changes. 5. Please show cross access to North Pointe Crossing. Cross access was stubbed out with that development. 6. Previous layouts had shown Hensel Drive to be realigned with Rosemary. Is that still in the plans? Mitigation is needed for Hensel as LOS falls below D. 7. We would prefer the College Avenue Driveway to align with Cross Street in order to form an intersection that could be signalized in the future. There appears to be existing pavement that would connect this driveway to the site. This location would allow a full access driveway. 8. After further review and discussion, there are concerns with weaving movements for traffic exiting Driveway 3 on University Drive and attempting to make left turns onto Bizzell. With 2 other driveways onto University, there will be sufficient access for the development, please revise. 9. The throat depth for the driveway aligning with Polo Drive needs to be increased. The queue at the signal will prevent cars from accessing those parking areas. 10. Based on the LOS, improvements are necessary at the Polo/University Drive intersection. The LOS will drop further when timings are adjusted per comment 4. Due to the location of signal poles, improvements will require the signal to be moved/replaced. Please let me know if you would like to set up a meeting to discuss details of this. Planning Development Services P.O.BOX 9960 • 1101"TEXAS AVENUE •COLLEGE STATION •TEXAS •77842 TEL.979.764.3570•FAX. 979.764.3496 Reviewed by: Danielle Singh, P.E., Transportation Planning Coord. Date: 10/17/14 PC: Chad Bohne, via; chad.bohne@txdot.gov Allison Kurwitz, via; allison.kurwitz@txdot.gov Vincent Espinoza, via; vincent.espinoza@txdot.gov Doug Marino, via; doug.marino c( txdot.gov P&DS Project No. 14-00900248 r' JONES & C A R T E R, I N c. Date 9/24/2014 Job No. 01520-0017-00 ENGINEERS • PLANNERS •SURVEYORS Transmittal 6335 Gulfton,Suite 100 TEL 713 777 5337 No. 092414H03 Houston,Texas 77081-1169 FAX 713 777 5976 ATTN:Danielle Singh, P.E. To City of College Station Re: Century Square Phase 1 1101 Texas Avenue College Station, TX 77842 We are sending you: ® Attached ❑ Under separate cover via The following items: ❑ Shop drawings ❑ Prints Plans ❑ Samples ❑ Copy of letter ❑ Change Order ❑ Specifications Copies Date No. Description 2 Traffic Impact Analysis 1 CD-ROM with TIA These are transmitted as checked below: ❑ For approval ❑ No objections ❑ Resubmit copies for approval For your use ❑ Objections noted ❑ Submit copies for distribution ® For review and comment ❑ Returned for corrections ❑ Return corrected prints ❑ As requested ❑ ❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US Remarks If you have any questions, please call. Thank you. Copy to Signed -� Adriana A. Teran, EIT