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Home My WebLink AboutDP2014-900248 - Century Square TIA (September 2014)Traffic Impact Analysis September 2014 --..... ,.. . ....... """) -------· Prepared for: Gensler Prepared by: '\ ,- J I J 0 N E s & c A R T E R. 1 c. __. ENG !NEERS •PLAN ERS •SURVEYORS Texas Board of Professional Engineers Registration No . F-439 6335 Gulfton , Suite 100 Houston, Texas 77081 (713) 777-5337 Traffic Impact Analysis September 2014 Prepared for: Gensler Prepared by : J I J 0 N E s & c A R T E R. I c . .......-E G I EER, •PL AN E RS •SURVEYORS Te xas Board of Professional Engineers Registration No . F-439 6335 Gulfton, Suite 100 Hou ston, Texas 77081 (713) 777-5337 I Table of Contents Int r oduction .................................................................................................................................................. 1 Existing Cond itions ........................................................................................................................................ 2 Site Characteristics ........................................................................................................................................ 5 Trip Generat ion 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 Ex isting 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 JC J 0 N E s & c A R T E R. I H c. ENGINEERS · PLANNERS · SURVEYORS I I 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. JC J 0 N E s & c A R T E R. I N c. ENGINEERS · PLANNERS · SURVEYORS 1 I I I I I 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 61h, 2014 and Thursday, July 91 h, 2014. The existing traffic volumes are shown in Figure 3 and the raw traffic count data can be found in the Appendix. JC J 0 N E s & c A R T E R. I c. ENGINEERS •PLANNERS •SURVEYORS 2 I I I + _L_ ~ __J §] ' -r t J_ COLLEGE AVENUE AT HENSEL DRIVE COLLEGE AVENUE AT DRIVEWAY LEGEN D ---y-LANE ASSIG NMENT @ TRAFF IC SIG NAL ~ tj STOP SIGN J ~ J 0 N E s & c A R T E R, l N c. L ENGINEERS. PLANNERS. SURVEYORS ~I IL L _) _) @ I I I I I ~ 11 L -r @ + 11 r- UNIVERSITY DRIVE AT FRONT STREET ~ l l L 11 r UNIVERSITY DRIVE AT CALVIN MOORE AVENUE L _) UNIVERSITY DRIVE AT COLLEGE AVENUE FIGURE 2 EXISTING LANE ASSIGNM ENTS AND T RA FF IC CON TRO L 3 I I 9 -,,- 31 ...) L ~ 24 6o 190 -363 423 0 0 0 -0---0---0 - -0 _ --0---0 - ...J I L +_) () 552 973 --- 934 9 : I L --%- (J 644 -101'1 en 16 ~ 13 ' 27 1 I r 3 0 12 -6 ---0---,,- ~ -o---.. HENSEL DRI VE AT TEXAS AVENUE COLLEGE AVENUE AT HENSEL DRIVE LEGEND xxxx xxxx 329 334 - 381 14 ~· 1 18 64 35 ~ --321 449 18 ';: COLLEGE AVENUE AT DRIVEWAY AM PEAK HOUR VOLUME NOON PEAK HOUR VOLUME XXXX PM PEAK HOUR VOLUME @ TRAFFIC SIGNAL ~ 9 STOP SIGN JC J 0 N E s & c A R T E R. IN c. ENG!NEERS•PLANNERS•SURVEYORS @ 147 ~~' 1 I L ~~ 538 720 -849 704 536 '~~ 91 431 197 154874809 198 1443 1023 182 1616 62 267"""117369 345 1061 ---so-...) I L ~~ _) 420 129 "132 ---143 125 ~:1 @ 0 1847 90 -o-150358 _0 _13§2 _9 _ ...) I L +_) () 7 8 - () 0 ~ I 1 -5- ~ u @ L ~ 151 0 -CJ () 1 .-; 1 l r 0 682 3 _0 _1625 _3 _ _0 _24"91 _1 _ UNI VERSITY DRIVE AT FRONT STREET 27 1885 221367 22 T36f ...J I 15 ~· I r- 623 55 1650 ~ 2344 19 UNI VE RSITY DRIVE AT CALVIN MOORE AVENU E 1 I r- 92 54 1 165 1311380198 130 1938 252 UNIVERSITY DRIVE AT COLLEGE AVENUE FIGURE 3 2014 EXISTING TRAFFIC VOLUMES 4 I I 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. Access to the proposed site will be provided by three (3) driveways on Un iversity 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 . JC Figure 4 -Site Plan J 0 N E s & c A R T E R, I N c. ENGINEERS · PLANNERS · SURVEYORS ,,- CENT\JRY SQUARE 08/0~14 5 I I I I I I __) ~ l I LL L _J J_ __) COLLEGE AVENUE AT HENSEL DRIVE t j __) ' ' L COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET LEGEND ) .. LANE ASSIGNMENT @ TRAFFIC SIGNAL ~ 9 STOP SIGN JC J 0 N E s & c A R T E R, IN c. ENG!NEERS•PLANNERS•SURVEYORS I I II r JI j IL l 11 r- UNIVE RSITY DRIVE AT FRONT STREET J 11 l 111 UNIVERSITY DRIVE AT DRIVEWAY 2 J j j l 111 UNIVERSITY DRIVE AT ORIVEWAY 3 L UNIVERSITY DRIVE AT COLLEGE AVENUE FIGURE 5 FUTURE LANE ASSIGNMENTS AND TRAFFIC CONTROL 6 I I I Trip Generation and Distribution The Institute of Transportation Engineers, Trip Generation, 9 th Edition, was used to estimate the traffic that will be generated by the proposed development and the Trip Generation reports can be found in the Appendix. Traffic projections were developed at the study area intersections for the following future scenarios : 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 A two and a half percent annual growth rate for background traffic was assumed based on available historical traffic data and engineering judgment. Table 1 provides a summary of the estimated trips generated for the proposed development. No trip reducti ons for transit or internal capture were taken . Trip 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. Table 1-Trip Generation Volumes 24-Hour AM Peak Noon Peak PM Peak Size Two-Way Proposed Land Use (ITE code) Volume Enter Exit Total Enter Ex it 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 Housing (220) units Restaurant 58,200sf 5235 266 58 324 292 144 436 292 144 436 (931) Retail (820) 45,200sf 2463 37 23 60 125 135 260 169 183 352 Bowling Alley 37,000sf 1233 70 46 116 19 13 32 38 25 63 (437) Grocery (850) 21,000sf 2148 44 27 71 93 89 181 125 120 245 Movie 8 0 0 0 33 49 81 65 97 162 Theater (444) screens Sub Total 691 341 1032 757 619 1376 912 860 1772 Pass-by 0 0 0 -189 -145 -334 -256 -196 -452 5% -35 -1 7 -52 -38 -31 -69 -46 -43 -89 Ped/Cyclists TOTAL 656 324 980 530 443 973 610 621 1231 Jt J 0 N E s & c A R T E R. I NC . ENGINEERS · PLANNERS · SURVEYORS 7 I I The d i rectional distribution of the site generated trips was determined based on existing and expected trave l 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 i n Figure 8 and fo r 2016 Projected Conditions are shown in Figure 9. The Institute of Transportation Engineers, Trip Generation, 9 th Ed ition, does not provide noon tri p gene r ation volumes so the projected volumes we re 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. JC J 0 N E s & c A R T E R. IN c . ENGINEERS · PLANNERS · SURVEYORS 8 I I L--.-L COLLEGE AVENUE AT HENSE L DRIVE _J -_) -I I- r L- 5 _L ,_ 1 r -~- _J -_) L - 1 r -I -.-2010 TEXAS AVENUE AT UNIVERSITY DRIVE -.-20 -.- _J I L -L _J ,_ 1 r ~-- UNIVERSITY DRIVE AT FRONT STREET UNIVERSITY DRIVE AT DRIVEWAY 2 ~ -20 _; I l 15 UNIVERSITY DRIVE AT DRIVEWAY 3 L - ,_ 1 I r ~~- COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET UNIVERSITY DRIVE AT COLLEGE AVENUE LEGEND XXXX INBOUND XXXX OUTBOUND @ TRAFFIC SIG NAL ~ cj STOP SIGN JC J 0 N E s & c A R T E R, I N c. ENG!NEERS•PLANNERS•SURVEYORS FIGURE 6 TRIP DISTRIBUTION PERCENTAGES 9 16 22 31 __) L L - 65 -89 rn COLLEGE AVENUE AT HENSEL DRIVE __) -_) L 65 -89 rn r- 1 L - 16 -22 31 33 1 27 3 1 l 32 ..-----62 ___ _ 49 66 93 _J 49 49 -.... 131 L ---106 -- --122 -- __) I L 33 -27 -_) 31 @ 33 I 21 31 I I 66 16 65 32 ~ ~,8:4 ~ L ~ 100 122 16 --22 31 66 164 53 ~-- 61153 --__) l :~~ _j ill 16 22 - 31 32 ~I L l L - 33 -V 31 I - 98 50 ---- 92 ---- UNIVERSITY DRIVE AT FRONT STREET 32 ~I I 98 80 92 UNIVERSITY DRIVE AT DRIVEWAY 2 32 ~I UNIVERSITY DRIVE AT DRIVEWAY 3 L - 66 -53 61 I - l I I 66 66 5353 -- sr-51 -- COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET UNIVERSITY DRIVE AT COLLEG E AVENUE LEGEND xxxx xx.xx xx.xx AM PEAK HO UR VOLUME NOON PEAK HOUR VOLUME PM PEAK HOUR VOLUME @ TRAFF IC SIGNAL ~ ~ STOP SIGN JC J 0 N E s & c A R T E R, IN c. ENGINEERS•PLANNERS •SURVEYORS FIGURE 7 2016 SITE GENERA TED TRAFFIC VOLUMES 10 0 0 0 -0 ---0---0 - -0 _ --0---0- _J I '- +_) 0 696 1226 - 11n 9 : l L -%-o 811 --1274 1099 17 r 14 I 28 1 I r 3 0 13 _6 ___ 0_18 --,-,-o-51 HENSEL DRIVE AT TEXAS AVENUE L ~ 25 63 259 -495 573 COLLEGE AVENUE AT HENSEL DRIVE LEGEND ... 9 456 - 520 15 ~~ l 1 r 19 0 67 -8- 37 19 COLLEGE AVENUE AT DRIVEWAY XXXX AM PEAK HOUR VOLUME XXXX NOON PEAK HOUR VOLUME XXXX PM PEAK HOUR VOLUME @ TRAFFIC SIGNAL ~ 9 STOP SIGN JC J 0 N E s & c A R T E R, IN c. ENG!NE ERS•PLANNERS•SURVEYORS 112 1263 195 201906466 187Ts5 463 _J I '- ~~ _) 27f 436 704 -- 702 154 ~;~ l L: 565 756 -891 739 563 '~ 191 1697 65 26'71173 69 362110453 __) I '- ~_) 441 135 0 1939 95 -o-157861 _0 _1462 _9 _ _J I '- +_) 0 7 8 - 0 0 ~ l 1 -5- --;-J u l I I 0 716 3 _o_l7o6 _3_ _0 _26i6 _1 _ UNIVERSllY DRIVE AT FRONT STREET 28 1979 25 Ts'IT 23 1435 _J I I r 16 654 58 ~ ;::~ ~ UNIVERSllY DRIVE AT CALVIN MOORE AVENUE L ~ 149 64 -106 197 118 ,~;; ~~-1 I r 131 97 568 173 ~~~' ~~ ~: : UNIVERSllY DRIVE AT COLLEGE AVENUE FIGURE 8 2016 BACKGROUND TRAFFIC VOLUMES 11 '; _) 108 485 509 -m L 4,75 36 324 -584 701 COLLEGE AVENU E AT HENSEL DRIVE 498 sos - 569 15 :; ' 0 0 0 -0 ---0---0 - -0 _ --0 ---0 - _) I '- +_) 0 762 1279 -- 1238 42 ~;' L+ 0 827 -1296 1130 50 ,-41 ' 59 1 I 1 35 0 13 -.o -o-51 75-o-51 HENSEL DRIVE AT TEXAS AVENUE 363 --ill 737 20 1 : 1 1 19 0 67 -8- 37 19 49 66 93 _) 498 513 -- 588 j L ~ 565 789 --918 770 596 I ~~ 112 518 239 1841007 893 239~1136 66 2103 95 531711 -6,- 511515-.- _) I '- ~~~ _) 21f @ 23 30 - 31 32 ~' 32 ~' I L :a 159 33 -2"1 31 1 1 ; 753 1853 2646 UNIVERSITY DRIVE AT DRIVEWAY 2 32 :~' I 808 1a1J 2573 UNIVERSITYDRIVEATDRIVEWAY3 COLLEGE AVENUE AT DRIVEWAY COLLEGE AVENUE AT OFFICE STREET UNIVERS ITY DRIVE AT COLLEGE AVENUE LEGEND xxxx xxxx AM PEAK HOUR VOLUME NOON PEAK HOUR VOLUME XXXX PM PEAK HOUR VOLUME @ TRAFFIC SIG NAL ~ q STOP SIGN JC J 0 N E s & c A R T E R, IN c. ENG!NEERS •PLAN NERS•SURVEYO RS FIGURE 9 2016 PROJECTED TRAFFIC VOLUMES 12 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 along Lake 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 Location TxDOT Auxiliary Lane Threshold University Drive at Front Street 60vehlcles University Drive at Driveway 2 60vehicles University Drive at Driveway 3 60vehlcles College Avenue at Office Street 60vehicles Jr: J 0 N E S & C A R T E R.111c . ENGINEERS · PLANNERS · SURVEYORS Projected Right-Turn Volume AM Peak Hour PM Peak Hour 66 61 96 62 66 61 131 122 Minimum volume met Yes Yes Yes Yes 13 <( <( ...... w ~~n z _J I (.) ~ ~ JC J 0 N E s & c A R T E R. I N c. ENGINEERS•PLANNERS•SURVEYORS l ~~'.-iiiiiilliiiii w z _J I (.) ~ ~ FIGURE 10 UNIVERSITY DRIVE -SCHEMATIC LAYOUT 14 JC J 0 N E s & c A R T E R, IN c. EN GINEERS •PLANNERS •S URV EYORS l UJ z _J I iiliiilc.i~ (.) ••• ,~ FIGURE 11 COLLEGE AVENUE-SCHEMATIC LAYOUT 15 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 Service Vehicle (Sec) Vehicle (Sec) Description A :SlO SlO Good progression and short cycle lengths B > lOand s lS > lOand s 20 Good progression or short cycle lengths, more vehicle stops c > lS and S 2S > 20and S 3S Fair progression and/or longer cycle lengths, some cycle failures D >2Sands3S >3S ands SS Congestion becomes noticeable, high volume to capacity ratio E > 3S ands SO >SS ands 80 Limit of acceptable delay, poor progression, long cycles, and/or high volume F >SO >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 Jt J 0 N E s & c A R T E R. I NC . ENGINEERS •PLANNERS •SURVEYORS 16 -r A ~ _, V" -~ -0 ~ ......, ~ -:::> -' ...., ~ ·~ w v--'8 ~ Vl c5 .J ...., 0 f-~ _.) ? 2014 Existing Conditions Capacity analys is was performed for 2014 Existing Conditions for th e Peak Hours at the study area intersecti ons and is summarized in Table 4. All signa lized 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 A (7.8)1 A (9.3) c (31.3) D (51.6) D (40.4) Unslgnalized Intersections College Avenue at Driveway A B A B (8.1)1 (11 .7) (8.3)1 (13.6) College Avenue at Hensel Drive B A B (10.9) (8 .2)1 (11.3) Texas Avenue at Hensel Drive A B A B c A (8 .8)1 (11.2) (0.0) (10 .7)1 (15.5) (0.0) University Drive at Calvin Moore Avenue A A A (9.1) (9.0) (9.7) Signalized Intersection Texas Avenue at University Drive F D E E D F B E E (129.8) (50.2) (61.8) (78.6) (37.9) (132.1) (17.9) (55.1) (64.8) University Drive at Front Street A B B B D A c A B (8.5) (10.8) (11.4) (11.3) (46.6) (0 .7) (34.4) (5.6) (20.0) University Drive at College Avenue D B B c D D c B c (52 .0) (19.2) (13 .1) (20.3) (36.6) (39.8) (30.2) (13.0) (25.7) Left-turn level -of-service JC J 0 N E s & c A R T E R.1 NC . ENGINEERS •PLANNERS •SURVEYORS A B (8.3)1 (12.5) A B (8.5)1 (13 .7) B c A (10.6)1 (15.5) (0.0) A B (8 .9) (12.2) E D D E E (73.7) (49 .6) (53.7) (58 .2) (56.5) A A A A (1.1) (7.0) (7.6) (7.0) D D E B D (52.2) (46.7) (55 .7) (14.0) (42.1) 17 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 A (8.0)1 A (9 .4) c (31.5) D (51.6) D (40 .4) Unsignalized Intersections College Avenue at Driveway A B A c {8.5)1 {13.1) (8 .8)1 {16.6) College Avenue at Hensel Drive B A B (11.7) (8.6)1 {12.5) Texas Avenue at Hensel Drive A B A B c A (9 .4)1 {12.1) (O.O) (12.3)1 {19.3) {0.0) University Drive at Calvin Moore Avenue A A A (9 .0) (9.1) (9.9) Signalized Intersection Texas Avenue at University Drive F D E F D F B E E (142.3) {47.9) {72.8) (86.3) (39.1) (145.9) (18.7) (66 .9) (72.2) University Drive at Front Street A B B B D A c A B (8.5) {11.5) (11.4) (11.6) (46.6) (0 .7) (22.3) (4.5) (13 .4) University Drive at College Avenue D B B c D D c B c (52 .0) (19 .8) (14.2) (21.1) (36 .7) (44 .6) (32.0) (12 .1) (26 .6) Left-t urn lev el-of-se rvic e JC J 0 N E s & c A R T E R. I c. ENGINEERS · PLANNERS · SUR VEYORS A B (8.8)1 (14.2) A c (9.1)1 (16.5) B c A (12 .1)1 {19.8) (0.0) A B (8.9) (12 .2) F D E E E (83 .2) {53.8) {59.3) (62 .6) (62.2) A A A A (1 .1) (8 .3) (7 .7) (7.8) D D E B D (53.1) (47 .2) (75.2) (15 .2) (Sl.7) 18 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 LOSE in the Noon and PM Peak hours o LOS Fin 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 Unslgnallzed Intersections College Avenue at Office Street A B B (9.8) (10.4) (10.8) College Avenue at Hensel Drive A c A c B D (8.5)1 (15 .4) (9 .4)1 (16.8) (10.1)1 (27.6) Texas Avenue at Hensel Drive B c A B E A B F A (10.0)1 (18 .4) (0 .0} (13.4}1 (45.9) (0.0) (13.4)1 (61.6) (0.0) University Drive at Driveway 2 B B B (10 .9) (10.0) (10 .2) University Drive at Driveway 3 B B B (10.8) (10.1) (10.1) College Avenue at Driveway A B A c A c (8.6)1 (13.8) (9.0)1 (17 .9) (9.0)1 (15.1) Signalized Intersection Texas Avenue at University Drive c F c F F D F B F E E E F E E (30.2) (160.1) (32.8) (104.1) (98.8) (38.0) (161.1) (18.9) (81.0} (79.0) (79.9) (63.2) (82.0) (62.6) (73.0) University Drive at Front Street 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 D c B c D D D c c E D E c 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) Left-turn level -of-service JC J 0 N E S & C A R T E R. 1 rtc . 19 ENGINEERS •PL ANNERS •SUR VEY ORS Queue Length Analysis Sim Traffic 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 Dr ive at Front Street be extended to provide 200 feet of storage and 275 feet of deceleration for a total length of 475 feet. JC J 0 N E s & c A R T E R. I HC . ENGINEERS · PLANNERS · SURVEYORS 20 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) o LOSE in the Noon and PM Peak hours o LOS Fin the AM Peak hour o Texas Avenue at Hensel Drive (unsignalized) o LOSE 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 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. Jr: 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. J 0 N E s & c A R T E R. I N c. ENGINEERS •PLANNERS •SURVEYORS 21 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 University Southbound Startnme App . Len Thru Right U-Tum Peds Total Left Thru 7:00AM 38 201 24 0 0 263 78 143 7:15AM 46 283 22 0 0 351 129 154 7:30AM so 362 36 0 0 448 1S2 186 7:4SAM 47 330 30 0 0 407 154 209 Hourly Total 181 1176 112 0 0 1469 S13 692 8:00AM 43 226 19 0 0 290 101 171 6:1SAM SS 194 2S 0 0 274 109 128 8:30AM 48 169 27 0 0 244 99 136 8:4SAM 64 160 25 0 0 249 93 120 Hourly Total 210 751 96 0 0 1057 402 555 9:00AM 52 118 25 0 1 195 104 119 9:15AM 64 122 30 0 0 2 16 106 127 9:30AM 65 162 31 0 0 258 108 145 9:4SAM 52 125 27 0 0 204 121 156 Hourly Total 233 527 113 0 1 873 4 39 547 10 :00AM 83 110 25 0 1 218 106 119 10 :15AM 79 137 34 0 0 2SO 98 118 10 :30AM 73 119 41 0 0 233 116 147 10:4SAM 86 142 40 0 0 268 110 122 Hourly Total 321 508 140 0 1 969 430 506 11 :00AM 91 12S 29 0 2 245 107 136 11 :15AM 100 124 44 0 0 268 106 154 11 :30AM 118 142 39 0 1 299 116 174 11 :45AM 102 180 43 0 2 325 118 136 Hourtv Tota l 4 11 S71 155 0 5 1137 447 600 12:00 PM 114 173 43 0 2 330 118 191 12:1S PM 102 218 S7 0 0 377 140 218 12:30 PM 116 231 40 0 0 387 143 216 12 :4S PM 112 241 S1 0 0 404 142 224 Hourly Total 444 863 191 0 2 1498 543 849 1:00PM 113 241 37 0 1 391 145 2 11 1:15 PM 110 221 52 0 0 383 143 180 1:30 P M 103 221 56 0 1 380 133 168 1:45 P M 117 177 46 0 1 340 124 182 Ho urtv Total 443 860 191 0 3 1494 545 741 2:00 PM 122 163 56 0 1 341 124 182 2:15 PM 124 156 48 0 0 328 137 176 CJ Hens& Associat · : C . J . Hen sch & A ssociates Inc. 5215 Sycamore Ave. Pasad ena , Texas , United States 77503 (281) 48 7-541 7 denn iscox@cj he nsch .com Turning Movement Data Texas Westbound App . Right U-Tum Peds Total Len Thru 29 0 0 250 19 80 32 0 0 31S 32 63 67 0 0 40S 1S 111 78 0 0 441 28 136 206 0 0 1411 94 390 76 0 0 348 16 121 S6 0 0 293 1S 81 65 0 1 300 19 113 60 0 0 273 12 106 257 0 1 1214 62 421 56 0 0 279 28 107 60 0 0 293 21 123 58 0 4 3 11 31 110 84 0 1 361 24 154 256 0 5 1244 104 494 80 0 0 305 29 143 93 0 0 309 22 128 86 0 0 349 26 11 9 102 0 0 334 27 141 361 0 0 1297 104 531 93 0 0 336 21 136 102 0 0 362 32 18 1 106 0 1 396 24 199 129 0 0 383 42 261 430 0 1 1477 119 777 124 0 0 433 48 236 124 0 0 482 38 214 147 0 0 S06 38 217 128 0 0 494 30 207 S23 0 0 1915 154 874 131 0 0 487 35 166 124 0 0 447 29 163 141 0 0 442 30 169 119 1 0 426 39 202 515 1 0 1802 133 700 104 0 0 410 35 173 96 0 0 409 31 173 Univers ity Northbound Right U-Tum 34 0 34 0 47 0 6S 0 180 0 S1 0 42 0 70 0 105 0 268 0 83 0 113 1 101 0 108 0 405 1 98 1 109 0 105 0 102 0 414 1 88 0 124 0 137 0 179 0 528 0 187 0 177 0 217 1 228 2 809 3 148 0 124 0 127 0 144 0 543 0 156 0 133 0 App . Peds Total Len 0 133 13 0 129 19 0 173 23 0 229 3S 0 664 90 0 188 30 0 138 28 1 202 28 0 223 31 1 751 117 0 218 24 0 258 23 1 242 29 0 286 30 1 1004 106 0 271 38 0 259 31 0 250 29 0 270 45 0 1050 143 0 245 42 0 337 42 0 360 50 0 482 56 0 1424 190 0 471 so 0 429 S8 0 473 58 0 467 49 0 1840 215 0 349 52 0 316 56 1 326 45 1 385 46 2 1376 199 0 364 41 0 3 37 50 Count Name : University at Texa s Ave Site Cod e: 4 Start Date: 05/06/20 14 Pa ge No : 1 Texas Eastbound Thru Right U-Turn 46 34 0 74 3S 1 111 35 0 135 so 0 366 154 1 95 27 0 105 36 0 95 32 0 113 25 0 408 120 0 111 23 0 90 26 0 125 26 0 108 33 0 434 108 0 108 2 1 1 123 20 0 98 17 1 131 19 1 460 77 3 142 30 0 138 29 0 130 25 0 142 33 0 SS2 11 7 0 173 39 0 156 39 0 170 54 0 17 1 34 0 670 166 0 154 4S 0 167 58 0 166 39 1 169 33 0 656 175 1 149 36 0 134 35 0 Peds App. Total 0 93 0 129 0 169 0 220 0 611 0 1S2 0 169 2 155 0 169 2 645 0 158 2 139 1 180 2 171 5 648 0 168 1 174 0 145 1 196 2 683 0 214 0 209 0 205 0 231 0 8S9 1 262 2 2S3 2 282 2 2S4 7 1051 1 251 0 281 1 251 1 248 3 1031 1 226 0 219 Int. Total 739 924 119S 1297 41SS 978 874 901 914 3667 850 906 991 1022 3769 962 992 977 1068 3999 1040 1176 1260 1421 4897 1496 1S41 1648 1619 6304 1478 1427 1399 1399 5703 134 1 1293 2:30 PM 117 142 39 0 0 298 149 200 105 0 0 454 41 183 137 0 0 361 50 151 37 0 0 238 1351 2:45 PM 104 199 37 0 0 340 129 168 100 0 0 397 32 200 143 0 0 375 49 150 35 0 0 234 1346 Hourty Total 467 860 180 0 1 1307 539 728 405 0 0 1870 139 729 589 0 0 1437 190 584 143 0 1 917 5331 3:00 PM 101 178 37 0 1 316 151 170 110 0 0 431 32 164 145 0 0 341 48 141 43 0 , 232 1320 3:15PM 101 168 47 0 0 316 124 176 120 0 0 420 40 200 1n 0 0 412 47 140 34 0 0 221 1369 3:30 PM 100 151 41 0 0 292 109 156 111 0 0 376 45 239 154 0 0 438 39 156 29 1 0 225 1331 3:45 PM 112 126 33 0 0 271 120 190 116 0 0 426 45 198 150 1 0 394 52 149 25 1 1 227 1318 Hourtv Total 414 623 158 0 1 1195 504 692 457 0 0 1653 162 801 621 1 0 1585 186 586 131 2 2 905 5338 4:00 PM 106 150 33 0 1 289 101 141 99 0 0 341 36 233 155 0 0 424 61 154 36 1 0 252 1306 4:15PM 99 168 38 0 0 305 130 128 114 0 0 372 40 244 202 0 0 486 43 154 28 2 1 227 1390 4:30 PM 93 147 57 0 0 297 117 145 103 0 0 365 45 256 217 0 0 518 47 161 33 0 0 241 1421 4:45 PM 107 164 34 0 0 305 114 146 100 0 0 360 36 285 194 0 0 515 62 157 39 0 0 258 1438 Hourtv Total 405 629 162 0 1 1196 462 560 416 0 0 1438 157 1018 768 0 0 1943 213 626 136 3 1 978 5555 5:00 PM 117 199 46 0 1 362 147 185 110 0 0 442 48 374 234 0 0 656 66 164 29 1 0 260 1720 5:15PM 116 186 38 0 0 338 145 182 124 0 0 451 53 372 280 0 0 705 73 167 24 0 1 264 1758 5:30 PM 110 169 41 0 2 320 127 188 143 0 0 458 56 355 286 0 0 697 69 172 28 0 0 269 1744 5:45 PM 98 165 36 0 1 299 120 149 161 0 0 430 41 342 223 1 0 607 50 186 30 0 0 246 1582 Hourty Total 441 719 159 0 4 1319 539 704 538 0 0 1781 198 1443 1023 1 0 2865 258 669 111 1 1 1039 6804 6:00 PM 110 212 32 0 1 354 103 148 121 0 0 372 29 257 201 0 0 487 60 148 27 0 1 235 1448 6:15PM 96 165 29 0 0 290 113 165 136 0 0 414 22 249 206 0 0 477 45 126 26 0 1 197 1378 6:30 PM 113 199 33 0 0 345 158 131 157 0 0 446 35 217 159 0 0 411 56 134 26 0 0 216 1418 6:45 PM 100 181 36 0 0 317 124 117 124 0 0 365 21 206 183 0 0 410 47 130 35 0 0 212 1304 Hourtv Total 419 757 130 0 1 1306 498 561 538 0 0 1597 107 929 749 0 0 1785 208 538 114 0 2 860 5548 Grand Total 4389 8644 1787 0 20 14820 5861 7733 4904 1 7 18499 1533 9107 6877 7 4 17524 2115 6549 1552 11 26 10227 61070 Accroach % 29.6 58.3 12.1 0.0 31.7 41.8 26.5 0.0 8.7 52.0 39.2 0.0 20.7 64.0 15.2 0.1 Total% 7.2 14.2 2.9 0.0 -24.3 9.6 12.7 8.0 0.0 30.3 2.5 14.9 11.3 0.0 28.7 3.5 10.7 2.5 0.0 16.7 All Vehicles 4389 8644 1787 0 14820 5861 7733 4904 1 18499 1533 9107 6877 7 17524 2115 6549 1552 11 -10227 61070 % All Vehicles 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians -20 7 4 26 % Pedestrians 100.0 100.0 100.0 -100.0 ;: 0 ;: :::> ! ~ 0 ~ on on ~o ;: _, N [ ,_ ,_ ~o .. j -=~ 0 ~ ~ ,_ 8 ~ ~ N N 0 ~o ~a:: 0 !il !il Q. CJ Hens& Associat · : C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas , United States 77503 (281) 487-5417 denniscox@cjhensch .com Unlv.,.ity Nl Out In Total 16126 14820 30946 0 0 0 16126 14820 30946 1787 8644 4389 0 0 0 0 0 0 20 1787 8644 4389 0 20 R T L u p fl + 4 ~ ~ t ~ ..... 05~0 14 7:00 AM ..... ~g~~47:00 PM • AllVehides ~ .. Pedestrians .., ., t rt u L T R p 7 1533 9107 6877 0 0 0 0 0 4 7 1533 9107 6877 4 . 16084 17524 33588 0 0 0 16064 17524 33568 Out In Toto I Un lversitv IS! T urn ing Movement Data Plot .. 0 ~ ,, 8 .. ~~ o~ 0: 0 0: ;;; ;;; r-~ o~ t 0 ~ :s :s c-o-~ o e '" .,, ... ... 0 §' -; 5' 5 ]j ~ Count Name : University at Texas Ave S ite Code : 4 Start Date : 05/06/2014 Page No : 3 University Southbound Start nme App. Left Thru Right U·Turn Peds Total Left 11:00AM 91 125 29 0 2 245 107 11:15AM 100 124 44 0 0 268 106 11:30AM 118 142 39 0 1 299 116 11:45AM 102 180 43 0 2 325 118 Total 411 571 155 0 5 1137 447 Aoproach % 36.1 50.2 13.6 0.0 30.3 Total% 8.4 11.7 3.2 0.0 23.2 9.1 PHF 0.871 0.793 0.881 0.000 0.875 0.947 AtlVehides 411 571 155 0 1137 447 % All Vehides 100.0 100.0 100.0 100.0 100.0 Pedestrians 5 % Pedestrians -1000 -CJ Hens& Associat · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Peak ~our Data (11 :00 AM) -Texas University Westbound Northbound App. Thru Right U·Turn Peels Total Left Thru Right U-Tum 136 93 0 0 336 21 136 88 0 154 102 0 0 362 32 181 124 0 174 106 0 1 396 24 199 137 0 136 129 0 0 383 42 261 179 0 600 430 0 1 1477 119 777 528 0 40.6 29.1 0.0 8.4 54.6 37.1 0.0 12.3 8.8 0.0 30.2 2.4 15.9 10.8 0.0 0.862 0.833 0.000 0.932 0.708 0.744 0.737 0.000 600 430 0 1477 119 777 528 0 100.0 100.0 100.0 100.0 100.0 100.0 1 -100 0 . Peds App. Total Left 0 245 42 0 337 42 0 360 50 0 482 56 0 1424 190 22.1 29.1 3.9 0.739 0.848 1424 190 100.0 100.0 0 . Count Name: University at Texas Ave Site Code: 4 Start Date: 05/06/2014 Page No: 4 Texas Eastbound Thru Right U·Tum 142 30 0 138 29 0 130 25 0 142 33 0 552 117 0 64.3 13.6 0.0 11.3 2.4 0.0 0.972 0.886 0.000 552 117 0 100.0 100.0 App. Peds Total 0 214 0 209 0 205 0 231 0 859 17.5 0.930 859 100.0 0 Int. Total 1040 1176 1260 1421 4897 0.862 4897 100.0 j! ~ ~ ~ [ s ~ j 8 ~ "' 0 s 0 ~ 0 ~ 00 0 ::> 0 ~o ~ .... ~ CJ Hens& Associat · : C . J . Hensch & Associa tes Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Univer.itv INI Out In Total 1397 1137 2534 0 0 0 1397 1137 2534 155 571 411 0 0 0 0 0 0 5 155 571 411 0 5 R T L u p ..., + 4 ~ t ,;j'-Peak Hour Data ~ N 05'1l612014 11 :00 AM ~:;: 0 :ll ... -+ g=~4 12:00 PM .. "' ... ... All Vehicles ct" :: 0 :: a:: ... Pedestrians 0 0 0 0. .., ., t r+ u L T R p 0 119 n1 528 0 0 0 0 0 0 0 119 n1 528 0 1135 1424 2559 0 0 0 1135 1424 2559 Out In Tota l Universitv ISi "'~ 0 ~ .... 8 0 8 ~ 0 rS oS § 0 co 00 ~ 0 .,, --o Turning Movement Peak Hour Data Plot (11 :00 AM) ,. ~ !!1 ;: ::j 5" ~ i .... § :!!! Count Name: University at Texas Ave Site Code : 4 Start Date : 05/06/2014 Page No : 5 University Southbound Start Time App. Left Thru Right U-Turn Peds Total Left 5:00 PM 117 199 46 0 1 362 147 5:15PM 116 166 36 0 0 336 145 5:30 PM 110 169 41 0 2 320 127 5:45 PM 98 165 36 0 1 299 120 Total 441 719 159 0 4 1319 539 Aooroach % 33.4 54.5 12.1 0.0 30.3 Total% 6.5 10.6 2.3 0.0 19.4 7.9 PHF 0.942 0.903 0.864 0.000 0.911 0.917 All Vehicles 441 719 159 0 1319 539 % All Vehicles 100.0 100.0 100.0 100.0 100.0 Pedestrians . 4 % Pedestrians 100.0 . CJ Hens& Associat · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Peak t-four Data (5:00 PM) Texas University Westbound Northbound App. Thru Right U-Tum Peds Total Left Thru Righi U-Tum 185 110 0 0 442 48 374 234 0 182 124 0 0 451 53 372 280 0 188 143 0 0 458 56 355 266 0 149 161 0 0 430 41 342 223 1 704 538 0 0 1781 198 1443 1023 1 39.5 30.2 0.0 7.4 54.1 36.4 0.0 10.3 7.9 0.0 26.2 2.9 21.2 15.0 0.0 0.936 0.835 0.000 0.972 0.664 0.965 0.894 0.250 704 538 0 1781 198 1443 1023 1 100.0 100.0 100.0 100.0 100.0 100.0 100.0 0 Peds App. Total Left 0 656 66 0 705 73 0 697 69 0 607 50 0 2665 258 24.8 39.2 3.8 0.945 0.884 2665 258 100.0 100.0 0 Count Name: University at Texas Ave Site Code: 4 Start Date: 05/06/2014 Page No: 6 Texas Eastbound Thru Right U-Tum 164 29 1 167 24 0 172 28 0 166 30 0 669 111 1 64.4 10.7 0.1 9.8 1.8 0.0 0.972 0.925 0.250 669 111 1 100.0 100.0 100.0 Peds App. Total 0 260 1 264 0 269 0 246 1 1039 15.3 0.966 1039 100.0 1 100.0 lnl Total 1720 1758 1744 1582 6804 0.968 6804 100.0 ! c; 0 -I-N [ O> ! .E ~ 8 ~ -0 -:::> 0 ~ ~o ~ _, N .. l8 0 l8 .... 0 ~ N 0 ~ -0 :: a:: 0 --a. CJ Hens& Associat · : C . J . Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena , Texas , United Sta tes 77503 (281) 487-5417 denniscox@cjhensch .com Unive<s itv lNI Out In Tota l 223 9 1319 3556 0 0 0 2239 1319 35S8 159 719 44 1 0 0 0 0 0 0 4 159 719 441 0 4 R T L u p fl + 4 ~ ~ t ~ Peak Hour Data ..... 05~01 4 5 :00 PM __. ~S~~4 6 :00P M .. All Vehicl es ~ .. Pedestrians .., ti t rt u L T R p 1 196 1443 1023 0 0 0 0 0 0 1 198 1443 1023 0 137 0 2665 4035 0 0 0 1370 2655 4035 Out In Tota l Universitv rsT ;o ~ o~ ... ~ o~ ~ t: "' o~ .-tl ~ tl c 0 00 ~ ,, 0 00 T u rning Movement Peak Ho ur Da ta Plot (5 :00 PM ) 0 ~ ~ 0 ~ 5" "' ... 0 ~ ~ -;; !l 1:1! Count Name: University at Texas Ave Site Cod e : 4 Start Da te: 05/06/2014 Page No: 7 University Southbound Start Time App. Left Thru Right U-Tum Peels Total Left Thru 7:00AM 10 290 0 1 0 301 0 0 7:15AM 25 448 0 0 0 473 0 0 7:30AM 29 515 0 1 0 545 1 0 7:45AM 22 542 0 0 0 584 0 0 Hourty Total 86 1795 0 2 0 1883 1 0 8:00AM 14 342 0 0 0 356 0 0 8:15AM 7 303 0 0 0 310 0 0 8:30AM 16 277 0 1 0 294 1 0 8:45AM 13 276 0 1 0 290 0 0 Hourly Total 50 1198 0 2 0 1250 1 0 9:00AM 13 254 0 1 0 268 0 0 9:15AM 15 255 0 0 0 270 0 0 9:30AM 20 270 0 0 0 290 0 0 9:45AM 11 289 0 2 0 302 3 0 Hourtv Total 59 1068 0 3 0 1130 3 0 10:00AM 8 235 0 0 0 243 2 3 10:15AM 9 252 0 0 0 261 2 0 10:30AM 7 239 0 0 0 246 2 1 10:45AM 9 277 0 0 0 286 1 2 Hourtv Total 33 1003 0 0 0 1036 7 6 11:00AM 5 280 0 3 0 268 1 0 11:15AM 11 247 0 1 0 259 1 0 11:30AM 9 295 0 1 0 305 1 0 11:45AM 7 311 0 6 0 324 2 0 Hourly Total 32 1113 0 11 0 1158 5 0 12:00 PM 12 315 0 2 0 329 0 0 12:15 PM 12 379 0 0 0 391 0 0 12:30 PM 16 400 0 1 1 417 1 0 12:45 PM 18 412 0 2 0 432 0 0 Hourtv Total 58 1506 0 5 1 1569 1 0 1:00PM 7 450 1 2 1 460 1 0 1:15 PM 11 418 0 0 0 429 2 0 1:30PM 4 412 0 2 0 418 0 0 1:45 PM 10 394 0 8 0 412 2 0 Hourly Total 32 1674 1 12 1 1719 5 0 2:00 PM 9 332 0 2 0 343 2 0 2:15PM 6 335 0 2 0 343 3 0 CJ Hens& Associat · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Data Polo Westbo1 Right l ' App. Total Loft Thru 0 0 0 0 0 130 2 0 0 2 0 128 1 0 0 2 0 177 2 0 0 2 0 198 5 0 0 6 0 633 0 0 0 0 0 179 1 0 0 1 0 143 7 0 0 8 0 195 10 0 0 10 0 229 18 0 0 19 0 746 6 0 0 6 0 205 12 0 0 12 0 231 12 0 0 12 0 216 9 0 0 12 0 245 39 0 0 42 0 697 11 0 0 16 0 269 11 0 0 13 0 285 6 0 0 9 0 233 7 0 0 10 0 287 35 0 0 48 0 1074 9 0 0 10 0 233 9 0 0 10 0 352 15 0 0 16 0 375 16 0 0 18 0 469 49 0 0 54 0 1429 25 0 0 25 0 461 12 0 0 12 0 397 14 0 0 15 0 389 12 0 0 12 0 378 63 0 0 64 0 1625 11 0 0 12 0 354 7 0 0 9 0 309 9 0 0 9 0 363 13 0 0 15 0 345 40 0 0 45 0 1371 23 0 1 25 0 346 12 0 0 15 0 317 University Northbound Right U-Tum 0 0 0 0 1 0 1 1 2 1 1 1 0 1 0 0 1 0 2 2 1 0 0 1 0 0 0 2 1 3 0 2 0 0 0 0 0 1 0 3 0 0 1 0 1 0 0 0 2 0 2 0 0 1 0 1 1 0 3 2 0 0 0 1 2 0 0 1 2 2 0 0 0 0 App, Peds Total Left 0 130 0 0 128 0 0 178 0 0 200 0 0 636 0 0 181 0 0 144 0 0 195 0 0 230 0 0 750 0 0 206 0 0 232 0 0 216 0 0 247 0 0 901 0 0 271 0 0 285 0 0 233 0 0 288 0 0 1077 0 0 233 0 0 353 0 0 376 0 0 469 0 0 1431 0 0 463 0 0 398 0 0 390 0 0 379 0 0 1630 0 0 354 0 0 310 0 0 365 0 0 346 0 0 1375 0 0 346 0 0 317 0 Count Name: University at Polo Site Code: 3 Start Date: 05/06/2014 Page No: 1 Polo Eastbound Thru Right U-Tum 1 0 0 2 0 0 2 0 0 3 0 0 8 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 1 0 0 2 0 0 1 0 0 1 0 0 5 0 0 0 0 0 3 0 0 0 0 0 0 0 0 3 0 0 0 0 0 4 0 0 1 0 0 0 0 0 5 0 0 0 0 1 0 0 0 3 0 0 5 0 0 8 0 1 2 0 0 0 0 0 1 0 0 1 1 0 4 1 0 1 0 0 0 0 0 Pods 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 1 0 2 1 4 0 0 0 1 1 0 0 0 0 0 2 0 App, Total lnl Total 1 432 2 605 2 727 3 769 8 2533 0 537 2 457 0 497 0 530 2 2021 1 481 2 516 1 519 1 582 5 2078 0 530 3 582 0 488 0 584 3 2164 0 511 4 626 1 698 0 811 5 2646 1 818 0 801 3 825 5 828 9 3272 2 828 0 748 1 793 2 775 5 3144 1 715 0 675 2:30 PM 7 304 0 1 0 312 4 0 19 0 0 23 0 368 0 1 0 369 0 0 0 0 1 0 704 2:45 PM 21 336 0 1 0 358 5 0 8 0 0 13 0 343 1 1 0 345 0 1 0 0 1 1 717 Hourty Total 43 1307 0 6 0 1356 14 0 62 0 1 76 0 1374 1 2 0 1377 0 2 0 0 4 2 2811 3:00 PM 3 371 0 2 0 376 0 1 25 0 0 26 0 329 1 0 0 330 0 1 0 0 , 1 733 3:15 PM 8 327 0 4 0 339 4 1 21 0 0 26 0 412 1 3 0 416 0 0 0 0 0 0 781 3:30 PM 2 286 0 1 0 289 2 1 13 0 0 16 0 486 1 3 0 470 0 0 0 0 0 0 775 3:45 PM 2 272 0 2 0 276 1 0 15 0 0 16 0 379 1 2 0 382 0 0 0 0 0 0 674 Hourtv Total 15 1256 0 9 0 1280 7 3 74 0 0 84 0 1586 4 8 0 1598 0 1 0 0 1 1 2963 4:00 PM 1 271 0 1 0 273 2 0 24 0 0 26 0 412 1 0 0 413 0 0 0 0 0 0 712 4:15 PM 4 315 0 1 0 320 2 0 39 0 0 41 0 482 1 0 0 463 0 0 0 0 0 0 824 4:30 PM 1 305 0 0 0 306 2 0 32 0 0 34 0 511 0 2 0 513 0 0 0 0 0 0 853 4:45 PM 0 308 0 0 0 308 1 0 28 0 0 29 0 519 0 1 0 520 0 0 0 0 0 0 857 Hourtv Total 6 1199 0 2 0 1207 7 0 123 0 0 130 0 1904 2 3 0 1909 0 0 0 0 0 0 3246 5:00 PM 0 378 0 3 0 381 0 0 40 0 0 40 0 637 0 1 0 638 0 0 0 0 0 0 1059 5:15PM 3 371 0 2 0 376 1 0 43 0 0 44 0 654 0 0 0 654 0 0 0 0 1 0 1074 5:30 PM 4 320 0 2 0 326 1 0 34 0 0 35 0 640 0 2 0 642 0 0 0 0 0 0 1003 5:45 PM 2 323 0 5 0 330 1 0 34 0 0 35 0 560 1 0 0 561 0 0 0 0 0 0 926 Hourty Total 9 1392 0 12 0 1413 3 0 151 0 0 154 0 2491 1 3 0 2495 0 0 0 0 1 0 4062 6:00 PM 5 297 0 1 0 303 1 0 30 0 0 31 0 448 1 2 0 451 0 0 0 0 1 0 785 6:15PM 4 281 0 2 0 287 0 0 14 0 0 14 0 451 0 2 0 453 0 0 0 0 2 0 754 6:30 PM 4 342 0 0 0 346 0 0 22 0 0 22 0 365 3 0 0 368 0 0 0 0 0 0 736 6:45 PM 6 307 0 3 0 316 0 0 11 0 0 11 0 408 0 0 0 408 0 0 0 0 0 0 735 Hourtv Total 19 1227 0 6 0 1252 1 0 77 0 0 78 0 1672 4 4 0 1680 0 0 0 0 3 0 3010 Grand Total 442 15738 1 70 2 16251 55 9 736 0 1 800 0 16802 24 33 0 16859 0 38 1 1 18 40 33950 Aooroach % 2.7 96.8 0.0 0.4 6.9 1.1 92.0 0.0 0.0 99.7 0.1 0.2 -0.0 95.0 2.5 2.5 Total% 1.3 46.4 0.0 0.2 47.9 0.2 0.0 2.2 0.0 2.4 0.0 49.5 0.1 0.1 49.7 0.0 0.1 0.0 0.0 0.1 AllVehides 442 15738 1 70 16251 55 9 736 0 800 0 16802 24 33 16859 0 38 1 1 40 33950 % All Vehides 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians -2 --1 0 18 % Pedestrians 100.0 100.0 100.0 -o -:J ~ ;;; 0 ;;; 0 0 0 _J ~ 0 .E ~ 0 ~ l!l 0 :!l >- ~ 6 :: 0 :: -0 -0: 0 :'! :'!a. CJ Hens& Assoc i at~ · · C . J . Hensch & Associates Inc . 5215 Sycamore Ave . Pasadena , Texas , United States 77503 (281) 487-5417 denniscox@cj hensch .com Universitv 1N1 Out In Total 17608 16251 33859 0 0 0 17608 16251 33859 1 15738 44 2 70 0 0 0 0 0 2 1 15738 442 70 2 R T l u p fl + 4 ~ ~ t ~ .... -+ 05/06/2014 7 :00 AM ~=~14 7:00 PM • AllVel'\ides !+" .. Pedestrians ., ti t rt u l T R p 33 0 16802 24 0 0 0 0 0 0 33 0 18802 24 0 15627 16859 32686 0 0 0 15827 16859 32888 Out In Total Universitv rs1 Turn ing Mo veme nt Da ta Plot ,, ~ o~ .... .. 0 "' .-:Ji 0 :Ji c o 00 .., --o § 0 § ~ .. 8 s g 0 ~ 0 ~ ~ .. .., g. l!i Coun t Name : University at Polo S ~e Code : 3 Start Date : 05/06/20 14 Page No : 3 Un ive rsity Southbound Start Ti me App . Left Thru Right U-Tum Peds Total Left 11 :00AM 5 260 0 3 0 268 1 11 :15AM 11 247 0 1 0 259 1 11 :30AM 9 295 0 1 0 305 1 11 :45AM 7 3 11 0 6 0 324 2 Total 32 111 3 0 11 0 1156 5 Aoproacn % 2 .8 96.3 0 .0 1.0 9 .3 Total% 1.2 42.1 0 .0 0 .4 43.7 0 .2 PHF 0 .727 0.89 5 0 .000 0.4 58 0 .892 0.625 All Vehide s 32 1113 0 11 1156 5 % Alt Vehicles 100.0 100.0 100.0 100.0 100.0 Pedes tri ans . 0 % Pedestrians CJ Hens& Associat · · C . J . He nsch & A ssociates Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77 503 (28 1) 487-541 7 denniscox@cj he nsch .co m Turning Movement Peak Hour Data (11 :00 AM) Polo Uni versity W estbound North bound App . Thru Right U-Turn Peds Total Left Thru Right U-Tum 0 9 0 0 10 0 233 0 0 0 9 0 0 10 0 35 2 1 0 0 15 0 0 16 0 375 1 0 0 16 0 0 18 0 469 0 0 0 49 0 0 54 0 1429 2 0 0.0 90.7 0 .0 0.0 99 .9 0 .1 0.0 0.0 1.9 0 .0 2 .0 0 .0 54 .0 0 .1 0.0 0 .000 0 .766 0.000 0 .750 0 .000 0 .762 0.500 0 .000 0 49 0 54 0 1429 2 0 100.0 100.0 100.0 100.0 0 . App. Peds Tota l Left 0 233 0 0 3 53 0 0 376 0 0 469 0 0 1431 0 0 .0 54.1 0 .0 0.76 3 0 .000 1431 0 100.0 0 Count Name: University at Polo Site Cod e : 3 Start Da te : 05/0 6/2 01 4 P age No : 4 Polo Ea stbound Thru Right U-Tum 0 0 0 4 0 0 1 0 0 0 0 0 5 0 0 100.0 0.0 0 .0 0 .2 0.0 0 .0 0.31 3 0 .000 0 .000 5 0 0 100 .0 . . Ped s 1 0 2 1 4 4 100.0 Ap p. Total lnL Total 0 5 11 4 626 1 698 0 8 11 5 2646 0.2 0 .313 0 .8 16 5 2646 100.0 100.0 . ~ 0 ~ 00 0 :J ;; ~ "'0"' 0 0 0 -' .s"' 0 "' "'0 "' ... 8 0 0 0 00 0 a:: 0 ... ... 0.. QHens& Associate · · C . J . He nsch & Associate s Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com Universitv INl Out In Total 1489 1156 2&45 0 0 0 1489 1156 2645 0 111 3 32 11 0 0 0 0 0 0 0 1113 32 11 0 R T L u p fl + 4 ~ !I t ~ Peak Hour Data +- -+ 05002014 11 ;00 AM ~=~14 12;00 PM • All Vehicles c+" .. Pedestrians .., ., t ~ u L T R p 0 0 1429 2 0 0 0 0 0 0 0 0 1429 2 0 111 8 1431 2549 0 0 0 1118 1431 2549 Out In Total UniversltvlSI "'t ot .... 0 00 ... 0 "' .-"' 0"' ~ 0 c: 0 0 0 ::: 0 "'0 0 0 Turning Movement Peak Hour Data Plot (11 :00 AM) ~ ... "' ~ 5" ~ ]] "' ~ ... .. Count Name: University at Polo Site Code : 3 Start Date : 05/06/2014 Page No : 5 Un iversity Southbound Start Time App. Left ThN Right U·Tum Peds Total Left 5:00 PM 0 378 0 3 0 381 0 5:15 PM 3 371 0 2 0 376 1 5:30 PM 4 320 0 2 0 326 1 5:45 PM 2 323 0 5 0 330 1 Total 9 1392 0 12 0 1413 3 Anoroach % 0.6 98.5 0.0 0.8 1.9 Total% 0.2 34 .3 0.0 0.3 34 .8 0.1 PHF 0 .563 0.921 0.000 0.600 0.927 0.750 All Vehicles 9 1392 0 12 1413 3 % All Vehides 100.0 100.0 100.0 100.0 100.0 Pedesbians -0 % Pedestrians -- CJ Hens & Associat~ · · C . J . He nsch & Associa tes Inc. 52 15 Sycamo re Av e . Pa sad e na , Texas , Un ited Sta tes 77503 (28 1) 487-541 7 denn iscox@cjhe nsch .com Turn ing Movement Peak Hour Data (5:00 PM) Polo University Westbound Northbound Thru Right U-Tum Peds App. Total Left Thru Right U-Tum 0 40 0 0 40 0 637 0 1 0 43 0 0 44 0 654 0 0 0 34 0 0 35 0 640 0 2 0 34 0 0 35 0 560 1 0 0 151 0 0 154 0 2491 1 3 0.0 98.1 0.0 -0.0 99.8 0.0 0.1 0.0 3.7 0.0 3.8 0.0 61 .3 0.0 0.1 0.000 0.878 0.000 0 .875 0.000 0.952 0.250 0.375 0 151 0 154 0 2491 1 3 100.0 100.0 100.0 100.0 100 .0 0 - - Peds App. Total Left 0 638 0 0 654 0 0 642 0 0 561 0 0 2495 0 NaN 61 .4 0.0 0.954 0.000 2495 0 100 .0 0 - Count Na me: University at Polo Site Code: 3 Start Date : 0 5/06/201 4 Page No: 6 Polo Eastbound Thru Right U-Tum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NaN NaN NaN 0 .0 0.0 0.0 0.000 0.000 0.000 0 0 0 Peds 0 1 0 0 1 1 100.0 App. Total Int Total 0 1059 0 1074 0 1003 0 926 0 4062 0.0 0.000 0.946 0 4062 100.0 - ~ ~ co 0 :::> ~ 0 I- 0 0 00 0 _, s 0 0 0 0 0 0 I- 8 0 0 0 00 0 a: 0 --a. Cf Hens & Associat~ · · C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com Unive<>ffv IN! Out In Total 2654 1413 4067 0 0 0 2654 1413 4067 0 1392 9 12 0 0 0 0 0 0 0 1392 9 12 0 R T L u p fl + 4 ~ ~ t ~ Peak Hour Data +- _. 05/06/2014 5:00 PM ~=~46 :00PM .. A.II Vehicles ~ .. Pedestrians ., ., t rt u L T R p 3 0 2491 1 0 0 0 0 0 0 3 0 2491 1 0 1398 2495 3893 0 0 0 1398 2495 3893 Out In Tota l Universitv 1$1 ;JJ ~ 0 ~ -< 0 0 0 ;:; r-w 0 w ~ Co 0 0 z: ,, 0 0 0 Turn ing Movement Peak Hour Data Plot (5 :00 PM) 0 ;:; 0 ;,:! 0 ~ ~ 5' ~ ]j 9: I!. Count Name: University at Polo Site Code : 3 Start Date : 05 /06/2014 Page No : 7 University Southbound Startnme Thru Ria ht Peds 7:00AM 277 0 0 7:15AM 448 8 0 7:30AM 518 9 0 7:45AM 581 6 0 Hourly Total 1824 23 0 8:00AM 338 4 0 8:15AM 314 6 0 8:30AM 279 4 0 8:45AM 261 6 0 Hourtv Total 1192 20 0 9:00AM 258 5 0 9:15AM 251 3 0 9:30AM 271 10 0 9:45AM 292 8 0 Hourtv Total 1072 26 0 10:00AM 240 6 0 10:15AM 252 3 0 10:30AM 246 4 0 10:45AM 266 2 0 Hourly Total 1004 15 0 11:00AM 252 12 0 11:15AM 233 6 1 11:30AM 272 10 0 11:45AM 304 7 0 Hourly Total 1061 35 1 12:00 PM 311 2 0 12:15PM 383 11 1 12:30 PM 402 5 0 12:45 PM 400 6 0 Hourtv Total 1496 24 1 1:00PM 434 6 0 1:15PM 418 5 1 1:30PM 401 3 0 1:45PM 334 4 0 Hourly Total 1587 18 1 2:00 PM 306 7 0 2:15 PM 325 6 0 2:30 PM 313 6 0 QHens& Associat · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Data App. Total l AN>. Total 277 123 0 123 456 123 0 123 527 145 0 145 587 193 0 193 1847 584 0 584 342 162 0 162 320 139 0 139 283 167 0 167 267 185 0 185 1212 653 0 653 263 200 0 200 254 232 0 232 281 220 0 220 300 258 0 258 1098 910 0 910 246 250 0 250 255 262 0 262 250 216 0 216 268 286 1 286 1019 1014 1 1014 264 228 0 228 239 317 0 317 282 338 0 338 311 426 0 426 1096 1309 0 1309 313 451 0 451 394 413 0 413 407 415 0 415 406 371 0 371 1520 1650 0 1650 440 330 0 330 423 312 0 312 404 358 0 358 338 343 0 343 1005 1343 0 1343 313 308 0 308 331 308 0 308 319 342 0 342 Ria ht U-Tum 1 0 3 0 3 0 5 0 12 0 4 0 4 0 3 0 4 0 15 0 3 0 2 0 6 0 5 0 16 0 6 0 8 0 4 0 2 0 20 0 1 0 3 0 5 0 3 0 12 0 4 0 4 0 7 0 9 0 24 0 3 0 7 0 4 0 3 0 17 0 10 0 3 0 5 0 Count Name: University at Moore Site Code: 2 Start Date: 05/06/2014 Page No: 1 Calvin Moore Eastbound Peds App. Total 0 1 1 3 1 3 0 5 2 12 0 4 0 4 0 3 1 4 1 15 0 3 0 2 3 6 0 5 3 16 0 6 5 8 0 4 2 2 7 20 1 1 0 3 1 5 0 3 2 12 1 4 3 4 1 7 1 9 6 24 0 3 0 7 1 4 0 3 1 17 1 10 0 3 2 5 Int. Total 401 582 675 785 2443 508 463 453 456 1880 466 488 507 563 2024 502 525 470 556 2053 493 559 625 740 2417 768 811 829 786 3194 773 742 766 684 2965 631 842 666 2:45 PM 321 6 1 327 361 0 361 9 0 1 9 697 Hourlv Total 1265 25 1 1290 1319 0 1319 27 0 4 27 2636 3:00 PM 373 10 0 383 297 0 297 10 0 0 10 690 3:15 PM 318 8 0 326 355 0 355 8 0 1 8 689 3:30 PM 281 3 0 284 400 0 400 4 0 0 4 688 3:45 PM 281 2 0 283 348 0 348 8 0 0 8 639 Hourly Total 1253 23 0 1276 1400 0 1400 30 0 1 30 2706 4:00 PM 277 6 0 283 388 0 388 9 0 0 9 680 4:15PM 316 3 0 319 443 0 443 8 0 0 6 770 4:30 PM 308 7 0 315 487 0 487 12 0 0 12 814 4:45 PM 305 8 0 313 487 0 487 6 0 0 6 806 Hour1v Total 1206 24 0 1230 1805 0 1805 35 0 0 35 3070 5:00 PM 361 7 0 368 597 0 597 6 0 0 6 971 5:15PM 362 7 0 369 604 0 604 8 0 1 8 981 5:30 PM 318 5 0 323 627 0 627 10 0 0 10 960 5:45 PM 326 3 0 329 516 0 516 5 0 0 5 650 Ho•wtv Total 1367 22 0 1389 2344 0 2344 29 0 1 29 3762 6:00 PM 305 3 0 308 445 0 445 6 0 2 6 759 6:15PM 273 6 0 279 424 0 424 5 0 2 5 708 6:30 PM 324 3 0 327 384 0 384 5 0 0 5 716 6:45 PM 303 8 0 311 383 0 383 8 0 0 8 702 Hour1v Total 1205 20 0 1225 1636 0 1636 24 0 4 24 2885 Grand Total 15532 275 4 15807 15967 1 15967 261 0 32 261 32035 Aoomach % 98.3 1.7 100.0 100.0 0.0 -Total% 48.5 0.9 49.3 49.8 49.8 0.8 0.0 0.8 All Vehicles 15532 275 15807 15967 15967 261 0 261 32035 % All Vehicles 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians 4 -1 32 % Pedestrians 100.0 100.0 100.0 ]i CD "' 00 0 :> [~ "' 0..., "' "' " g ;;; ;;; 0 .E 0 ~ "'"' ::i; N N N c :2: ~ 0 iQ "' ~ 0 .... 0 ::l ::l Q. 0 N N c;JH eus& Ass ocia t · · C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Univeraitv N1 Out In Total 15967 15807 31774 0 0 0 15967 15807 31774 275 15532 0 0 0 4 275 15532 4 R T p fl + ~ 05/06/2014 7 :00 AM .. ~~~~l 47:00 PM All Vehicles Pedestrians t T p 15967 0 0 1 15967 1 L...-r-' 15793 15967 3 1760 0 0 0 15793 15967 31760 Out In Total University [SJ Turning Movement Data Plot Count Name: University at Moore Site Code : 2 Start Date : 05/06/2014 Page No : 3 University Southbound Start Time Thru RiQht Peds 7:15AM 448 8 0 7:30AM 518 9 0 7 :45 AM 581 6 0 8 :00AM 338 4 0 Total 1885 27 0 Aooroach % 98 .6 1.4 Total% 73 .9 1.1 PHF 0.811 0.750 All Vehicles 1885 27 % All Vehicles 100.0 100.0 Pedestrians 0 % Pedestrians CJ Hens& Associat · : C . J . Hensch & A ss ociates In c. 521 5 Sycamore Ave . Pasadena , Texas , United States 77503 (2 81 ) 487-54 17 denni scox@cjhensch .com Turn ing Movement Peak Hour Data (7 : 15 AM) Un iversity Northbound Ano. Total Thru Peds Ano. Total 456 123 0 123 527 145 0 145 587 193 0 193 342 162 0 162 1912 623 0 623 100.0 75 .0 24 .4 24 .4 0 .814 0.807 0.807 1912 623 623 100 .0 100.0 100.0 0 Rklht U-Tum 3 0 3 0 5 0 4 0 15 0 100.0 0.0 0.6 0.0 0.750 0.000 15 0 100.0 Co unt Name: Universi ty at Moore Site Code : 2 Start Date : 05/06/20 14 Pa ge No: 4 Calvin Moore Eastbound Peds Aoo. Total 1 3 1 3 0 5 0 4 2 15 0.6 0.750 15 100.0 2 1000 Int. Total 582 675 785 508 2550 0.812 2550 100.0 s N 0 ~~ ... ~ ~ ::;; .E 0 ~ u " ... 0 0 N .: 0 0 0 :::i ~ ~o ~Ct'. ... ... 0 N N Q. N CJ Hens& Asso ciat · · C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas , United States 77503 (2 81 ) 487-5417 denniscox@cjhensch.com University NJ Out In Total 623 1912 2535 a a 0 623 1912 2535 . 27 1885 a 0 a a 27 1885 0 R T p fl + !I Peak Hour Data 05/0612014 7 :15AM .. ~~~l48:1 5 AM All Vehicles Ped estrians t T p 623 0 a 0 623 0 L..-y--1 1900 623 2523 0 a a 1900 623 2523 Out In Total Un iversitv 151 Turning Movem e nt Peak Hour Data Plot (7:15 AM) Count Name: University at Moore S~e Code : 2 Start Date : 05/06/20 14 Page No: 5 University Start Time Southbound Thru Rlcht Peds 5:00 PM 361 7 0 5:15PM 362 7 0 5:30 PM 318 5 0 5:45 PM 326 3 0 Total 1367 22 0 Ao.,,.oach % 98.4 1.6 Total% 36 .3 0.6 PHF 0 .944 0 .786 - All Vehicles 1367 22 % All Vehicles 100.0 100.0 Pe destri ans 0 % Pedestri ans CJ Hens& Associa~ · : C . J . Hensch & Associ ates Inc. 52 15 Sycamore Ave . Pasadena , Texas , United States 77503 (281 ) 487-5417 denniscox@cjhensch.com Turning Movement Peak Hour Data (5:00 PM) University Northbound A~. Total Thru Peds Aoo. Total 368 597 0 597 369 604 0 604 323 627 0 627 329 516 0 516 1389 2344 0 2344 100.0 36.9 62.3 62 .3 0.941 0.935 0.935 1389 2344 2344 100.0 100.0 100.0 0 - Right U-Tum 6 0 8 0 10 0 5 0 29 0 100.0 0.0 0.8 0.0 0.725 0.000 29 0 100.0 Cou nt Na me : Un ivers ity at Moore Site Code : 2 Start Date: 05 /06/20 14 Pa ge No: 6 Ca lvin Moore Eastbound Pods Ano. Total 0 6 1 8 0 10 0 5 1 29 0.8 0.725 29 100.0 1 1000 Int. Total 971 981 960 850 3762 0.959 3762 100.0 s ~~ ;;; 0 ~ O> :i; .5 N 0 .5 ~ u 6 N 0 N ;;; 0 0 0 ::i "' gi 0 gi "' N N -o --a. N CJ Hens& Associat · · C . J. He nsch & Associates Inc. 5215 Sycamore Ave . Pasadena , T exas , United States 77503 (281) 487-5417 denniscox@cjhensch .com Universitv INl Out In Total 2344 1389 3733 o o o 2344 1389 3733 22 1367 o o o o 22 1367 0 R T p ti + ~ Peak Hour Data 05/0612014 5:00 PM ... ~~~Ml4e :ooPM All Vehicles Pedestri ans t T p 234 4 o o o 2344 0 1-,-1 1396 2344 3740 o o o 1396 2344 3740 Out In Total Un iversitv ISl Turn in g Movemen t Peak Hour Data Plot (5 :00 PM) Count Name : University at Moore Site Code: 2 Start Date : 05/06/2014 Page No : 7 University Southbound Start Time App. Left Thru Right U-Tum Peds Total Left Thru 7:00AM 4 229 37 0 2 270 1S 9 7:1SAM 14 371 40 2 4 427 16 7 7:30AM 9 4S7 49 0 17 S1S 28 21 7:45AM 13 486 49 1 4 549 36 20 Hourty Total 40 1543 17S 3 27 1761 97 57 8:00AM 26 302 44 1 3 373 30 13 8:1SAM 10 260 39 0 2 309 16 14 8:30AM 19 231 44 3 1 297 23 10 8:45AM 7 227 42 1 8 277 21 13 Hourly Total 62 1020 169 s 14 1256 90 so 9:00AM 11 210 40 0 4 261 26 1S 9:1SAM 7 204 so 0 9 261 22 9 9:30AM 12 207 SS 0 6 274 3S 24 9:45AM 13 262 40 0 7 31S 24 14 Hourty Total 43 883 18S 0 26 1111 107 62 10:00AM 10 211 36 3 9 260 37 20 10:1SAM 1S 201 54 3 8 273 29 20 10:30AM 7 206 S1 0 3 264 26 22 10:4SAM 9 22S 47 0 4 281 26 17 Hourly Total 41 843 188 6 24 1078 118 79 11:00AM s 220 SS 0 s 280 31 16 11:1SAM 6 182 64 1 s 253 27 15 11:30AM 7 217 51 2 9 277 44 47 11:4SAM 13 244 S1 2 7 310 38 33 Hourly Total 31 863 221 5 26 1120 140 111 12:00 PM 16 191 86 1 17 294 S1 31 12:1S PM 20 321 S8 1 9 400 39 26 12:30 PM 16 329 S8 1 13 404 S3 29 12:4S PM 17 332 6S 1 10 41S 43 1S Hourtv Total 69 1173 267 4 49 1S13 186 101 1:00PM 23 348 7S 0 s 446 43 21 1:15 PM 16 338 64 2 4 420 35 16 1:30 PM 11 339 79 1 s 430 45 20 1:4S PM 14 279 67 1 9 361 42 13 Hourly Total 64 1304 28S 4 23 1657 165 70 2:00 PM 13 261 64 2 10 340 S2 19 2:1SPM 1S 254 6S 1 11 335 29 24 QI-lens& Associat · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Data Bizze Westbo1 Right I ' App. Total Left Thru 2 0 0 26 1S 103 4 1 3 28 23 113 3 0 5 52 28 136 4 0 5 62 19 165 13 1 13 168 8S S17 6 0 1 49 22 127 4 0 0 34 19 110 4 0 1 37 17 146 9 0 4 43 2S 1S8 23 0 6 163 83 541 s 0 3 46 16 17S 6 0 4 37 23 194 6 0 4 67 21 177 12 0 4 so 24 201 31 0 1S 200 84 747 10 0 7 67 21 20S 20 1 3 70 22 218 9 1 3 S8 17 197 1 0 3 44 17 228 40 2 16 239 77 848 9 0 2 58 21 183 22 0 1 64 18 280 24 0 5 11S 21 301 43 0 4 114 38 373 98 0 12 349 96 1137 29 1 2 112 28 372 21 0 2 86 30 334 27 0 10 109 39 334 8 0 2 66 34 340 85 1 16 373 131 1380 17 0 0 81 19 262 18 0 1 69 13 246 4 0 0 69 22 296 16 0 0 71 22 264 SS 0 1 290 76 1068 8 0 5 79 31 27S 12 0 3 6S 18 2SO University Northbound Right U-Tum 28 0 34 1 46 1 4S 3 1S3 5 40 1 34 1 30 1 37 1 141 4 43 0 29 1 3S 0 S8 0 16S 1 3S 1 38 0 32 0 42 2 147 3 34 5 so 3 36 1 S2 3 172 12 S1 0 41 0 56 0 48 0 196 0 4S s 30 s 43 1 S3 s 171 16 40 2 49 s Peds App. Total Left 1 146 27 3 171 32 9 211 46 14 232 4S 27 760 150 1 190 40 1 164 42 2 194 36 9 221 46 13 769 164 3 234 37 1 247 S7 9 233 43 4 283 48 17 997 18S 17 262 so 10 278 S9 8 246 37 11 289 S7 46 107S 203 12 243 38 20 351 49 29 3S9 54 1S 464 S9 76 1417 200 8 4S1 71 13 40S 71 38 429 66 24 422 76 83 1707 284 9 331 68 16 294 63 12 362 S6 18 344 63 SS 1331 2SO 14 348 SS 13 322 61 Count Name: University at Bizzell Site Code: 1 Start Date: 05/06/2014 Page No: 1 College Ave Eastbound Thru Right U-Tum 9 16 0 21 26 0 46 24 0 34 36 0 110 102 0 28 39 0 27 29 0 22 1S 0 19 21 0 96 104 0 12 23 0 1S 28 0 21 20 0 2S 24 0 73 95 0 17 22 0 22 17 0 22 2S 0 20 19 0 81 83 0 19 2S 0 14 22 0 22 32 0 2S 28 0 80 107 0 3S 34 0 31 43 0 33 43 0 33 46 0 132 166 0 22 29 0 19 28 0 2S 19 0 23 28 0 89 104 0 26 27 1 21 28 0 Peds 2 3 3 1 9 0 1 0 3 4 5 4 7 9 25 10 5 4 7 26 5 7 6 7 2S 7 4 12 12 35 7 10 8 7 32 9 8 App. Int. Total Total S2 494 79 705 116 894 11S 958 362 30S1 107 719 98 60S 73 601 86 627 364 2SS2 72 613 100 64S 84 658 97 74S 3S3 2661 89 678 98 719 84 6S2 96 710 367 27S9 82 661 8S 753 108 8S9 112 1000 387 3273 140 997 14S 1036 142 1084 1SS 10S8 582 4175 119 977 110 893 100 961 114 890 443 3721 109 876 110 832 2:30 PM 12 255 58 3 6 328 36 38 17 0 6 91 36 287 51 1 9 375 67 16 20 0 4 103 897 2:45 PM 13 278 51 2 14 344 52 24 17 0 7 93 18 275 65 3 9 361 58 30 16 0 7 104 902 Hour1v Total 53 1048 238 8 41 1347 169 105 54 0 21 328 103 1087 205 11 45 1406 241 93 91 1 28 426 3507 3:00 PM 10 299 100 1 10 410 57 35 15 0 2 107 26 257 42 7 16 332 61 27 31 0 12 119 968 3:15PM 11 260 76 3 15 350 43 29 12 1 4 85 23 337 49 4 2 413 54 16 33 0 7 105 953 3:30 PM 3 213 63 1 4 280 42 41 19 0 2 102 22 341 44 7 1 414 55 25 27 0 2 107 903 3:45 PM 9 231 57 1 7 298 35 24 9 0 3 68 19 303 30 3 6 355 60 15 26 0 5 101 822 Hourty Total 33 1003 296 6 36 1338 1n 129 55 1 11 362 90 1238 165 21 25 1514 230 85 117 0 26 432 3646 4:00 PM 10 224 62 2 3 298 38 20 12 0 4 70 28 328 36 1 11 393 63 15 27 0 6 105 866 4:15 PM 4 230 89 3 8 326 48 32 15 0 4 95 13 375 45 7 5 440 64 19 19 0 7 102 963 4:30 PM 6 248 64 3 17 321 51 37 22 0 8 110 24 397 40 3 10 464 85 30 38 0 7 153 1048 4:45 PM 14 234 78 1 7 327 44 36 23 1 2 104 25 407 59 3 9 494 84 24 22 0 6 130 1055 Hourly Total 34 936 293 9 35 1272 181 125 72 1 18 379 90 1507 180 14 35 1791 296 88 106 0 26 490 3932 5:00 PM 15 288 77 0 3 380 72 71 53 0 2 196 46 494 68 2 18 610 104 30 27 0 6 161 1347 5:15PM 11 270 102 3 9 386 68 55 29 0 13 152 36 506 70 3 13 615 114 46 32 0 7 192 1345 5:30 PM 16 236 89 2 7 343 53 36 28 0 8 117 19 496 63 6 21 584 118 40 21 0 8 179 1223 5:45 PM 8 257 77 2 8 344 43 26 32 0 2 101 29 442 51 5 15 527 84 27 26 0 8 137 1109 Hour1v Total 50 1051 345 7 27 1453 236 188 142 0 25 566 130 1938 252 16 67 2336 420 143 106 0 27 669 5024 6:00 PM 21 228 52 1 4 302 30 27 25 0 1 82 18 350 49 4 12 421 68 21 26 0 11 115 920 6:15 PM 14 209 64 1 7 288 38 37 18 0 0 93 20 344 46 5 9 415 84 28 21 0 12 133 929 6:30 PM 13 258 69 0 6 340 34 24 11 0 2 69 23 301 37 5 9 366 82 16 17 0 9 115 890 6:45 PM 12 241 61 2 6 316 21 14 15 0 1 50 15 294 45 5 6 359 74 19 22 0 10 115 840 Hourly Total 60 936 246 4 23 1248 123 102 69 0 4 294 76 1289 1n 19 36 1561 308 84 86 0 42 478 3579 Grand Total 580 12603 2908 61 351 16152 1789 1179 737 6 158 3711 1121 13297 2124 122 525 16664 2931 1154 1267 1 305 5353 41880 Approach% 3.6 78.0 18.0 0.4 48.2 31.8 19.9 0.2 6.7 79.8 12.7 0.7 54.8 21.8 23.7 0.0 Total% 1.4 30.1 6.9 0.1 38.6 4.3 2.8 1.8 0.0 8.9 2-7 31.8 5.1 0.3 39.8 7.0 2.8 3.0 0.0 12.8 AllVehides 580 12603 2908 61 16152 1789 1179 737 6 3711 1121 13297 2124 122 16664 2931 1154 1267 1 5353 41880 % All Vehicles 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians . 351 . 158 . 525 305 % Pedestrians 100.0 100.0 100.0 100.0 -0 -;j ~ ~ 0 ~ ~ 0 ~ ..J [ .... ~ ~ :;i ~ ~o ~ .... j .E "' 0 >O 8 6 ~ ~ .... .... 0 ~o ~ 0:: 0 g g Q. CJ Hens& Associate · · C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pa sadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com Un lver.ity INI Out In Total 17026 16152 33178 0 0 0 17026 16152 33178 2908 12603 580 61 0 0 0 0 0 351 2908 12603 580 81 351 R T L u p fl .J,. 4 ~ ~ t ~ ._ _. 05Al612014 7:00 AM ~~~14 7:00 PM ... AJIVehldes ~ .. Pedestrians ., ti t rt u L T R p 122 1121 13297 2124 0 0 0 0 0 525 122 1121 13297 2124 525 . 15781 166&4 32445 0 0 0 15781 15864 32445 Out In Total UniV<>rsltvlSI Turning Movement Data Plo t .... .... ;o ~ o~ ~~ o~ ~ 0 ,.-~ o~ ~ 0 .... c .. 0 O> !O 0 "' "O ~ ~o !:: ~ ~ :t 5' !5 -g "' !!. i ]jj Count Name: University at Bizzell Site Code: 1 Start Date : 05/06/2014 Page No: 3 University Southbound Start nme App. Left Thru Right U -Tum Peds Total Left 7:15AM 14 371 40 2 4 427 16 7:30 A M 9 457 49 0 17 515 28 7:45AM 13 486 49 1 4 549 38 8:00AM 26 302 44 1 3 373 30 T otal 6 2 1616 182 4 28 1864 112 Approach% 3 .3 86.7 9.8 0 .2 58.6 Total% 1.9 49.3 5.6 0 .1 56.9 3.4 P HF 0 .596 0.831 0 .929 0 .500 0.849 0.737 AllVehldes 62 1616 182 4 1864 112 % All Vehides 100.0 100.0 100.0 100.0 100.0 100 .0 Ped estri an s 28 % P edestrians -100 0 CJ Heus& Associat · : C . J . Hensch & Associates Inc. 52 15 Sycamore Ave . Pasadena , Texas, United States 77503 (281 ) 487-54 17 denniscox@cjhensch .com Turning Movement Peak Hou r Data (7 :15 AM) Bizzell University Westbound Northbound App. Thru Right U-Turn Peds Total Left Thru Right U-Tum 7 4 1 3 28 23 113 34 1 21 3 0 5 52 28 136 46 1 20 4 0 5 82 19 165 45 3 13 6 0 1 49 22 127 4 0 1 61 17 1 14 191 92 541 165 6 31 .9 8 .9 0 .5 11 .4 67 .3 20.5 0.7 1.9 0 .5 0 .0 5.8 2.8 16.5 5 .0 0.2 0 .726 0 .708 0.250 0 .770 0 .821 0 .820 0.897 0 .500 61 17 1 191 92 541 165 6 100.0 100.0 100.0 100.0 100.0 100.0 100 .0 100.0 14 1000 App. Peds Total Left 3 171 32 9 211 48 14 232 4 5 1 190 4 0 27 804 163 39.1 24.5 5 .0 0.866 0 .886 804 163 100 .0 100.0 27 1000 Count Name: Un ive rs ity at B izzell Site Code: 1 Start Date : 05/06/2014 Page No : 4 College Ave Eastbound Thru Right U-Tum 21 26 0 46 24 0 34 36 0 28 39 0 129 125 0 30.9 30.0 0 .0 3.9 3.8 0 .0 0 .701 0 .801 0 .000 129 125 0 100.0 100.0 Peds 3 3 1 0 7 7 100.0 App. Total Int Total 79 705 116 894 115 958 107 719 417 3276 12.7 0 .899 0 .855 417 3276 100 .0 100.0 - ~~~ ~ c ~ J -~ 8 a ::i 0 ~ ... 0::;: "' 0 ::l 00 0 ::> .!I CJ Hens& Associat · : C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com Universltv Nl O\lt In Total 725 1864 2589 0 0 0 725 1864 2589 182 1616 62 4 0 0 0 0 0 28 182 1618 62 4 28 R T L u p fl + 4 ~ t ~~ oS -' ~ Peak Hour Data +- ~ 0 ~ t--+ 0~014 7:15 AM ~~~14 8:15 AM • ~ 0 ~ 0:: AllVehides ~ .. Pedestrians 0 ... ... a. ., ., t rt u L T R p 6 92 541 165 0 0 0 0 0 27 6 92 541 165 27 1859 804 2663 0 0 0 1859 804 2663 O\lt In Total University ISi ;u::: 0::: "' ~ ~ .... ~ o~ ~ 0 0 - -w r ;: .... ~ 0 ~ 5' i :!!l c-0 --t 0 Ii: ii'. CD I!!. ,, :;: :;: 0 Turning Movement Peak Hour Data Plot (7 :15 AM) Count Name : University at Bizzell Site Code: 1 Start Date : 05/06/2014 Page No : 5 University Southbound Start Time App. Left Thru Right U-Turn Peds Total Left 5:00 PM 15 288 77 0 3 380 72 5:15 PM 11 270 102 3 9 386 68 5:30 PM 16 238 89 2 7 343 53 5:45 PM 8 257 77 2 8 344 43 Total 50 1051 345 7 27 1453 238 Aooroach % 3.4 72.3 23.7 0.5 41.7 Total% 1.0 20.9 6.9 0.1 28.9 4.7 PHF 0.781 0.912 0.846 0.583 0.941 0.819 All Vehicles so 1051 345 7 1453 238 %AllVehictes 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians -27 % Pedestrians 1000 QHens& Associat , . C. J, Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Peak tiour Data (5:00 PM) Bizzell University Westbound Northbound App. Thru Right U-Tum Peds Total Left Thru Right U-Tum 71 53 0 2 196 46 494 68 2 55 29 0 13 152 38 508 70 3 38 28 0 8 117 19 496 63 6 26 32 0 2 101 29 442 51 5 188 142 0 25 568 130 1938 252 16 33.2 25.1 0.0 -5.8 83.0 10.8 0.7 3.7 2.8 0.0 11.3 2.6 38.8 5.0 0.3 0.662 0.670 0.000 0.722 0.707 0.958 0.900 0.867 188 142 0 586 130 1938 252 18 100.0 100.0 100.0 100.0 100.0 100.0 100.0 25 1000 Peds App. Total Left 18 610 104 13 615 114 21 584 118 15 527 84 67 2336 420 62.8 46.5 8.4 0.950 0.890 2336 420 100.0 100.0 67 1000 Count Name: University at Bizzell Site Code: 1 Start Date: 05/06/2014 Page No: 6 College Ave Eastbound Thru Right U·Tum 30 27 0 46 32 0 40 21 0 27 26 0 143 106 0 21.4 15.8 0.0 2.8 2.1 0.0 0.777 0.828 0.000 143 106 0 100.0 100.0 Peds 6 7 6 8 27 27 100.0 App. Total lnl Talat 181 1347 192 1345 179 1223 137 1109 669 5024 13.3 0.871 0.932 669 5024 100.0 100.0 - 0 0 0 :> ~ ~ N 0 0 [ ~ \'.! 0 a !;: 0 ~ _, ~ i8 .. ~o : t-< c i-0 :s 8 6 ii 0 ii ~o ~"' 0 !'; !'; Q, CJ H e ns& Assoc iat · . C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena, Texas, Un ited States 77503 (281) 487-5417 denniscox@cjhensch .com Un lv ersilv Nl Out In Tolal 2507 1453 3960 0 0 0 2507 1453 3960 345 1051 50 7 0 0 0 0 0 27 345 1051 50 7 27 R T L u p fl + 4 ~ ~ t ~ Peak Hour Data +- 05.os/2014 5:00 PM -+ ~g~~l4 6:00 PM .. All Vehicles I+" ... Pedestrians ., .., t ~ u L T R p 16 130 1938 252 0 0 0 0 0 67 16 130 1938 252 67 1409 2336 3745 0 0 0 1409 2336 3745 Out In Tolal Universitv fSl lJ s o~ .... g: 0 g: ~ 0 r ~ 0 Ii! g 0 c o 00 ~ 0 .,, ::i: ::i: 0 T u rning Movement Peak Hou r Data P lot (5 :00 PM) £ ~ "' g 5' [ !!l ~ .... ~ ~ Count Name : University at Bizzell Site Co de: 1 Start Date : 05/06/2014 Page No : 7 Texas Ave Southbound Start Time Thru Riaht U-Tum Peds Ann. Total 7 :00AM 70 2 0 0 72 7 :15AM 98 1 0 0 99 7 :30AM 137 2 0 0 139 7:45AM 170 4 0 0 174 Hourly Total 475 9 0 0 464 8:00AM 147 2 0 0 149 8:15AM 112 1 0 0 113 8 :30AM 126 4 0 0 130 8 :45AM 136 3 0 0 139 Hourly Total 521 10 0 0 531 9:00AM 133 0 0 0 133 9:15AM 140 1 0 0 141 9:30AM 140 2 0 0 142 9:45AM 123 0 0 0 123 Hourly Total 536 3 0 0 539 10:00AM 138 1 0 0 139 10:15AM 140 1 0 0 141 10 :30AM 141 0 0 0 141 10 :45AM 176 2 0 0 178 Hourly Total 595 4 0 0 599 11:00AM 168 0 0 0 168 11 :15AM 180 1 0 0 181 11 :30AM 232 1 0 0 233 11 :45AM 252 1 0 0 253 Hourly Total 832 3 0 0 835 12 :00 PM 247 1 0 0 248 12:15 PM 243 2 0 0 245 12 :30 PM 246 3 0 0 249 12:45 PM 237 2 0 0 239 Hourly Total 973 8 0 0 98 1 1:00PM 226 2 0 0 228 1:15 PM 247 2 0 0 249 1:30 PM 247 1 0 0 248 1:45 PM 257 2 0 0 259 Hourly Total 977 7 0 0 964 2:00 PM 224 3 0 0 227 2:15PM 204 2 0 0 206 2:30 PM 220 4 0 0 224 CJ Hens& Associat · · C . J . Hensch & A ssociates Inc. 521 5 Syca mo re Ave . Pasadena , Texa s, United State s 77503 (28 1) 487-5417 de nn iscox@cjhensch .com Turning Movement Data Texas Ave Northbound Left Thru U-Tum Peds 4 72 0 0 0 112 0 0 5 126 0 0 2 217 0 0 11 527 0 0 9 189 0 0 7 148 0 0 15 145 0 0 8 205 0 0 39 687 0 0 11 208 0 0 6 158 0 0 6 142 0 0 3 183 0 0 26 691 0 0 5 162 0 0 5 142 1 0 5 191 0 0 3 179 0 0 18 674 1 0 2 201 0 0 3 215 0 0 8 188 0 0 5 239 0 0 18 843 0 0 6 250 0 0 1 242 0 0 2 230 0 0 4 289 0 0 13 1011 0 0 4 260 0 0 4 255 1 0 3 240 0 0 11 240 0 0 22 995 1 0 7 221 0 0 4 221 0 0 2 239 1 0 App . Total 76 112 131 219 538 198 155 160 213 726 219 164 148 188 717 167 148 196 182 693 203 218 196 244 861 256 243 232 293 1024 264 260 243 251 1018 228 225 242 Left Riaht 1 1 1 2 1 1 1 8 4 12 0 1 1 7 4 4 1 5 6 17 0 3 2 2 0 4 1 6 3 15 0 6 0 2 1 3 0 4 1 15 2 2 1 7 1 5 3 8 7 22 3 3 1 5 1 7 1 2 8 17 0 3 0 3 2 4 0 5 2 15 0 9 0 5 4 7 Cou nt Na me : Texas Avenue at He nsel Dr Site Code : 3 Start Date : 0 7/09/201 4 Page No : 1 Hensel Eastbound U-Tum Peds App. Total Int Total 0 0 2 150 0 0 3 214 0 0 2 272 0 0 9 402 0 0 16 1038 0 0 1 348 0 0 8 276 0 0 8 298 0 0 6 358 0 0 23 1280 0 0 3 355 0 0 4 309 0 0 4 294 0 0 7 316 0 0 18 1274 0 0 6 312 0 0 2 291 0 0 4 341 0 0 4 364 0 0 16 1308 0 0 4 375 0 0 8 407 0 0 6 435 0 0 11 508 0 0 29 1725 0 0 6 510 0 1 8 494 0 0 8 489 0 0 3 535 0 1 23 2028 0 0 3 495 0 0 3 512 0 0 6 497 0 0 5 515 0 0 17 2019 0 0 9 464 0 0 5 436 0 0 11 4n 2:45 PM 204 0 0 0 204 9 208 0 0 217 1 7 0 0 8 429 Hourtv Total 852 9 0 0 861 22 889 1 0 912 5 28 0 0 33 1806 3:00 PM 219 3 0 0 222 9 219 o 0 228 1 6 0 0 7 457 3:15 PM 162 0 0 0 162 2 231 0 0 233 2 10 0 0 12 427 3:30 PM 233 3 0 0 236 6 205 0 0 211 0 3 0 0 3 450 3:45 PM 226 1 0 0 227 7 235 0 0 242 1 5 0 1 6 475 Hourly Total 860 7 0 0 867 24 890 0 0 914 4 24 0 1 28 1809 4:00 PM 188 2 0 0 190 5 221 0 0 226 1 11 0 0 12 428 4:15PM 221 4 0 0 225 5 213 0 0 216 0 9 0 1 9 452 4:30 PM 159 2 0 0 161 4 225 0 0 229 2 10 0 0 12 402 4:45 PM 247 2 0 0 249 4 215 0 0 219 2 2 0 0 4 4n Hourly Total 815 10 0 0 825 18 874 0 0 892 5 32 0 1 37 1754 5:00 PM 257 4 0 0 261 12 218 0 0 230 5 15 0 0 20 511 5:15PM 239 1 0 0 240 4 213 0 0 217 3 11 0 0 14 471 5:30 PM 232 0 0 0 232 6 216 0 0 222 1 15 1 0 17 471 5:45 PM 206 1 0 0 207 5 225 0 0 230 3 8 0 0 11 448 Hourtv Total 934 6 0 0 940 27 872 0 0 899 12 49 1 0 62 1901 6:00 PM 202 0 0 0 202 3 216 0 0 219 2 5 0 0 7 428 6:15PM 175 2 0 0 177 4 178 0 0 182 1 4 0 0 5 364 6:30 PM 164 0 0 0 164 0 131 0 0 131 1 8 o 0 9 304 6:45 PM 160 0 0 0 160 2 163 0 0 165 0 2 0 0 2 327 Hourly Total 701 2 0 0 703 9 688 0 0 697 4 19 0 0 23 1423 Grand Total 9071 78 0 0 9149 247 9641 3 0 9891 59 265 1 3 325 19365 Anoroach % 99.1 0.9 0.0 2.5 97.5 0.0 18.2 81.5 0.3 Total% 46.8 0.4 0.0 47.2 1.3 49.8 0.0 51.1 0.3 1.4 0.0 1.7 -All Vehicles (no classification) 9071 78 0 9149 247 9641 3 9891 59 265 1 325 19365 % All Vehicles (no 100.0 100.0 -100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 dassification} Pedestrians 0 o 3 % Pedestrians -100.0 ~ ;;; 0;::; "' "' ~ Ii ... :!l .E "'0 c: .., .., " :I: s lll .. 0"' 0 .., -0 -:> CJ H ens& Assoc iat~ · C . J . Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas , United States 77503 (2 81) 487-5417 denniscox@cjhensch .com Texas Ave Nl Out In Total 9700 9149 18849 0 0 0 9700 9149 18849 78 907 1 0 0 0 0 0 0 78 9071 0 0 R T u p f1 • ~ ~ mo :; -' .:j'" 07/0912014 7:00 AM Ending Af ... ... 07/0912014 7 :00 PM "' 0 :t: 0:: ... "' All Veh icles (no classification ) Pedestrian s 0.., .., a. ., ., t u l T p 3 247 9641 0 0 0 0 0 3 247 9641 0 9339 9891 19230 0 0 0 9339 9891 19230 Out In Total Texas Ave [SJ Turnin g Moveme nt Da ta Plot Count Name: Texas Avenue at Hensel Dr Site Code: 3 Start Date : 07/09/2014 Page No : 3 Texas Ave StartTime Southbound Thru Right U-Tum Peds 11 :00AM 168 0 0 0 11:15AM 180 1 0 0 11 :30AM 232 1 0 0 11 :45AM 252 1 0 0 Total 832 3 0 0 Aooroac:h % 99.6 0 .4 0 .0 Total% 48.2 0 .2 0.0 PHF 0.825 0 .750 0 .000 All Vehidos (no dassificationl 832 3 0 % All Vehicles (no dassification\ 100.0 100.0 Pedestrians 0 % Pedestria ns CJ Hens& Associat · · C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas , United States 77503 (281) 487-5417 denniscox@cj hensch.com Turning M ovem e nt Peak Hour Data (11 :00 AM) Texas Ave Northbound Ann, Total left Thru U-Tum Peds Ann. Total 168 2 201 0 0 203 181 3 215 0 0 218 233 8 188 0 0 196 253 5 239 0 0 244 835 18 843 0 0 861 2 .1 97 .9 0 .0 48.4 1.0 48.9 0 .0 49.9 0 .825 0 .563 0 .882 0.000 0 .882 835 18 843 0 881 100.0 100.0 100.0 100.0 -0 - loft Rioht 2 2 1 7 1 5 3 8 7 22 24.1 75.9 0 .4 1.3 0.583 0 .688 7 22 100.0 100.0 Coun t Name: Texas Avenue at Hensel Dr Site Code : 3 Start Date : 07/09/2014 Page No : 4 Hensel Eastbound U-Turn Pods 0 0 0 0 0 0 0 0 0 0 0.0 0 .0 0.000 0 0 ADD . Total Int Total 4 375 8 407 6 435 11 508 29 1725 - 1.7 0.659 0 .849 29 1725 100.0 100.0 ~ 0 "' ~ ~ .5 O> "' " :c 8 1' 00 0 ::J 0 0 "' .... 0 .... -' 0 ill ::: 0 ::: "' 0 1' 00 0 a. (JHeus& Associat · '. C . J . Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena , Texas, Un ited States 77503 (281) 487-5417 denniscox@cjhensch .com TexasAve Nl Out In Total 850 835 1685 0 0 0 850 835 1685 . 3 832 0 0 0 0 0 0 3 832 0 0 R T u p fl • ~ ~ Peak Hour Data ..1"' 07/09/201411 :00AM Ending Af 07/0912014 12:00 PM .... All Veh icles (no ciassification ) Pedestrians ., ft t u L T p 0 18 843 0 0 0 0 0 0 18 843 0 854 861 1715 0 0 0 854 86 1 1715 Out In Total T exes Ave ISl Turning Moveme nt Pe ak Hour Data P lot (11 :00 AM) Count Name: Texas Avenue at Hensel Dr Site Code : 3 Start Date : 07/09/2014 Page No: 5 Texas Ave StartTime Southbound Thru Right U-Tum Peds 12:45 PM 237 2 0 0 1:00 PM 226 2 0 0 1:15 PM 247 2 0 0 1:30PM 247 1 0 0 Total 957 7 0 0 Aooroach % 99 .3 0.7 0.0 Total% 46.9 0.3 0.0 PHF 0.969 0 .875 0.000 A ll Vehicles (no class ification ) 957 7 0 % All Vehicles (no 100.0 100.0 classification l Pedestrians 0 % Pedestrians CJ Hens& Associat · : C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena, Texas , United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Peak Hour Data (12:45 PM) Texas Ave Northbound App. Total Left Thru U-Tum Peds A~. Total 239 4 289 0 0 293 228 4 260 0 0 264 249 4 255 1 0 260 248 3 240 0 0 243 964 15 1044 1 0 1060 1.4 98 .5 0.1 47 .3 0.7 51 .2 0.0 52 .0 0.968 0.938 0.903 0.250 0.904 964 15 1044 1 1060 100.0 100.0 100.0 100.0 100.0 0 Left Riaht 1 2 0 3 0 3 2 4 3 12 20.0 80 .0 0.1 0.8 0.375 0.750 3 12 100.0 100.0 . Count Name : Texas Avenue at Hensel Dr Site Code: 3 Start Date : 07/09/2014 Page No: 6 Hensel Eastbound U-Tum Peds 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.000 0 0 ADD . Total lnl Tota l 3 535 3 495 3 512 6 497 15 2039 0.7 0.625 0.953 15 2039 100.0 100.0 ]j ~ [ ~ .E .. J:: 6 .... 0 ::; "' ~ 0 ~ ::::I 0 ::::I 0 0 0::;) "'0 "'...J CJ Hens& Associate · · C . J . Hensch & Associa tes Inc. 5215 Sycamore Ave . Pasadena, Texas , United States 77503 (281) 487-5417 denniscox@cjhensch.com TexasAve NJ Out In Total 1047 964 2011 0 0 0 1047 964 2011 7 957 0 0 0 0 0 0 7 957 0 0 R T u p fl + ~ ~ Peak Hour Data .:j"- 07/09/2014 12:45 PM Ending Af 07/09/2014 1:45 PM o~ ~ ~ "'+ All Vehicles (no classification} Pedestrians ~ 0 0 0 Q. ..., ., t u L T p 1 15 1044 0 0 0 0 0 1 15 1044 0 . 970 1060 2030 0 0 0 970 1060 2030 Out In Total Texas Ave IS l Turning Movement Peak Hour Data Plot (12:45 PM) Count Name: Texas Avenue at Hensel Dr Site Code : 3 Start Date : 07/09/2014 Page No : 7 College Southbound Start Time Left Thrt1 U-Tum Pods App. Total 7:00AM 1 44 0 0 45 7:15AM 6 56 0 0 62 7:30AM 6 85 0 0 91 7:45AM 10 101 0 0 111 Hourtv Total 23 286 0 0 309 8:00AM 2 89 1 0 92 8:15AM 5 73 0 0 78 8:30AM 7 62 0 0 69 8:45AM 4 68 0 0 72 Hourty Total 18 292 1 0 311 9:00AM 2 66 1 0 69 9:15AM 2 63 1 0 66 9:30AM 5 73 0 0 78 9:45AM 4 71 0 0 75 Hour1v Total 13 273 2 0 288 10:00AM 3 52 0 0 55 10:15AM 0 55 0 0 55 10:30AM 2 51 0 0 53 10:45 AM 4 53 0 0 57 Hourty Total 9 211 0 0 220 11:00AM 0 60 0 0 60 11:15AM 3 69 0 0 72 11:30AM 2 69 0 0 71 11:45AM 3 95 0 0 98 Hourtv Total 8 293 0 0 301 12:00 PM 0 102 0 0 102 12:15 PM 2 77 1 0 80 12:30 PM 3 90 1 0 94 12:45 PM 3 64 0 0 87 Hourty Total 8 353 2 0 363 1:00PM 4 90 0 0 94 1:15 PM 0 87 0 0 87 1:30PM 3 106 0 0 109 1:45 PM 3 81 0 0 64 Hourtv Total 10 364 0 0 374 2:00 PM 2 68 1 0 71 2:15 PM 0 76 0 0 76 2:30 PM 3 80 0 0 83 (]Hens& Associa~ · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Data L <ls 2 0 0 2 1 1 0 0 5 2 0 0 7 2 0 0 15 5 0 2 13 4 0 1 15 3 0 0 8 3 0 0 13 8 0 1 49 18 0 2 18 0 0 0 18 1 0 0 13 2 0 0 6 5 0 0 55 8 0 0 11 2 1 0 12 2 0 1 4 2 0 0 5 0 0 0 32 6 1 1 4 3 0 0 4 0 0 0 11 5 0 0 8 0 0 1 27 8 0 1 6 6 0 0 4 2 0 0 2 1 0 0 3 2 0 0 15 11 0 0 8 4 0 0 11 2 0 0 15 2 0 0 8 1 0 0 42 9 0 0 2 2 0 0 11 3 0 0 1 2 0 0 App. Total 2 2 7 9 20 17 18 11 21 67 18 19 15 11 63 14 14 6 5 39 7 4 16 8 35 12 6 3 5 26 12 13 17 9 51 4 14 3 Thrt1 Right 32 7 37 10 50 12 55 13 174 42 48 10 39 13 37 9 51 14 175 46 36 12 46 14 42 13 46 9 170 48 39 10 53 8 52 6 60 7 204 31 66 4 64 8 93 7 89 11 312 30 108 7 88 7 85 4 82 6 363 24 76 3 94 10 78 10 74 6 322 29 69 3 75 7 86 3 Count Name: College Ave at Hensel Dr Site Code: 2 Start Date: 07/09/2014 Page No: 1 College Northbound U-Tum Pods 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 App. Total 39 47 62 68 218 58 52 46 65 221 48 60 SS 55 218 49 61 58 68 236 70 72 100 100 342 115 95 90 89 389 79 104 88 80 351 72 82 89 Int Total 86 111 160 188 545 167 146 126 158 599 135 145 146 141 569 118 130 117 130 495 137 146 187 206 678 229 181 187 181 778 185 204 214 173 776 147 172 175 2:45 PM 3 68 0 0 71 5 1 0 0 6 64 11 0 0 95 172 Hourtv Total 8 292 1 0 301 19 8 0 0 27 314 24 0 0 338 666 3:00 PM 7 67 1 0 75 6 7 0 0 13 88 6 0 0 94 182 3:15PM 0 70 0 0 70 9 2 0 0 11 87 8 0 0 95 176 3:30 PM 1 61 0 0 62 9 2 0 0 11 92 6 0 0 98 171 3:45 PM 1 55 0 0 56 8 6 0 0 14 78 9 0 0 87 157 Hourtv Total 9 253 1 0 263 32 17 0 0 49 345 29 0 0 374 686 4:00 PM 3 61 0 0 64 3 9 0 0 12 75 3 0 0 78 154 4:15 PM 1 59 1 0 61 4 7 0 0 11 77 8 0 0 85 157 4:30 PM 3 87 0 0 90 13 10 0 0 23 76 15 0 0 91 204 4:45 PM 6 82 0 0 88 15 3 0 1 18 91 15 0 0 106 212 Hourtv Total 13 289 1 0 303 35 29 0 1 84 319 41 0 0 360 727 5:00 PM 5 88 0 0 93 23 15 0 0 38 143 27 0 0 170 301 5:15PM 6 103 0 0 109 24 11 0 0 35 113 22 0 0 135 279 5:30 PM 3 57 0 0 60 13 4 0 0 17 90 7 0 0 97 174 5:45 PM 1 77 1 0 79 11 1 0 0 12 77 4 0 0 61 172 Hourtv Total 15 325 1 0 341 71 31 0 0 102 423 60 0 0 483 926 6:00 PM 0 66 0 0 66 7 1 0 0 8 90 3 0 0 93 167 6:15 PM 1 67 0 0 68 7 2 0 0 9 75 5 0 0 80 157 6:30 PM 1 72 0 0 73 3 2 0 0 5 61 1 0 0 62 140 6:45 PM 1 60 0 0 61 2 4 0 , 6 44 3 0 0 47 114 Hourtv Total 3 265 0 0 268 19 9 0 1 28 270 12 0 0 282 578 Grand Total 137 3496 9 0 3642 411 159 1 8 571 3391 416 3 2 3810 8023 Annroach % 3.8 96.0 0.2 72.0 27.8 0.2 89.0 10.9 0.1 Total% 1.7 43.6 0.1 45.4 5.1 2.0 0.0 7.1 42.3 5.2 0.0 47.5 All Vehicles lno classification) 137 3496 9 3642 411 159 1 571 3391 416 3 3810 8023 % All Vehicles (no dassification\ 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians 0 8 2 % Pedestrians -100.0 100.0 CJ Hens& Associ at · : C . J . He nsch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (28 1) 487-54 17 denn iscox@ cjhensch .com Co&eae IN Out In Total 3559 3642 7201 0 0 0 3559 3642 7201 3498 137 9 0 0 0 0 0 3496 137 9 0 T L u p + 4 ~ t 07/0912014 7:00 AM .. Ending Af 07/0912014 7:00 PM ~ Al l Vehicles (no classificat ion ) Pedestrians .., t r+ u T R p 3 3391 4 16 0 0 0 0 2 3 3391 416 2 3910 38 10 7720 0 0 0 39 10 3810 n2o Out In Total Colle<le ISi Turning M ove m e nt D ata P lot ,, ll: 0 ~~ "' "' ~ 0 '.t: "' ... r :! 0 :: "' :! :;;! 0 c -o- :l: 0 ~ 'U .. CD 0 ~ J'. " " 5' ~ :ill .... 9. !!'. Count Name: College Ave at He nsel Dr S it e Code: 2 Start Date : 07/09/2014 Page No: 3 College Southbound Startnme Left Thru U-Tum Peds 11 :00AM 0 60 0 0 11 :15AM 3 69 0 0 11 :30AM 2 69 0 0 11 :45AM 3 95 0 0 Total 8 293 0 0 Approach % 2.7 97 .3 0.0 Total % 1.2 43 .2 0.0 PHF 0.667 0.771 0.000 All Vehicles (no classification) 8 293 0 'lo All Vehicles (no 100.0 100.0 dassifieation} Pedestrians 0 % Pedestrians CJ H ens& Associat , , C . J , Hensch & Associates Inc, 5215 Sycamore Ave, Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com Turning Movement Peak Hour Data (11 :00 AM) Hensel Westbound Apo. Total Left Riaht U-Tum Peds App. Total 60 4 3 0 0 7 72 4 0 0 0 4 71 11 5 0 0 16 98 8 0 0 1 8 301 27 8 0 1 35 77 .1 22 .9 0.0 44 .4 4 .0 1.2 0.0 5.2 0.768 0.614 0 .400 0.000 0 .547 301 27 8 0 35 100.0 100.0 100.0 100.0 1 100.0 Thru Right 66 4 64 8 93 7 89 11 312 30 91 .2 8.8 46.0 4.4 0.839 0.682 312 30 100.0 100.0 Count Name: College Ave at Hensel Dr Site Code: 2 Start Date: 07/09/2014 Page No : 4 College Northbound U-Tum Peds 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.000 0 0 App. Total 70 72 100 100 342 - 50 .4 0.855 342 100 .0 In t. Total 137 148 187 206 678 0.823 678 100.0 CJ Hens& Associat · '. C . J . Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com CoUeae IN OtJt In Total 320 301 621 0 0 0 320 301 621 293 8 0 0 0 0 0 0 293 8 0 0 T L u p + 4 ~ Peak Hour Data t 07/0912014 11 :00AM .. Ending Af 07/0912014 12:00 PM ~ All Vehicles (no classification) Pedestrians .., t i+ u T R p 0 312 30 0 0 0 0 0 0 312 30 0 320 342 662 0 0 0 320 342 662 Out In Total Colleae ISi ;n .. 0 ... ... ... "' 0 "' ·~ o~ ... 0 b: "' co 00 ;:: 0 .... ... ,, --0 Turning Movement Peak Hour Data Plot (11 :00 AM) - ~ :i:: " 5' [ !!i <} [ --- Count Name : College Ave at Hensel Dr Site Code: 2 Start Date : 07/09/2014 Page No: 5 T urrnn11 College Southbound Start Time Le~ Thru U-Tum Peds App. Total 4:30 PM 3 87 0 0 90 4:45 PM 6 82 0 0 88 5:00 PM 5 88 0 0 93 5:15 PM 6 103 0 0 109 Total 20 360 0 0 380 Aooroach % 5.3 94.7 0.0 Total% 2.0 36.1 0.0 38.2 PHF 0.833 0.874 0.000 0.872 All Vehicles (no classification) 20 360 0 380 % All Vehicles (no 100.0 100.0 -100.0 dassification} Pedestrians 0 -% Pedestrians CJ Hens& Associate -'. C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com M tP kH Data (4:30 PM) 13 10 0 0 23 15 3 0 1 18 23 15 0 0 38 24 11 0 0 35 75 39 0 1 114 85.8 34.2 0.0 -7.5 3.9 0.0 -11.4 0.781 0.650 0.000 0.750 75 39 0 -114 100.0 100.0 100.0 -, 100.0 Thru Righi 76 15 91 15 143 27 113 22 423 79 84.3 15.7 42.5 7.9 0.740 0.731 423 79 100.0 100.0 -Count Name: College Ave at Hensel Dr Site Code: 2 Start Date: 07/09/2014 Page No: 6 College Northbound U-Tum Peds 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.000 0 -0 App. Total 91 106 170 135 502 50.4 0.738 502 100.0 Int Total 204 212 301 279 996 0.827 996 100.0 CJ Hens& Associat~ · '. C . J . Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena , Texas , United States 77503 (281) 487-5417 denniscox@cjhensch .com Colege [Nl Out In Total 462 380 842 0 0 0 "62 380 842 360 20 0 0 0 0 0 0 360 20 0 0 T L u p + 4 ~ Peak Hour Data t 07/0912014 4 :30 PM + Ending N. 07/0912014 5:30 PM ~ Al l Vehicles (no classification) Pedestrians .fl t rt u T R p 0 423 79 0 0 0 0 0 0 423 79 0 435 502 937 0 0 0 435 502 937 Out In Total Colleae!Sl ,, ~ o ~ "' "' "' 0 "' ... ~ o~ • 0 -,. c C> 00 "' "' -0 w .., ,, --o Turning Movement Peak Hour Data Plot (4 :30 PM) ~ ::t " ~ 5" !!. l!l -< 0 [ Count Name: College Ave at Hensel Dr Site Code: 2 Start Date : 07/09/2014 Page No: 7 College Southbound Start Time Thru Right U-Tum Peds Ano. Total 7:00AM 42 5 0 0 47 7:15AM 49 6 0 0 55 7:30AM 85 2 1 0 88 7:45AM 103 3 2 0 108 Hourtv Total 279 16 3 0 298 8:00AM 92 3 0 0 95 8:15AM 81 4 0 0 85 8:30AM 71 0 1 0 72 8:45AM 71 7 0 0 78 Hourty Total 315 14 1 0 330 9:00AM 81 2 0 0 83 9:15AM 76 4 4 0 84 9:30AM 81 1 0 0 82 9:45AM 73 3 0 0 76 Hourtv Total 311 10 4 0 325 10:00AM 62 4 0 0 66 10:15AM 58 4 0 0 62 10:30AM 58 1 1 0 60 10:45 AM 57 6 0 0 63 Hourty Total 235 15 1 0 251 11:00AM 59 3 1 0 63 11:15 AM 72 3 1 0 76 11:30AM 74 5 2 0 81 11:45AM 101 5 0 0 106 Hourtv Total 306 16 4 0 326 12:00 PM 97 5 1 0 103 12:15 PM 80 5 0 0 85 12:30 PM 73 6 1 0 80 12:45 PM 84 4 1 0 89 Hourty Total 334 20 3 0 357 1:00PM 95 4 0 0 99 1:15PM 94 3 0 0 97 1:30PM 110 9 1 0 120 1:45 PM 97 5 3 0 105 Hourty Total 396 21 4 0 421 2:00 PM 67 2 1 0 70 2:15 PM 85 3 1 0 89 2:30 PM n 3 0 0 80 CJ Hens& Associat · '. C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com Turning Movement Data Le .. . ···--. --· .• ds 3 36 1 0 2 44 0 0 2 58 2 0 12 60 3 0 19 198 6 0 3 56 2 0 6 47 1 0 11 47 0 0 6 56 0 0 26 206 3 0 3 44 2 0 5 47 2 0 3 48 2 0 11 47 3 0 22 186 9 0 10 47 2 0 2 49 0 0 4 53 2 0 11 60 1 0 27 209 5 0 11 63 2 0 10 58 4 0 14 89 3 1 17 87 3 0 52 297 12 1 22 89 2 0 28 85 5 0 14 74 4 0 22 73 2 0 86 321 13 0 7 71 2 0 11 95 1 0 5 74 1 0 10 72 1 0 33 312 5 0 7 55 2 0 5 80 4 0 5 78 1 0 Ano. Total 40 46 62 75 223 61 54 58 62 235 49 54 53 61 217 59 51 59 72 241 76 72 106 107 361 113 118 92 97 420 80 107 80 83 350 64 89 84 Left Right 7 1 5 0 5 0 5 0 22 1 3 0 7 0 0 1 9 2 19 3 4 0 8 4 7 3 8 1 27 8 2 1 11 2 7 1 9 1 29 5 7 0 14 2 10 4 14 0 45 6 20 1 12 1 19 4 13 2 64 8 10 3 14 2 11 5 9 3 44 13 7 2 11 2 10 0 Count Name: College Ave at commercial driveway Site Code: 1 Start Date: 07/09/2014 Page No: 1 par!<ing lot Eastbound U-Tum Peds App. Total lnl Total 0 0 8 95 0 0 5 106 0 0 5 155 0 0 5 188 0 0 23 544 0 0 3 159 0 0 7 146 0 0 1 131 0 0 11 151 0 0 22 587 0 0 4 136 0 0 12 150 0 0 10 145 0 1 9 146 0 1 35 5n 0 0 3 128 0 0 13 126 0 0 8 127 0 0 10 145 0 0 34 526 0 0 7 146 0 0 16 164 0 0 14 201 0 0 14 227 0 0 51 738 0 0 21 237 0 0 13 216 0 0 23 195 0 0 15 201 0 0 72 849 0 0 13 192 0 0 16 220 0 0 16 216 0 0 12 200 0 0 57 828 0 0 9 143 0 0 13 191 0 0 10 174 2:45 PM 68 4 2 0 74 4 85 0 0 89 7 1 0 0 8 171 Hourty Total 297 12 4 0 313 21 298 7 0 326 35 5 0 0 40 679 3:00 PM 70 0 0 0 70 6 85 1 0 92 7 3 0 0 10 172 3:15 PM 76 0 0 0 76 6 87 0 0 93 6 1 0 1 7 178 3:30 PM 68 3 0 0 71 3 87 1 0 91 7 3 0 0 10 172 3:45 PM 61 3 0 0 64 5 80 1 0 86 8 1 0 0 9 159 Hourlv Total 275 6 0 0 281 20 339 3 0 362 28 8 0 1 36 679 4:00 PM 60 1 0 0 61 3 55 2 0 60 4 1 0 0 5 126 4:15 PM 59 1 0 0 60 17 74 0 0 91 6 1 0 0 7 156 4:30 PM 92 6 1 0 99 5 83 0 0 88 4 2 0 0 6 193 4:45 PM 96 1 0 0 97 10 96 1 0 107 9 2 0 0 11 215 Hourty Total 307 9 1 0 317 35 308 3 0 346 23 6 0 0 29 692 5:00 PM 101 6 1 0 108 12 161 0 0 173 9 1 0 0 10 291 5:15PM 124 4 1 0 129 13 121 1 0 135 14 10 0 2 24 288 5:30 PM 71 1 1 0 73 9 89 1 0 99 5 5 0 0 10 182 5:45 PM 85 3 1 0 69 2 78 1 , 81 7 2 0 0 9 179 Hourty Total 381 14 4 0 399 36 449 3 1 488 35 18 0 2 53 940 6:00 PM 72 4 1 0 77 7 88 1 0 96 3 2 0 0 5 176 6:15PM 70 5 1 0 76 13 73 1 0 87 3 9 0 0 12 175 6:30 PM 72 3 0 0 75 5 48 1 0 54 11 3 0 0 14 143 6:45 PM 61 2 1 0 64 2 42 0 0 44 5 2 0 0 7 115 Hourlv Total 275 14 3 0 292 27 251 3 0 281 22 16 0 0 38 611 Grand Total 3711 167 32 0 3910 404 3374 72 2 3850 393 97 0 4 490 8250 Aoproach % 94.9 4.3 0.8 10.5 87.6 1.9 80.2 19.8 0.0 Total% 45.0 2.0 0.4 -47.4 4.9 40.9 0.9 46.7 4.6 1.2 0.0 5.9 All Vehides (no dassification) 3711 167 32 3910 404 3374 72 3850 393 97 0 490 8250 % All Vehicles (no dassffication) 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Pedestrians 0 2 4 % Pedestrians -100.0 100.0 s u; 0 u; 0 g g ~ I- :2 ~ 0 "'E 0 "' t .., .. " ;::. 0 :;; 0 "' 00 0 :::i .., .., O> 0 "' -' .., .., Q I-J ens& Asso ciat · : C . J . He nsch & Associates Inc . 5215 Sycamore Ave . Pasadena, Texas, United States 77503 (281 ) 487-54 17 denniscox@cjhensch .com CoDeoe INl Out In Total 3799 3910 7709 0 0 0 37 99 3910 7709 167 37 11 32 0 0 0 0 0 167 3711 32 0 R T u p t1 • ~ ~ _j"- 07/0912014 7:00 AM Ending N. 07/0912014 7:00 PM -~ o ~ "'+ All Vehicles (no class ification) Pedestrian s 0 .., .,. a. ..., ti t u l T p 72 404 3374 0 0 0 0 2 72 404 3374 2 3880 3850 77 30 0 0 0 3880 3850 7730 Out In Total Coll~e rs 1 Turn in g M ovement Data P lot Count Na me : College Ave at co mmercial driveway Site Code : 1 Start Date : 07/09/2 014 Page No: 3 College Start Time Southbound Thru Right LJ..Tum Peds 11 :00AM 59 3 1 0 11 :15AM 72 3 1 0 11 :30AM 74 5 2 0 11 :45AM 101 5 0 0 Total 306 16 4 0 Aooroadl % 93.9 4.9 1.2 Total% 41 .5 2.2 0.5 PHF 0.757 0.800 0.500 All Vehicles (no classification) 306 16 4 % All Vehicles {no classification} 100.0 100.0 100.0 Pedestrians 0 % Pedestrians CJ Hens& Assoc iat~ · · C . J . Hensch & Associa tes Inc. 5215 Sycamore Ave . Pasadena , Texas , United States 77503 (281) 487-5417 denniscox@cjhensch .com Turning Movement Peak Hour Data (11 :00 AM) College Northbound App, Total Left Thru U-Turn Peds App. Total 63 11 63 2 0 76 76 10 58 4 0 72 81 14 89 3 1 106 106 17 87 3 0 107 326 52 297 12 1 361 14.4 82 .3 3.3 44.2 1 .0 40.2 1.6 48.9 0.769 0.765 0.834 0.750 0.843 326 52 297 12 361 100.0 100.0 100.0 100.0 100.0 . 1 100.0 Left Right 7 0 14 2 10 4 14 0 45 6 88.2 11 .8 6 .1 0.8 0.804 0.375 45 6 100.0 100.0 . Count Name: College Ave at commercial driveway Site Code : 1 Start Date : 07/09/2014 Page No : 4 parking lot Eastbound U-Turn Pods Aco . Total Int Tota l 0 0 7 146 0 0 16 164 0 0 14 201 0 0 14 227 0 0 51 738 0.0 0.0 6.9 0.000 0.797 0.813 0 51 738 100.0 100.0 0 ~ ~ ~ >- 1i "'E c ;::; i " ., 0 <O 0 0 0 ::> "' 0 :: ~ 0 ~ -' 0;::; <O 0 ... "' 0 :ll 0 0 0 Q. CJ H ens& Associat · : C . J . Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas, Un ited States 77503 (281) 487-5417 denniscox@cj hensch .com Co l eoe rNl Out rn Totar 346 326 672 0 0 0 346 326 672 16 306 4 0 0 0 0 0 16 306 4 0 R T u p fl + I± ~ Peak Hour Data ~ 07/09/201411 :00AM End ing Af 07/0912014 12:00 PM ... All Vehicles (no classification ) Pedestrians .., ., t u L T p 12 52 297 0 0 0 0 1 12 52 297 1 . 324 361 685 0 0 0 324 361 685 Out rn Totar Correae 1$1 Turning Movement Peak Hour Data Plo t (11 :00 A M) Count Name : College Ave at commercial driveway S ite Code: 1 Sta rt Date : 07/09/2014 Page No: 5 T urninq College Southbound Start Time Thru Right U-Tum Peds Apo. Total 4:30 PM 92 6 1 0 99 4:45 PM 96 1 0 0 97 5:00 PM 101 6 1 0 108 5:15 PM 124 4 1 0 129 Total 413 17 3 0 433 Annroach % 95.4 3.9 0.7 Total% 41.8 1.7 0.3 43.9 PHF 0.833 0.708 0_750 0.839 All Vehides (no classification) 413 17 3 433 % All Vehicles (no 100.0 100.0 100_0 100_0 classification) Pedestrians 0 % Pedestrians CJ Hens& Associat · : C. J. Hensch & Associates Inc. 5215 Sycamore Ave. Pasadena, Texas, United States 77503 (281) 487-5417 denniscox@cjhensch.com M p kH D (4:30 PM) ------cc ---5 83 0 0 88 10 96 1 0 107 12 161 0 0 173 13 121 1 0 135 40 461 2 0 503 8.0 91.7 0.4 4.1 46.7 0.2 51.0 0.769 0.716 0.500 0.727 40 461 2 503 100.0 100.0 100.0 100.0 0 --Left Riaht 4 2 9 2 9 1 14 10 36 15 70.6 29.4 3.6 1.5 0.643 0.375 36 15 100.0 100.0 Count Name: College Ave at commercial driveway Site Code: 1 Start Date: 07/09/2014 Page No: 6 parking lot Eastbound U~Tum Peds Acc. Total Int. Total 0 0 6 193 0 0 11 215 0 0 10 291 0 2 24 288 0 2 51 987 0.0 0.0 5.2 0.000 0.531 0.848 0 51 987 100.0 100.0 2 100.0 ~ ~ .... ~ "' s. ~ 11. 5 0 00 0"' "' "' S! 0 S! :s: 0 :s: _J ;:; 0;:; ~o ~Cl'. I;; 0 I;; ~o N N Q. CJ Hens& Associat~ · · C . J. Hensch & Associates Inc. 5215 Sycamore Ave . Pasadena , Texas, United States 77503 (281) 487-5417 denniscox@cjhensch .com CoReoe JN Out In Total 500 433 933 0 0 0 500 433 933 17 413 3 0 0 0 0 0 17 413 3 0 R T u p f1 • ~ ~ Peak Hour Data ~ 07/09/2014 4:30 PM Ending Al 07/09120 14 5:30 PM ... All Vehicles (no class ificat ion ) Pedestrians ., ., t u L T p 2 40 461 0 0 0 0 0 2 40 461 0 430 503 933 0 0 0 430 503 933 Out In Total Coll.,,eJSl Tu rn ing Move ment Peak Hour Data Plot (4 :30 PM) Count Name: College Ave at commercial driveway Site Code : 1 Start Date: 07/09/2014 Page No : 7 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 Redu ction 0 0 0 0 In ternal 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 211000 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 211000 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 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 Gro ss 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 in ternal 0 0 Pass-by 0 0 Non -pass-by 92 88 220 -Apartment 2SO Dwell ing 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 Inte rnal 0 0 Pass-by 12a 64 Non -pass-by 164 80 820 -Shopping Center 45 .2 1000 Sq . Feet Gross leasable Area 169 183 Reduction 0 0 Internal 0 0 Pass-by 83 89 Non-pass-by 86 94 437 -Bowling Alley 37 1000 Sq . Feet Gross Floor Area 38 25 Reduct ion c 0 Internal 0 0 Pass-by c 0 Non-pass-by 38 25 850 -Supermarket 211000 Sq . Feet Gross Floor Area 125 120 Reduct ion 0 0 Interna l 0 0 Pass-by 45 43 Non-pass-by 80 77 444 -Movie Theater with Matinee 8 Movie Screens 65 97 Redu ction 0 0 Interna l 0 0 Pa ss-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 Appendix C Capacity Analysis -2014 Existing Conditions Century Square Existing Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Tim ing Plan: AM Peak ~ ~ ) "' ' ( ' ,JI ~ ' JI' lt:...; SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Configurations "i"i tt 'f' "i"i tt 'f' "i ttt 'f' "i"i tt~ 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 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 Said . Flow (RTOR) 136 170 300 12 Lane Group Flow (vph) 116 451 160 583 783 275 99 468 214 202 1424 0 Turn Type Prot NA pt+ov Prot NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 23 1 6 67 3 8 7 4 Permitted Phases Free Tota l 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 Rat io 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 lotal Delay 51 .9 35.2 5.2 305 .4 42 .7 5.2 70 .2 68 .8 0.2 37.4 65.2 LOS D D A F D A E E A D E 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 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 ntersection Summa 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 vie Ratio : 1.57 Intersection Signal Delay : 78 .6 Intersection LOS : E Intersection Capacity Utilization 79 .1 % ICU Level of Service D Ana lysis Period (m in) 15 -Vo lume 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 max imum after two cycles . Splits and Phases : r "'1 t l:l3 JI' l:l4 '\6 ~ /l"'a ~7 li!S Page 1 Century Square 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET u!( ~ J JI:" ' ( SEL SET SER NWL NWT NWR Lane Configurations 4 4' '(' Volume (vph) 0 7 0 1 0 5 Said . Flow (pro!) 0 1863 0 0 1770 1583 Flt Permitted 0.950 Satd . Flow (perm) 0 1863 0 0 1770 1583 Satd . Flow (RTOR) 223 Lane Group Flow (vph) 0 8 0 0 1 5 Turn Type NA Split NA Free Protected Phases 3 4 4 Permitted Phase s 3 Free Total Split (s) 20 .0 20 .0 22 .0 22.0 Total Lost Time (s) 5.5 5.5 Act Effct Green (s) 10 .0 10.0 120.0 Actuated g/C Ratio 0.08 0.08 1.00 vie Ratio 0.05 0.01 0.00 Control Delay 51 .6 51.0 0.0 Queue Delay 0.0 0.0 0.0 Total Delay 51.6 51 .0 0.0 LOS D D A Approach Delay 51 .6 8.5 Approach LOS D A Queue Length 50th (ft) 6 1 0 Queue Length 95th (ft) 22 7 0 Internal Link Dist (ft) 26 305 Turn Bay Length (ft) 75 Base Capacity (vph) 225 243 1583 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.04 0.00 0.00 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 Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. S lits and Phases : 3: UNIVERSITY DRIVE & POLO RO AD/FRONT STREET '~1 /'~2 ' ~5 9/22/2014 ' ,1' NEL NET "i ttt. 0 682 1863 5080 1863 5080 1 0 744 Prat NA 5 2 16.0 58 .0 5.5 5.5 66 .1 0.55 0.27 10 .8 0.0 10 .8 B 10 .8 B 76 83 726 2797 0 0 0 0.27 '~3 Existing Conditions ~ NER 3 0 0 0 Timing Plan : AM Peak ~ JI' ~ SWL SWT s "i ttt. 90 1847 0 1770 5085 0 0.950 1770 5085 0 98 2008 0 Prat NA 1 6 20.0 62 .0 5.5 5.5 11.9 83 .5 0.10 0.70 0.56 0.57 56 .8 9.2 0.0 0.0 56 .8 9.2 E A 11.4 B 81 197 m77 m11 5 1084 200 219 3538 0 0 0 0 0 0 0.45 0.57 ~4 Synchro 9 Report Page 2 Century Square 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE -..:I( ~ J "' ' ~ ' /I SEL SET SER NWL NWT NWR NEL NET Lane Configurations 'f 'i tt '(I 'i'i tt '(I 'i ttf+ Volume (vph) 163 129 125 112 61 17 92 541 Said . Flow (pro!) 3433 3539 1583 3433 3539 1583 1770 4907 Flt Permitted 0.950 0.950 0.950 Satd . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 4907 Said . Flow (RTOR) 173 173 77 Lane Group Flow (vph) 177 140 136 122 66 18 100 767 Turn Type Split NA Perm Split NA Perm Prot NA Protected Phases 4 4 3 3 5 2 Permitted Phases 4 3 Total Spl it (s) 28 .0 28 .0 28 .0 16 .0 16 .0 16 .0 16.0 54 .0 Total Lost Time (s) 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 Actuated g/C Ratio 0.10 0.10 0.10 0.08 0.08 0.08 0.10 0.56 vie Ratio 0.51 0.39 0.43 0.46 0.24 0.06 0.56 0.28 Control Delay 55 .8 53.1 7.3 58 .6 53 .8 0.4 62 .4 13 .6 Queue Delay 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 LOS E D A E D A E B Approach Delay 40 .4 52 .0 19.2 Approach LOS D D B Queue Length 50th (ft) 68 54 0 47 25 0 75 96 Queue Length 95th (ft) 102 85 31 78 48 0 128 145 Internal Link Dist (ft) 634 473 374 Turn Bay Length (ft) 145 430 250 275 290 Base Capacity (vph) 643 663 437 300 309 296 188 2759 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 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 Intersection Summa Cycle Length: 120 Actuated Cycle Length : 120 Offset: 96 (80%), Referenced to phase 2:NET and 6:SWT, Start of Green Control Type : Actuated-Coord inated Maximum vie Ratio : 0.73 Intersect ion Signal De lay : 20 .3 Intersection LOS : C Intersection Capacity Utilization 70 .4% ICU Level of Service C Analysis Period (m in) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: UN IVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE 'fill ?¢2 ~3 'li!S ¥ 9/22/2014 Existing Conditions ~ NER 165 0 0 0 Timing Plan : AM Peak ' SWL 'i 62 1770 0.950 1770 67 Prot 1 22 .0 5.5 9.9 0.08 0.46 60 .1 0.0 60.1 E 44 m76 330 243 0 0 0 0.28 ¥ 'tt;..; SWT ttf+ 1616 182 5009 0 5009 0 21 1955 0 NA 6 60 .0 5.5 64 .3 0.54 0.73 11.5 0.0 11 .5 B 13.1 B 204 235 597 2694 0 0 0 0.73 Synchro 9 Report Page 3 Century Square 1: HENSE L STREET & TEXAS AVENUE ~ "' J "'"' vement SE[ SET SER NWL Lane Configurations " ti. " Volume (veh /h) 0 552 9 16 Sign Cont rol Free Grade 0% Peak Hou r Factor 0.92 0.92 0.92 0.92 Hou rly flow rate (vph) 0 600 10 17 Pedestr ians Lane Width (ft) Walk ing Speed (ft/s) Percent Blockage Right turn flare (veh) Med ian type TWLTL Median storage veh) 2 Upstream signal (ft) pX , platoon unblocked vC , conflict ing volume 700 610 vC1 , stage 1 confvol vC2 , stage 2 cont vol vCu , unblocked vol 700 610 tC , single (s) 4.1 4.1 tC , 2 stage (s) tF (s) 2.2 2.2 pO queue free % 100 98 cM capacity (veh/h) 893 965 irection Lane# SE1 SE2 SE3 NW1 Volume Total 0 400 210 17 Volume Left 0 0 0 17 Volume Right 0 0 10 0 cSH 1700 1700 1700 965 Volume to Capacity 0.00 0.24 0.12 0.02 Queue Length 95th (ft ) 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 8.8 Lane LOS A Approach Delay (s) 0.0 0.2 Approach LOS ntersection Summa Average Delay 0.2 Intersection Capacity Utilization 27.8% Ana lysis Period (min) 15 9/22/2014 ' ~ ' /I NWT NWR NEL NET ti. ~ 644 0 3 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 700 0 3 0 TWLTL 2 990 1340 605 605 385 735 990 1340 7.5 6.5 6.5 5.5 3.5 4.0 99 100 392 338 NW2 NW3 NE 1 SW1 467 233 16 0 0 0 3 0 0 0 13 0 1700 1700 600 170 0 0.27 0.14 0.03 0.00 0 0 2 0 0.0 0.0 11 .2 0.0 B A 11 .2 0.0 B A ICU Level of Service Existing Conditions ~ NER 12 0.92 13 305 305 6.9 3.3 98 691 A Timing Plan : AM Peak ~ SWL 0 0.92 0 1048 735 313 1048 7.5 6.5 3.5 100 341 Ji' ~ SWT s ~ 0 0 Stop 0% 0.92 0.92 0 0 1345 350 735 610 1345 350 6.5 6.9 5.5 4.0 3.3 100 100 333 646 Synchro 9 Report Page 1 Century Square 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE -..:I( ~ J ""' ' ~ vement SEL SET SER NWl. NWT NWR Lane Configurations '{' '{' Volume (veh/h) 0 0 15 0 0 1 Sign Control Stop Yield Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 16 0 0 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked 0.81 0.81 0.79 0.81 0.81 0.97 vC, conflicting volume 2290 2801 698 1406 2785 256 vC1, stage 1 confvol 2064 2064 707 707 vC2, stage 2 cont vol 227 737 699 2078 vCu , unblocked vol 1505 2135 0 413 2116 116 tC, sing le (s) 7.5 6.5 6.9 7.5 6.5 6.9 tC , 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 100 100 98 100 100 100 cM capacity (veh/h) 100 120 861 409 120 885 "rection Lane # SE 1 NW 1 NE 1 NE2 NE3 SW 1 Volume Total 16 1 271 271 195 820 Volume Left 0 0 0 0 0 0 Volume Right 16 1 0 0 60 0 cSH 861 885 1700 1700 1700 1700 Volume to Capacity 0.02 0.00 0.16 0.16 0.11 0.48 Queue Length 95th (ft) 1 0 0 0 0 0 Control Delay (s) 9.3 9.1 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 ntersection Summa Average Delay 0.1 Intersection Capacity Utilization 47 .0% ICU Level of Service Analysis Period (min) 15 9/22/2014 ' /I NEL NET ttf+ 0 623 Free 0% 0.92 0.92 0 677 Raised 1 677 0.79 2078 1448 4.1 2.2 100 368 SW2 SW3 820 439 0 0 0 29 1700 1700 0.48 0.26 0 0 0.0 0.0 Existing Conditions ~ NER 55 0.92 60 A Timing Plan : AM Peak ' SWL 0 0.92 0 0.97 737 613 4.1 2.2 100 932 JI' ~ swr s ttf+ 1885 27 Free 0% 0.92 0.92 2049 29 Raised 1 806 Synchro 9 Report Page 2 Century Square 6: DRIVEWAY & COLLEGE AVENUE --+ ... .f vement EBT EBR WBL Lane Configurations tt .,, ~ Volume (veh/h) 329 14 18 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 358 15 20 Pedestria ns Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Med ian type Raised Median storage veh) 1 Upstream signal (ft) pX , platoon unblocked vC , conflict ing volume 373 vC1, stage 1 cont vol vC2 , stage 2 cont vol vCu , unblocked vol 373 tC , single (s) 4.1 tC , 2 stage (s) tF (s) 2.2 pO queue free % 98 cM capacity (veh/h) 1182 irection Lane# EB1 EB2 EB3 Volume Total 179 179 15 Volume Left 0 0 0 Volume Right 0 0 15 cSH 1700 1700 1700 Volume to Capacity 0.11 0.11 0.01 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa Average Delay 0.6 Intersect ion Capacity Utilization 25 .0% Analysis Period (min) 15 9/22 /2014 +- WBT tt 218 Free 0% 0.92 237 Raised 1 714 WB1 20 20 0 1182 0.02 1 8.1 A 0.6 "' ~ NBL NBR v 18 0 Stop 0% 0.92 0.92 20 0 515 179 358 158 515 179 6.8 6.9 5.8 3.5 3.3 96 100 555 833 WB2 WB3 118 118 0 0 0 0 1700 1700 0.07 0.07 0 0 0.0 0.0 ICU Level of Service NB1 20 20 0 555 0.04 3 11.7 B 11.7 B Existing Conditions A Timing Plan : AM Peak Synchro 9 Report Page 3 Century Square 7 : COLLEGE AVENUE & HENSEL STREET .,> --+ ,.__ "-. \. ..,, EBL EBT WBT WBR SBL SBR Lane Configurations "' tt tf+ ¥ Volume (veh /h) 24 331 190 45 26 9 Sign Cont rol Free Free Stop Grade 0% 0% 0% Peak Hou r Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 360 207 49 28 10 Pedest rians Lane Width (ft) Walk ing Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Ra ised Raised Med ian sto rage veh) 1 1 Upstream signal (ft) pX , platoon unblocked vC , confl ict ing volume 255 463 128 vC 1, stage 1 conf vo l 231 vC2 , stage 2 conf vol 232 vCu , unb locked 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 pO queue fr ee % 98 95 99 cM capacity (veh/h) 1307 591 899 Lane # EB 1 EB2 EB 3 WB1 WB2 881 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 0.1 1 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 App roach LOS B nterseclion Summa Average Delay 0.9 Intersect ion Capac ity Util izat ion 23.4% ICU Level of Serv ice Analys is Pe ri od (m in) 15 9122 /20 14 Existing Conditions A Tim ing Plan : AM Peak Synchro 9 Report Page4 Century Square Existing Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan : Noon Peak ...:I( ~ J ""' ' ( ' JI ~ ' JI ~ SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configu rations 'f'i tt .,, "i"i tt .,, "i ttt .,, "i"i ttf+ Volume (vph) 215 670 166 543 849 523 154 874 809 444 863 191 Sa id. Flow (prot) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 Flt Perm itted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 Sa td. 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 23 1 6 67 3 8 7 4 Perm itted Phases Free Total Sp lit (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 vie Ratio 0.68 0.71 0.23 1.72 0.90 0.67 0.94 0.74 0.56 1.02 0.78 Contro l 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 E D A F D c E B A F D Approach Delay 37.9 132 .1 17 .9 55.1 Approac h 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 Leng th (ft) 180 225 250 250 350 215 Base Capac ity (vph) 343 1029 787 343 1029 842 177 1479 1583 475 1471 Starvat ion Cap Reduct n 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 0.68 0.71 0.23 1.72 0.90 0.67 0.94 0.64 0.56 1.02 0.78 ntersection Summa 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-C oord inated Max imum v/c Ratio : 1. 72 Intersect ion Signal De lay: 64 .8 In tersect ion LOS : E Intersection Capacity Utilizati on 83.6% ICU Level of Service E Analysis Pe ri od (m in) 15 -Volume exceeds capacity , queue is theoretically infinite . Queue shown is ma xi mum after two cyc les . # 95th percentile volume exceeds capac ity , queue may be longer. Queue shown is max imum after two cycles . m Volume for 95th percentile queue is metered by upstream signa l. S lits and Pha ses : ,, ~3 JI ~4 "\6 ...:I( l'~a ~7 ~5 Century Square 3: UNIVERS ITY DRIVE & POLO ROAD/FRONT STREET ~ ~ ) Ji"' ' ~ SEL SET SER NWL NWT NWR Lane Configurations +i. 4' 7' Volume (vph) 0 8 0 1 0 63 Said . Flow (prot) 0 1863 0 0 1770 1583 Flt Permitted 0.950 Said . Flow (perm) 0 1863 0 0 1770 1583 Said . Flow (RTOR) 243 Lane Group Flow (vph) 0 9 0 0 1 68 Tum Type NA Spl it NA Free Protected Phases 3 4 4 Permitted Phases 3 Free Total Sp lit (s) 17 .0 17 .0 23.0 23 .0 Total Lost Time (s) 5.5 5.5 Act Effct Green (s) 10.0 10 .0 110.0 Actuated g/C Ratio 0.09 0.09 1.00 v/c Rat io 0.05 0.01 0.04 Control Delay 46 .6 46 .0 0.0 Queue Delay 0.0 0.0 0.0 Total Delay 46.6 46 .0 0.0 LOS D D A Approach Delay 46 .6 0.7 Approach LOS D A Queue Length 50th (ft) 6 1 0 Queue Length 95th (ft) 22 6 0 Internal Link Dist (ft) 26 305 Turn Bay Length (ft) 75 Base Capacity (vph) 194 281 1583 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.05 0.00 0.04 nteraection Summa 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 Intersect ion 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 9/22/2014 ' J' NEL NET "i ttt. 0 1625 1863 5085 1863 5085 0 1769 Prot NA 5 2 22 .0 48 .0 5.5 5.5 43 .0 0.39 0.89 34.4 0.0 34.4 c 34 .4 c 267 393 726 1987 0 0 0 0.89 Existing Conditions ~ NER 3 0 0 0 Timing Plan : Noon Peak " swu 5 0 0 0 custom 1 22 .0 ' JI' SWL s "i ttt. 58 1503 1770 5085 0.160 298 5085 68 1634 Pro! NA 1 6 22 .0 48.0 5.5 5.5 25 .0 73 .5 0.23 0.67 1.00 0.48 76 .8 2.6 0.0 0.0 76 .8 2.6 E A 5.6 A 49 16 m#59 m13 1084 200 68 3397 0 0 0 0 0 0 1.00 0.48 Synchro 9 Report Page 2 Century Square 3: UNIVERSITY DR IVE & POLO ROAD/FRONT STREET SWR L-fi~onfigurations Volume (vph) 0 Said . Flow (pro!) 0 Flt Perm itted Said . Flow (perm) 0 Satd . Flow (RTOR) Lane Group Flow (vph) 0 Tum Type Protected Phases Permitted Phases Total Sp lit (s) Total Lost Time (s) Act Effct Green (s) Actuated g/C Ratio vie Ratio Contro l 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 ntersection Sum 9/22/2014 Existing Conditions Timing Plan : Noon Peak Synchro 9 Report Page 3 Century Square 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE ....:I( ~ J ""' ' ( ' SEL SET SER NWL: NWT NWR NEL Lane Configurations "'"' tt .,, "'"' tt .,, "' Volume (vph) 284 132 166 186 101 85 131 Said . Flow (pro!) 3433 3539 1583 3433 3539 1583 1770 Flt Permitted 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 Satd . Flow (RTOR) 170 134 Lane Group Flow (vph) 309 143 180 202 110 92 142 Turn Type Split NA Perm Split NA Perm Pro! Protected Phases 4 4 3 3 5 Permitted Phases 4 3 Total Split (s) 28 .0 28 .0 28 .0 20 .0 20 .0 20 .0 16.0 Total LostTime (s) 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 Actuated g/C Ratio 0.15 0.15 0.15 0.11 0.11 0.11 0.12 v/c Ratio 0.61 0.27 0.48 0.55 0.29 0.32 0.68 Control Delay 48 .7 41 .9 11 .5 51.9 46 .5 5.4 63.5 Queue Delay 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 LOS D D B D D A E Approach Delay 36 .6 39 .8 Approach LOS D D Queue Length 50th (ft) 106 47 6 70 38 0 95 Queue Length 95th (ft) 143 74 64 106 64 19 #203 Internal Link Dist (ft) 634 473 Turn Bay Length (ft) 145 430 250 275 290 Base Capacity (vph) 702 723 459 452 466 325 210 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 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 ntersection Summa 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 Intersect ion Signa l De lay : 25.7 Intersection LOS : C Intersect ion 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 . S lits and Phases : 5: UNIVERSITY DRIVE & BIZELL STRE ET/COLLEGE AVENUE '~1 ~3 9/22/2014 J' NET ttf+ 1380 4989 4989 28 1715 NA 2 49 .0 5.5 50 .9 0.46 0.74 27 .5 0.0 27 .5 c 30.2 c 354 463 374 2321 0 0 0 0.74 Existing Conditions ~ ER 198 0 0 0 ~~4 Timing Plan : Noon Peak ~ SWL "' 69 1770 0.950 1770 75 Pro! 1 13.0 5.5 9.1 0.08 0.51 83 .9 0.0 83.9 F 57 #106 330 149 0 0 0 0.50 JI' lt:.J SWT s ttf+ 1173 267 4943 0 4943 0 53 1565 0 NA 6 46 .0 5.5 46 .9 0.43 0.73 9.6 0.0 9.6 A 13.0 B 254 309 597 2138 0 0 0 0.73 Synchro 9 Report Page 4 Century Square 1: HENSE L STREET & TEXAS AVENUE ul( ~ J JI:" vernent SEL SET SER NWL Lane Configurations ~ t~ ~ Vo lume (veh/h) 0 973 8 13 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1058 9 14 Pedestrians Lane Width (ft) Walk ing Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 2 Upstream signal (ft) pX , platoon unblocked vC , conflicting volume 1099 1066 vC1 , stage 1 confvo l vC2, stage 2 confvol vCu , unblocked vol 1099 1066 IC , single (s) 4.1 4.1 IC, 2 stage (s) IF (s) 2.2 2.2 pO queue free % 100 98 cM capacity (veh/h) 631 649 "rection Lane # SE 1 SE2 SE3 NW1 Volume Total 0 705 361 14 Volume Left 0 0 0 14 Volume Right 0 0 9 0 cSH 1700 1700 1700 649 Volume to Capacity 0.00 0.41 0.21 0.02 Queue Length 95th (ft) 0 0 0 2 Control Delay (s) 0.0 0.0 0.0 10 .7 Lane LOS B Approach Delay (s) 0.0 0.1 Approach LOS ntersection Summa Average Delay 0.2 Intersection Capacity Utilization 37 .9% Analysis Period (min) 15 9/22/2014 ' ~ ' NWT NWR NEL t~ 1011 0 6 Free 0% 0.92 0.92 0.92 1099 0 7 TWLTL 2 1640 1062 578 1640 7.5 6.5 3.5 97 213 NW2 NW3 NE 1 733 366 25 0 0 7 0 0 18 1700 1700 366 0.43 0.22 0.07 0 0 5 0.0 0.0 15.5 c 15.5 c ICU Level of Serv ice J' ET ~ 0 Stop 0% 0.92 0 2189 1062 1127 2189 6.5 5.5 4.0 100 199 SW1 0 0 0 170 0 0.00 0 0.0 A 0.0 A Existing Conditions ~ NER 17 0.92 18 533 533 6.9 3.3 96 491 A Timing Plan : Noon Peak ~ SWL 0 0.92 0 1674 1127 547 1674 7.5 6.5 3.5 100 193 JI' 'tt-; SWT s ~ 0 0 Stop 0% 0.92 0.92 0 0 2193 549 1127 1066 2193 549 6.5 6.9 5.5 4.0 3.3 100 100 195 479 Synchro 9 Report Page 1 Century Square 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE ~ ~ ) Jr' ' ( vement SEL SET SER NWL NWT NWR Lane Configurations .,, .,, Volume (veh/h) 0 0 24 0 0 36 Sign Control Stop Yield Grade 0% 0% Peak Ho ur Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 26 0 0 39 Pedest ri ans Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right tu rn flare (veh) Med ian type Med ian storage veh) Upstream signal (ft) pX , platoon unblocked 0.81 0.81 0.85 0.81 0.81 0.74 vC , conflicting volume 2135 3336 507 2337 3326 620 vC 1, stage 1 cont vol 1498 1498 1816 1816 vC2 , stage 2 cont vol 637 1838 521 1510 vCu , unb locked vol 370 1848 0 619 1835 0 tC , single (s) 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) 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 0 100 97 100 100 95 cM capacity (veh/h) -277 151 925 204 152 802 'rection Lane # SE 1 NW1 NE 1 NE2 NE3 SW1 Volume Total 26 39 717 717 403 594 Volume Left 0 0 0 0 0 0 Volume Right 26 39 0 0 45 0 cSH 925 802 1700 1700 1700 1700 Volume to Capacity 0.03 0.05 0.42 0.42 0.24 0.35 Queue Length 95th (ft ) 2 4 0 0 0 0 Control Delay (s) 9.0 9.7 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 ntersection Summa Average Delay 0.2 Intersect ion Capac ity Utilization 42 .8% ICU Level of Serv ice Ana lys is Period (min) 15 9/22/2014 ' JI NEL NET ++~ 0 1650 Free 0% 0.92 0.92 0 1793 Raised 1 677 0.85 1510 995 4.1 2.2 100 590 SW2 SW3 594 321 0 0 0 24 1700 1700 0.35 0.1 9 0 0 0.0 0.0 Existing Conditions ~ NER 41 0.92 45 A Tim ing Plan : Noon Peak ~ SWL 0 0.92 0 0.74 1838 900 4.1 2.2 100 555 JI' lt-; SWT s ++~ 1367 22 Free 0% 0.92 0.92 1486 24 Raised 1 806 Synchro 9 Report Page 2 Century Square 6: Drivewal & COLLEGE AVENUE __.. ~ .f vement EBT EBR WBL Lane Configurations tt .,, "i Volume (veh/h) 334 20 64 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 363 22 70 Pedest ri ans Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Right turn flare (veh) Med ian type Raised Med ian storage veh) 1 Upstream signal (ft) pX , platoo n unblocked vC, conflict ing volume 385 vC1 , stage 1 confvol vC2 , stage 2 confvol vCu , unbl ocked vol 385 tC , single (s) 4.1 tC , 2 stage (s) IF (s) 2.2 pO queue free % 94 cM capacity (veh/h) 1170 ·rection Lane # EB1 EB2 EB3 Volume Total 182 182 22 Volume Left 0 0 0 Volume Right 0 0 22 cSH 1700 1700 1700 Volume to Capacity 0.11 0.11 0.01 Queue Length 95th (ft ) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS App roach De lay (s) 0.0 Approa ch LOS ntersection Summa Average Delay 1.9 Intersect ion Capac ity Utilization 26 .8% Analys is Pe ri od (min) 15 9/22/20 14 ,.__ WBT tt 321 Free 0% 0.92 349 Raised 1 714 WB1 70 70 0 1170 0.06 5 8.3 A 1.4 ~ ~ NBL BR ¥ 64 8 Stop 0% 0.92 0.92 70 9 677 182 363 314 677 182 6.8 6.9 5.8 3.5 3.3 85 99 473 830 WB2 WB3 174 174 0 0 0 0 1700 1700 0.10 0.10 0 0 0.0 0.0 ICU Level of Service NB1 78 70 9 497 0.16 14 13.6 B 13.6 B Existing Conditions A Timing Plan : Noon Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET ,,. --+ ..__ ~ '. ..; vement EBL EBT WBT WBR SBL SBR Lane Configurations "i tt tt+ 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 vC 1, 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 pO queue free % 99 97 98 cM capacity (veh/h) 1135 510 795 · rec:tion Lane # EB1 EB2 EB3 WB1 WB2 SB1 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 ntersection Summa Average Delay 0.5 Intersection Capacity Utilization 20 .8% ICU Level of Service Analysis Period (min) 15 9/22 /2014 Existing Conditions A Timing Plan : Noon Peak Synchro 9 Report Page 4 Century Square Existing Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Tim ing Plan : PM Pea k ~ '-. J ""' ' ~ ' JI ~ ~ JI' ~ SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Configurations .,., tt .,, .,., tt .,, ., ttt .,, .,., ttf+ Volume (vph) 258 669 111 539 704 538 198 1443 1023 441 719 159 Said. Flo w (prot) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 Flt Permitted 0.950 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 5085 1583 3433 4948 0 Said . Flow (RTOR) 126 126 590 40 Lane Group Flow (vph ) 280 727 121 586 765 585 215 1568 11 12 479 955 0 Turn Type Pro! NA pt+ov Pro! NA pt+ov Prot NA Free Prot NA Protected Phases 5 2 23 1 6 67 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 Rati o 0.97 0.95 0.18 0.97 0.70 0.69 1.13 1.08 0.70 1.01 0.60 Control De lay 103.8 73 .5 4.8 82 .0 43 .9 24.6 140 .4 74.4 7.7 98.7 37 .8 Queue De lay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total De lay 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 Ba y Le ngth (ft) 180 225 250 250 350 215 Base Capac ity (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 ntersection Summa 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 -Coord inated Maximum v/c Ratio : 1.13 Intersection Signal De lay: 56 .5 In tersection LOS : E Inte rsection Capacity Utilization 94 .3% ICU Level of Serv ice F Analysis Pe ri od (m in) 15 -Volume exceeds capacity , queue is theoretically infinite . Queue shown is max imum after two cycles . # 95th percenti le volume exceeds capacity , queue may be longer . Queue shown is maximum after tw o cycles . m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases : ..-.~1 ~ ~3 JI' ~4 ~6 Jf~s ~7 Century Square 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET '\.,.:If ~ J Jr' ' ( SEL SET SER NWL NWT NWR Lane Configurations ~ 4' '(' Volume (vph) 0 0 0 3 0 151 Said . Flow (pro!) 0 1863 0 0 1770 1583 Flt Permitted 0.950 Said . Flow (perm) 0 1863 0 0 1770 1583 Said. Flow (RTOR) 206 Lane Group Flow (vph) 0 0 0 0 3 164 Turn Type Split NA Free Protected Phases 3 4 4 Permitted Phases 3 Free Total Split (s) 21 .0 21.0 26 .0 26 .0 Total Lost Time (s) 5.5 5.5 Act Effct Green (s) 10 .0 130.0 Actuated g/C Ratio 0.08 1.00 vi e Ratio 0.02 0.10 Control Delay 56 .0 0.1 Queue Delay 0.0 0.0 Total Delay 56 .0 0.1 LOS E A Approach Delay 1.1 Approach LOS A Queue Length 50th (ft) 2 0 Queue Length 95th (ft) 13 0 Interna l Link Dist (ft) 26 305 Turn Bay Length (ft) 75 Base Capacity (vph) 279 1583 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced vie Ratio 0.01 0.10 ntersection Summa Cycle Length : 130 Actuated Cycle Length : 130 Offset: 125 (96%), Referenced to phase 2:NET and 6:SWT , Start of Green Contro l Type : Actuated-Coordinated Maximum vi e Ratio : 0.76 Intersect ion Signal Delay : 7.0 Intersection LOS : A Intersection Capacity Utilization 65.7% ICU Level of Service C Analys is Pe ri od (min) 15 m Volume for 95th percentile queue is metered by upstream signal. S lits and Phases : 3: UNIVERSITY DRIVE & POLO ROAD /FRONT STREET '"1 /'~2 9/22/2014 ' ,1' NEL NET "i ttf. 0 2491 1863 5085 1863 5085 0 2709 Pro! NA 5 2 20 .0 63.0 5.5 5.5 90 .9 0.70 0.76 7.0 0.0 7.0 A 7.0 A 213 m268 726 3554 0 0 0 0.76 ~~3 Existing Conditions ~ NER 1 0 0 0 Timing Plan : PM Peak ~ SWL "i 9 1770 0.950 1770 10 Pro! 1 20 .0 5.5 6.3 0.05 0.12 58 .3 0.0 58 .3 E 7 m11 200 197 0 0 0 0.05 ~4 JI' lt:-; SWT s ttf. 1392 0 5085 0 5085 0 1513 0 NA 6 63.0 5.5 93.5 0.72 0.41 7.3 0.0 7.3 A 7.6 A 245 m264 1084 3657 0 0 0 0.41 Synchro 9 Report Page2 Century Squ are Existing Conditions 5: UNIVERS ITY DRIVE & BIZELL STREET/COLLEGE AVENUE Tim ing Plan : PM Peak ~ ~ ) JI:"' ' ( ' /f -... ' JI' lt:-; SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Configurations "t"t tt .,, "t"t tt .,, "t ttf. "t ttf. Volume (vph) 420 143 106 236 188 142 130 1938 252 50 1051 345 Said . 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 Spl it NA Perm Spl it NA Perm Prat NA Prat NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Sp lit (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 Ra ti o 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 De lay 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 E D B E 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 Interna l 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 Sp illback 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 0.3 1 0.48 0.37 0.42 0.75 1.00 0.38 0.69 ntersection Summa Cycle Length : 130 Actuated Cycle Length : 130 Offset: 110 (85%), Referenced to phase 2:NET and 6:SWT , Start of Green Cont rol Type : Actuated-Coordinated Maximum v/c Ratio : 1.00 Intersect ion Signal Delay : 42 .1 Intersection LOS : D Intersect ion Capacity Utilization 81.9% ICU Level of Serv ice D Analys is Pe ri od (min) 15 -Volume exceeds capacity , queue is theoretically infinite . Queue shown is max imum after two cycles . # 95th pe rcentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases : 5: UNIVERSITY DRIVE & BIZELL STREET /COLLEGE AVENUE ,¢1 ~3 '1.!l ¢4 ' ¢5 Page 3 Century Sq uare 1: HENSEL STREET & TEXAS AVENUE ~ ~ ) JI:" SEL SET SER NWl Lane Configurations llj ti. llj Vo lume (veh /h) 0 934 6 27 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1015 7 29 Pedestri ans Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Righi turn flare (veh) Med ian type TWLTL Med ian storage veh) 2 Upstream signal (ft) pX , platoo n unb locked vC, confl icti ng volume 948 1022 vC1 , stage 1 confvol vC2 , stage 2 conf vol vCu , unb locked vol 948 1022 IC , single (s) 4.1 4.1 tC , 2 stage (s ) IF (s) 2.2 2.2 pO queue free % 100 96 cM capacity (veh/h) 720 675 . rection lane # SE 1 SE2 SE3 NW1 Volume Total 0 677 345 29 Volume Left 0 0 0 29 Volume Right 0 0 7 0 cSH 1700 1700 1700 675 Vo lume to Capacity 0.00 0.40 0.20 0.04 Queue Lengt h 95th (ft ) 0 0 0 3 Control De lay (s) 0.0 0.0 0.0 10 .6 Lane LOS B Approach Delay (s) 0.0 0.3 Approac h LOS ntersection Summa Average Delay 0.6 Intersection Capacity Ut ilizat ion 36.4% Analys is Pe ri od (m in) 15 9122 /20 14 ' ( ' J' NWT NWR NEL NET ti. ~ 872 0 12 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 948 0 13 0 TWLTL 2 1551 2025 1018 1018 533 1007 1551 2025 7.5 6.5 6.5 5.5 3.5 4.0 94 100 227 218 NW2 NW 3 NE 1 SW1 632 316 66 0 0 0 13 0 0 0 53 0 1700 1700 408 1700 0.37 0.19 0.16 0.00 0 0 14 0 0.0 0.0 15.5 0.0 c A 15.5 0.0 c A ICU Level of Serv ice Existing Conditions ~ NER 49 0.92 53 511 511 6.9 3.3 90 508 A Timing Plan : PM Peak ' SWL 0 0.92 0 1567 1007 561 1567 7.5 6.5 3.5 100 213 JI' 'tt;..; SWT s ~ 0 0 Stop 0% 0.92 0.92 0 0 2028 474 1007 1022 2028 474 6.5 6.9 5.5 4.0 3.3 100 100 208 537 Synch ro 9 Report Page 1 Century Square 4: UNIVERS ITY DRIVE & CALVIN MOORE AVENUE UI( ~ ) """' ' ~ vement SEL SET SER NW[ NWT WR Lane Configurations rt rt Volume (veh/h) 0 0 29 0 0 89 Sign Control Stop Stop Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 32 0 0 97 Pedestr ians Lane Width (ft) Walk ing Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Med ian storage veh) Upstream signal (ft) pX , platoon unblocked 0.61 0.61 0.88 0.61 0.61 0.55 vC , conflicting volume 2444 4066 507 3085 4068 860 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 tC , single (s) 7.5 6.5 6.9 7.5 6.5 6.9 tC , 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 100 100 97 100 100 84 cM capac ity (veh/h) 524 102 957 134 103 599 "rection Lane# SE 1 NW1 NE 1 NE2 NE3 SW1 Volume Total 32 97 1019 1019 530 594 Volume Left 0 0 0 0 0 0 Volume Right 32 97 0 0 21 0 cSH 957 599 1700 1700 1700 1700 Volume to Capacity 0.03 0.16 0.60 0.60 0.31 0.35 Queue Length 95th (ft) 3 14 0 0 0 0 Control Delay (s) 8.9 12 .2 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 ntersection Summa Average Delay 0.3 Intersection Capacity Utilization 57.9% ICU Level of Service Analysis Period (min) 15 9/22/20 14 ' /I NEL NET ttf+ 0 2344 Free 0% 0.92 0.92 0 2548 Ra ised 1 677 0.88 1510 1113 4.1 2.2 100 550 SW2 SW3 594 321 0 0 0 24 1700 1700 0.35 0.19 0 0 0.0 0.0 Existing Conditions ~ ER 19 0.92 21 B Timing Plan : PM Peak ' SWL 0 0.92 0 0.55 2568 1003 4.1 2.2 100 379 JI 'tt;..; SWT s ttf+ 1367 22 Free 0% 0.92 0.92 1486 24 Raised 1 806 Synchro 9 Report Page 2 Century Square 6: DRIVEWAY & COLLEGE AVENUE -+ ,. f vement EBT EBR WBL Lane Configurations tt .,, llj Volume (veh/h) 381 14 35 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 414 15 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) pX , platoon unblocked vC, conflicting volume 429 vC1 , stage 1 confvol vC2 , stage 2 cont vol vCu , unblocked vol 429 tC , single (s) 4.1 tC , 2 stage (s) tF (s) 2.2 pO queue free % 97 cM capacity (veh/h) 1127 . rection Lane # EB1 EB2 EB3 Volume Total 207 207 15 Volume Left 0 0 0 Volume Right 0 0 15 cSH 1700 1700 1700 Volume to Capacity 0.12 0.12 0.01 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa Average Delay 1.0 Intersection Capacity Utilization 27 .2% Analysis Period (min) 15 9/22/2014 +- WBT tt 449 Free 0% 0.92 488 Raised 1 714 WB1 38 38 0 1127 0.03 3 8.3 A 0.6 ~ ~ NBL NBR v 35 18 Stop 0% 0.92 0.92 38 20 1.00 734 207 414 320 726 207 6.8 6.9 5.8 3.5 3.3 92 98 459 799 WB2 WB3 244 244 0 0 0 0 1700 1700 0.14 0.14 0 0 0.0 0.0 ICU Level of Service NB1 58 38 20 537 0.11 9 12.5 B 12.5 B Existing Conditions A Timing Plan : PM Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET .,> --+ +-'-\.. ~ vement EBL EBT WBT WBR SBL SBR Lane Configurations ~ ++ ti. v 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) Wa lking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signa l (ft) pX , platoon unblocked vC , conflicting volume 525 702 262 vC1 , stage 1 confvol 492 vC2, stage 2 conf vol 209 vCu , unblocked vol 525 702 262 IC , single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO queue free % 98 83 95 cM capacity (veh/h) 1038 464 736 lane# EB 1 EB2 EB3 WB1 WB2 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 ntersection Summa Average Delay 1.7 Intersection Capacity Utilization 26 .1% ICU Level of Service Analysis Period (min) 15 9/22/2014 Existing Conditions A Timing Plan : PM Peak 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 ~ ~ ) ""' ' ( ' /I ~ ' JI' ltJ SEL SET SER NWl NWT NWR NEL NET NER SWL SWT s Lane Configu rations .,., tt '(''(' .,., tt '(' .,., ttt '(' .,., tti. 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 Perm itted 0.950 0.950 0.950 0.950 Said . Flo w (perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 5024 0 Said . 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 Pro! NA Free Pro! NA Protected Phases 5 2 23 1 6 67 3 8 7 4 Perm itted Phases Free Total Spl it (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 glC Ratio 0.11 0.30 0.46 0.11 0.30 0.60 0.11 0.1 4 1.00 0.25 0.28 vie Rat io 0.33 0.45 0.12 1.65 0.77 0.29 0.28 0.67 0.14 0.25 1.04 Contro l De lay 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 Capac ity (vph) 371 1061 1351 371 1061 1007 371 1440 1583 848 1432 Starvat ion 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 vie Ratio 0.33 0.45 0.12 1.65 0.77 0.29 0.28 0.34 0.14 0.25 1.04 ntersection Summa Cycle Length : 120 Actuated Cycle Length : 120 Offset: 0 (0 %), Referenced to phase 2:SET and 6:NWT , Start of Green , Master Intersection Contro l Type : Actuated -Coordinated Max imum vie Ratio: 1.65 Intersect ion Signal Delay : 86 .3 Intersection LOS: F Intersect ion Capacity Utiliza tion 81.7% ICU Level of Service D Analys is Pe ri od (min) 15 -Volume exceeds capacity, queue is theoretica ll y infinite . Que ue shown is max imum after two cycles . # 95th percentile volume exceeds capacity , queue may be longer . Queue shown is max imum after two cycles . Spl its and Phases: r p1 t p3 JI' P4 '\6 /fps (t 7 Page 1 Century Square TIA 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET ~ ~ J r-' ~ SEL SET SER NWL NWT NWR Lane Configurations +f. +f .,, Volume (vph) 0 7 0 1 0 5 Satd . Flow (prot) 0 1863 0 0 1770 1583 Flt Permitted 0.950 Satd . Flow (perm) 0 1863 0 0 1770 1583 Satd . Flow (RTOR) 223 Lane Group Flow (vph ) 0 8 0 0 1 5 Turn Type NA Split NA Free Protected Phases 3 4 4 Permitted Phases 3 Free Total Sp lit (s) 20 .0 20 .0 22 .0 22 .0 Total Lost Time (s) 5.5 5.5 Act Effct Green (s) 10.0 10.0 120.0 Actuated g/C Ratio 0.08 0.08 1.00 vie Ratio 0.05 0.01 0.00 Control Delay 51.6 51 .0 0.0 Queue De lay 0.0 0.0 0.0 Total Delay 51 .6 51 .0 0.0 LOS D D A Approach Delay 51 .6 8.5 Approach LOS D A Queue Length 50th (ft) 6 1 0 Queue Length 95th (ft) 22 7 0 Internal Link Dist (ft) 26 305 Turn Bay Length (ft) 75 Base Capacity (vph) 225 243 1583 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced vie Ratio 0.04 0.00 0.00 ntersection Summa Cycle Length : 120 Actuated Cycle Length : 120 Offset: 90 (75%), Refe renced to phase 2:NET and 6:SWT , Start of Green Contro l Type : Actuated -C oord inated Maximum vie Ratio: 0.60 Intersection Signal De lay : 11 .6 Intersection LOS : B Intersection Capacity Utili zation 63 .7% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. S lits and Phases : 3: UNIVERSITY DRIVE & POLO ROAD /FRONT STREET '"'1 /fiil2 'iiJ S 9/22/2014 ' /f NEL NET "i tt~ 0 716 1863 5080 1863 5080 1 0 781 Prat NA 5 2 16.0 58 .0 5.5 5.5 65.7 0.55 0.28 11 .5 0.0 11 .5 B 11 .5 B 73 98 726 2783 0 0 0 0.28 ~iil 3 Background Conditions ~ NER 3 0 0 0 Tim ing Plan : AM Peak ' J/ 'tt;..; SWL SWT s "i tt~ 95 1939 0 1770 5085 0 0.950 1770 5085 0 103 2108 0 Prat NA 1 6 20.0 62 .0 5.5 5.5 12 .3 83.5 0.10 0.70 0.57 0.60 58 .4 9.1 0.0 0.0 58.4 9.1 E A 11.4 B 85 149 m80 m116 1084 200 220 3538 0 0 0 0 0 0 0.47 0.60 ~4 Synchro 9 Report Page 2 Century Square T IA 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE ~ ~ ) """ ' ( ' l' aneGrou SEL SET SER NWl NWT NWR NEL NET Lane Configurations ljlj tt .,, ljlj tt .,, lj ttt. Volume (vph) 171 135 131 118 64 18 97 568 Said. Flow (prot) 3433 3539 1583 3433 3539 1583 1770 4907 Flt Permitted 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 4907 Satd . Flow (RTOR) 173 173 77 Lane Group Flow (vph) 186 147 142 128 70 20 105 805 Turn Type Split NA Perm Split NA Perm Pro! NA Protected Phases 4 4 3 3 5 2 Permitted Phases 4 3 Total Split (s) 28 .0 28 .0 28 .0 16 .0 16.0 16 .0 16.0 54 .0 Total Lost Time (s) 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 Actuated g/C Ratio 0.11 0.11 0.11 0.08 0.08 0.08 0.10 0.55 v/c Ratio 0.51 0.39 0.44 0.48 0.26 0.07 0.57 0.30 Control Delay 55.4 52 .6 8.0 59 .0 54 .0 0.5 62 .9 14 .2 Queue Delay 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 LOS E D A E D A E B Approach Delay 40 .4 52.0 19 .8 Approach LOS D D B Queue Length 50th (ft) 72 57 0 49 27 0 78 104 Queue Length 95th (ft) 105 87 36 81 51 0 134 158 Internal Link Dist (ft) 634 473 374 Turn Bay Length (ft) 145 430 250 275 290 Base Capac ity (vph) 643 663 437 300 309 296 191 2727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Heduced v/c Ratio 0.29 0.22 0.32 0.43 0.23 0.07 0.55 0.30 ntersection Summa Cycle Length : 120 Actuated Cycle Length : 120 Offset: 96 (80%), Referenced to phase 2:NET and 6:SWT , Start of Green Control Type : Actu ated-Coordinated Maximum vie Ratio : 0.77 Intersect ion Signal Delay : 21 .1 Intersect ion LOS : C Intersect ion Capacity Util ization 72.4% ICU Level of Service C Analys is Period (min) 15 m Volume for 95th percentile queue is me tered by upstream signal. Splits and Phases: 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENU E ,01 1'02 ~3 '05 9/22/20 14 Background Conditions Tim ing Plan : AM Peak ~ ' NER SWL lj 173 65 0 1770 0.950 0 1770 0 71 Pro! 1 22 .0 5.5 10 .2 0.08 0.48 62 .4 0.0 62.4 E 53 m76 330 243 0 0 0 0.29 }{0 4 JI ~ SWT s ttt. 1697 191 5009 0 5009 0 21 2053 0 NA 6 60 .0 5.5 63 .5 0.53 0.77 12 .6 0.0 12.6 B 14.2 B 217 247 597 2661 0 0 0 0.77 Synchro 9 Report Page 3 Century Square TIA 1: HENSEL STREET & TEXAS AVENUE ~ ~ ). ~ ement SEL SET SER NWL Lane Confi gurat ions lj tf. lj Volume (veh/h) 0 696 9 17 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 0.92 Hou rly flow rate (vph) 0 757 10 18 Pedestrians Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Right turn fl are (veh) Med ian type TWLTL Med ian sto rage veh) 2 Upstream signal (ft) pX , platoon unb locked vC , conflicting volume 882 766 vC 1, stage 1 conf vol vC2 , stage 2 confvol vCu , unb locked vol 882 766 .tC , single (s) 4.1 4.1 IC , 2 stage (s) IF (s ) 2.2 2.2 pO queue free % 100 98 cM capacity (veh/h) 763 843 SE 1 SE2 SE 3 NW1 Volume Total 0 504 262 18 Volume Left 0 0 0 18 Volume Right 0 0 10 0 cSH 1700 1700 1700 843 Volume to Capacity 0.00 0.30 0.15 0.02 Queue Le ngth 95th (ft) 0 0 0 2 Contro l De lay (s) 0.0 0.0 0.0 9.4 Lane LOS A Approach De lay (s) 0.0 0.2 Approach LOS ntersection Summa Average Dela y 0.2 Intersect ion Capacity Utilization 32 .4% Analysis Pe ri od (min) 15 9/22/2014 ' ( ' 7 NWT NWR NEL NET tf. ~ 811 0 3 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 882 0 3 0 TWLTL 2 1239 1680 761 761 478 918 1239 1680 7.5 6.5 6.5 5.5 3.5 4.0 99 100 314 271 NW2 NW 3 NE 1 SW1 588 294 17 0 0 0 3 0 0 0 14 0 1700 1700 52 1 1700 0.35 0.1 7 0.03 0.00 0 0 3 0 0.0 0.0 12.1 0.0 B A 12.1 0.0 B A ICU Level of Serv ice Background Conditions r-. NER 13 0.92 14 383 383 6.9 3.3 98 615 A Tim ing Plan : AM Peak ' SWL 0 0.92 0 1311 918 392 1311 7.5 6.5 3.5 100 263 JI ~ swr s ~ 0 0 Stop 0% 0.92 0.92 0 0 1685 44 1 918 766 1685 44 1 6.5 6.9 5.5 4.0 3.3 100 100 266 564 Synchro 9 Repo rt Page 1 Ce ntury Square T IA 4: UNIVE RSI TY D RIV E & CA LV IN MOOR E AVEN UE .....:If ~ ) "'"' ' ~ vement SEL SET SER NWL NWT NWR Lane Configurati ons .,, .,, Volume (veh/h) 0 0 16 0 0 1 Sign Control Stop Yield Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 17 0 0 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockag e Right turn flare (veh ) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked 0.79 0.79 0.77 0.79 0.79 0.96 vC, conflicting volume 2404 2940 732 1477 2924 268 vC1 , stage 1 confvol 2166 2166 742 742 vC2 , stage 2 conf vol 238 774 734 2182 vCu , unblocked vol 1531 2207 0 362 2186 99 tC , single (s) 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) 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 100 100 98 100 100 100 cM capacity (veh/h) 91 111 839 403 110 901 rection Lane # NE 1 NE2 NE3 SW1 Volume Total 17 1 284 284 205 860 Volume Left 0 0 0 0 0 0 Volume Right 17 1 0 0 63 0 cSH 839 901 1700 1700 1700 1700 Volume to Capacity 0.02 0.00 0.17 0.17 0.12 0.51 Queue Length 95th (ft) 2 0 0 0 0 0 Control Delay (s) 9.4 9.0 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 ntersection Summa Average Delay 0.1 Intersect ion Capacity Util ization 48 .9% ICU Level of Service Analys is Period (min) 15 9/22/2014 ' "" NEL NE ttt+ 0 654 Free 0% 0.92 0.92 0 711 Raised 1 677 0.77 2182 1505 4.1 2.2 100 341 SW2 SW3 860 461 0 0 0 30 1700 1700 0.51 0.27 0 0 0.0 0.0 Bac kg ro und Co nd iti o ns ~ NER 58 0.92 63 A Timing Plan: AM Peak ' SWL. 0 0.92 0 0.96 774 625 4.1 ~ lt..; SWT s ttt+ 1979 28 Free 0% 0.92 0.92 2151 30 Raised 1 806 Synchro 9 Report Page 2 Century Sq ua re T IA 6: DRIVEW AY & CO LLEGE AVENUE --+ \. .f vement EBT Lane Configurations tt Volume (veh/h) 449 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 488 16 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) pX , platoon unblocked vC, conflicting volume 504 vC1 , stage 1 confvol vC2 , stage 2 cont vol vCu, unblocked vol 504 IC, single (s) 4.1 IC , 2 stage (s) tF (s) 2.2 pO queue free % 98 cM capacity (veh/h) 1056 "rection # EB1 EB2 EB3 Volume Total 244 244 16 Volume Left 0 0 0 Volume Right 0 0 16 cSH 1700 1700 1700 Volume to Capacity 0.14 0.1 4 0.01 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa Average Delay 0.5 Intersection Capacity Util ization 26 .6% Ana lys is Period (min) 15 9/22/2014 +- Free 0% 0.92 324 Raised 1 714 WB1 22 22 0 1056 0.02 2 8.5 A 0.5 ~ ~ NB NBR v 19 0 Stop 0% 0.92 0.92 21 0 693 244 488 205 693 244 6.8 6.9 5.8 3.5 3.3 96 100 467 757 WB2 WB3 162 162 0 0 0 0 1700 1700 0.10 0.10 0 0 0.0 0.0 ICU Level of Service NB 1 21 21 0 467 0.04 3 13.1 B 13.1 B Background Co nditions A Timing Plan : AM Peak Synchro 9 Report Page 3 Cen tury Squa re TIA 7: CO LLE G E AVENUE & HENSEL STREET ..> __. +-' \. ~ vement EBL EBT WBT WBR SBL SBR Lane Configurati ons ~ ++ tf+ v Volume (veh/h) 25 452 259 47 27 9 Sign Cont rol Free Free Stop Grade 0% 0% 0% Peak Hou r 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) Walk ing Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Ra ised Ra ised Med ian storage veh) 1 1 Upstream signal (ft) pX , platoo n unblocked vC , confl ict ing volume 333 607 166 vC1 , stage 1 confvol 307 vC2 , stage 2 conf vol 300 vCu , unbloc ked 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 pO queue free % 98 94 99 cM capacity (veh/h) 1224 517 849 'rection Lane # EB1 EB2 EB3 WB1 WB2 SB1 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 ntersection Summa Average De lay 0.8 Intersect ion Capacity Util ization 25 .3% ICU Level of Serv ice Ana lys is Pe ri od (min) 15 9/22/2014 Background Co nd iti o ns A Tim ing Plan : AM Peak Synchro 9 Report Page4 Century Sq uare Background Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan : Noon Peak ~ ~ J ""' ' ~ ' /I ~ ' JI 'tt.J SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Con fi gu rations "i"i tt 'f''f' "i"i tt 'f' "i"i ttt 'f' "i"i tt~ Volume (vph) 226 704 174 570 891 549 162 918 849 466 906 201 Said . Flow (pro!) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 Flt Perm itted 0.950 0.950 0.950 0.950 Said . 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 Pro! NA pt+ov Pro! NA pt+ov Pro! NA Free Pro! NA Protected Phases 5 2 23 1 6 67 3 8 7 4 Permitted Phases Free Total Spl it (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 vie Rat io 0.72 0.74 0.14 1.81 0.94 0.72 0.51 0.75 0.58 1.14 0.82 Contro l De lay 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 E D A F E c D c A F D 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 Le ngth (ft) 180 225 250 250 350 215 Base Capacity (vph) 343 1029 1324 343 1029 830 343 1479 1583 446 1471 Starvat ion 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 Rat io 0.72 0.74 0.14 1.81 0.94 0.72 0.51 0.67 0.58 1.14 0.82 ntersection Summa Cycle Length : 110 Actuated Cycle Length : 11 0 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT , Start of Green , Master Intersecti on Co ntrol Type : Actuate d-Coo rdinated Maximum v/c Ratio : 1.81 Intersect ion Signa l De lay: 72.2 Intersection LOS : E Intersection Capacity Utilization 86 .8% ICU Level of Serv ice E Analys is Pe ri od (m in) 15 -Volume exceeds capacity , queue is theoretically infinite . Que ue shown is max imum after two cycles . # 95th pe rcentile volume exceeds capac ity , 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 : ...... "11 jJ 1)3 JI "14 "\6 ~ /f~s ~7 i;!S Century Square 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET ~ ~ J jl:""-' ~ SEL SET SER NWl NWT NWR Lane Configurations ~ 4' .,, Volume (vph) 0 8 0 1 0 66 Satd . Flow (prot) 0 1863 0 0 1770 1583 Flt Perm itted 0.950 Said . Flow (perm) 0 1863 0 0 1770 1583 Said . Flow (RTOR) 243 Lane Group Flow (vph) 0 9 0 0 1 72 Turn Type NA Split NA Free Protected Phases 3 4 4 Permitted Phases 3 Free Total Spl it (s) 17 .0 17 .0 23 .0 23 .0 Tota l Lost Time (s) 5.5 5.5 Act Effct Green (s) 10 .0 10.0 110.0 Actuated g/C Ratio 0.09 0.09 1.00 v/c Ratio 0.05 0.01 0.05 Control Delay 46 .6 46 .0 0.1 Queue De lay 0.0 0.0 0.0 Total Delay 46 .6 46 .0 0.1 LOS D D A Approach Delay 46 .6 0.7 Approach LOS D A Queue Length 50th (ft) 6 1 0 Queue Length 95th (ft) 22 6 0 Interna l Link Dist (ft) 26 305 Turn Bay Length (ft) 75 Base Capacity (vph) 194 281 1583 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.05 0.00 0.05 ntersection Summa Cycle Length : 110 Actuated Cycle Length : 110 Offset: 0 (0 %), Referenced to phase 2:NET and 6:SWT , Start of Green Cont rol Type : Actuated -Coord inated Max imum v/c Ratio : 0.66 Inte rsection Signal Delay : 13.4 Inte rsect ion LOS : B Intersection Capacity Utili zat ion 59 .3% ICU Level of Serv ice B Analysis Pe ri od (m in) 15 m Vo lume for 95th percenti le queue is metered by upstream signal. Splits and Phases : 3: UNIVERSITY DRIVE & POL O ROAD /FRONT STREE T 'Pl /fp2 JI' P6 'i:is 9/22 /2014 ' /I NEL NET "i ttf+ 0 1706 1863 5085 1863 5085 0 1857 Pro! NA 5 2 22 .0 48 .0 5.5 5.5 60 .8 0.55 0.66 22 .3 0.0 22.3 c 22 .3 c 292 404 726 2810 0 0 0 0.66 ~p3 Background Conditions ~ NER 3 0 0 0 Timing Plan : Noon Peak ' SWL "i 61 1770 0.950 1770 66 Prot 1 22 .0 5.5 9.5 0.09 0.43 56 .6 0.0 56 .6 E 37 m38 200 265 0 0 0 0.25 ~4 ¥ ~ SWT s ttf+ 1578 0 5085 0 5085 0 1715 0 NA 6 48 .0 5.5 73.5 0.67 0.50 2.5 0.0 2.5 A 4.5 A 17 m14 1084 3397 0 0 0 0.50 Synchro 9 Report Page 2 Century Square Backg round Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan : Noon Pea k ~ ~ ) }ii:'"' ' ~ ' /I ~ ' J/ ~ SEL SET SER NWL NWT NWR NEL NET NER SWL swr s Lane Confi gurations "i"i tt 7' "i"i tt 7' "i tt~ "i tt~ Vo lume (vph) 298 139 174 195 106 38 138 1449 206 69 1173 267 Said . Flow (prot) 3433 3539 1583 3433 3539 1583 1770 4989 0 1770 4943 0 Fl t Pe rmitted 0.950 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 1583 3433 3539 158 3 1770 4989 0 1770 4943 0 Said. Flow (RTOR) 167 134 28 53 Lane Group Flow (vph ) 324 151 189 212 11 5 41 150 1799 0 75 1565 0 Turn Type Sp li t NA Perm Spl it NA Pe rm Pro! NA Pro! NA Protected Phases 4 4 3 3 5 2 1 6 Perm itted Phases 4 3 Total Sp lit (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 Gree n (s) 16 .8 16 .8 16.8 12.1 12.1 12 .1 13.4 50.3 8.8 45.7 Actua ted g/C Rat io 0.15 0.15 0.15 0.11 0.11 0.11 0.12 0.46 0.08 0.42 vie Rati o 0.62 0.28 0.49 0.56 0.30 0.14 0.70 0.78 0.53 0.75 Contro l De lay 48 .3 41.5 13.0 52 .1 46.4 1.0 64.7 29 .2 86 .1 8.5 Queue De lay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Tota l De lay 48 .3 41 .5 13.0 52 .1 46.4 1.0 64 .7 29.2 86 .1 8.5 LOS D D B D D A E c F A App roach Delay 36.7 44.6 32 .0 12 .1 Approac h LOS D D c B Queue Length 50th (ft) 111 50 14 74 40 0 100 386 57 252 Queue Le ngth 95th (ft) 148 76 74 110 67 0 #225 496 #114 302 Internal Li nk Dist (ft) 634 473 374 597 Turn Bay Length (ft) 14 5 430 250 275 290 330 Base Capac ity (vph) 702 723 456 452 466 325 215 2294 145 2084 Starvat ion Cap Reduct n 0 0 0 0 0 0 0 0 0 0 Sp illback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Ca p Reductn 0 0 0 0 0 0 0 0 0 0 Reduced vie Rat io 0.46 0.2 1 0.41 0.47 0.25 0.13 0.70 0.78 0.52 0.75 Intersection Su mma~ Cycle Length : 110 Actuated Cycle Length : 11 0 Offse t: 5 (5%), Refe renced to phase 2:NE T and 6:SWT , Start of Green Contro l Type : Actuated -Coordina ted Maximum vi e Ratio : 0.78 Inte rsect ion Signal Dela y: 26.6 Inte rsection LOS : C Inte rsect ion Capacity Ut ilization 68.6 % ICU Level of Serv ice C Analys is Pe ri od (min ) 15 # 95t h percentile vo lume exceeds capacity , queue may be longe r. Queue shown is max im um after two cycles . Sp lit s and Phas es: 5: UNIVERSITY DRIVE & BIZELL STREET /CO LLEGE AVENUE '~1 ~3 }'r.(~4 ' ~5 9/22/201 4 Synchro 9 Repo rt Pag e 3 Century Squ a re 1: HENSEL STREET & TEXAS AVENUE ~ ~ J Ji:"' vement SEL SET SER NWL Lane Configuratio ns "i ti. "i Volume (veh/h) 0 1226 8 14 Sign Control Free Grade 0% Peak Hou r Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1333 9 15 Pedestrians Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Med ian storage veh) 2 Upstream signa l (ft) pX , platoo n unb locked vC , confl ict ing volume 1385 1341 vC 1, stage 1 conf vol vC2 , stage 2 conf vol vCu , unb locked vol 1385 1341 tC , single (s) 4.1 4.1 tC , 2 stage (s ) tF (s) 2.2 2.2 pO queue free % 100 97 cM capacity (veh/h) 491 510 irection 1 Lane # SE 1 SE2 SE3 NW 1 Volume Total 0 888 453 15 Volume Left 0 0 0 15 Volume Right 0 0 9 0 cSH 1700 1700 1700 510 Volume to Capacity 0.00 0.52 0.27 0.03 Queue Length 95th (ft) 0 0 0 2 Contro l Delay (s) 0.0 0.0 0.0 12 .3 Lane LOS B Approach De lay (s) 0.0 0.1 Approac h LOS ntersection Summa Ave rage De lay 0.2 Intersect ion Capac ity Ut ili zation 45 .2% Ana lys is Period (min) 15 9/22/2014 ' ( ' /I NWT NWR NEL NET ti. ~ 1274 0 6 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 1385 0 7 0 TWLTL 2 2060 2752 1337 1337 723 1415 2060 2752 7.5 6.5 6.5 5.5 3.5 4.0 96 100 146 141 NW2 NW3 NE 1 SW 1 923 462 26 0 0 0 7 0 0 0 20 0 1700 1700 278 1700 0.54 0.27 0.09 0.00 0 0 8 0 0.0 0.0 19.3 0.0 c A 19.3 0.0 c A ICU Level of Service Background Conditions ,.._, NER 18 0.92 20 67 1 671 6.9 3.3 95 399 A Tim ing Plan : Noon Peak ' SWL 0 0.92 0 2101 1415 686 2101 7.5 6.5 3.5 100 128 JI lt:.J SWT s ~ 0 0 Stop 0% 0.92 0.92 0 0 2757 692 1415 1341 2757 692 6.5 6.9 5.5 4.0 3.3 100 100 136 386 Synchro 9 Report Page 1 Century Square 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE ~ ~ J I&"' ' ( vement SEL SET SER NWL NWT NWR Lane Configurations .,, .,, Volume (veh/h) 0 0 25 0 0 38 Sign Control Stop Yield Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 27 0 0 41 Pedestr ians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked 0.80 0.80 0.83 0.80 0.80 0.71 vC, conflicting volume 2390 3652 583 2503 3642 651 vC1 , stage 1 confvol 1721 1721 1907 1907 vC2 , stage 2 conf vol 669 1930 596 1735 vCu , unb locked vol 397 1983 0 539 1970 0 tC , single (s) 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) 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 0 100 97 100 100 95 cM capacity (veh/h) -741 132 899 186 133 770 "rection Lane # SE1 NW1 NE 1 NE2 NE3 SW1 Volume Total 27 41 753 753 423 683 Volume Left 0 0 0 0 0 0 Volume Right 27 41 0 0 47 0 cSH 899 770 1700 1700 1700 1700 Volume to Capacity 0.03 0.05 0.44 0.44 0.25 0.40 Queue Length 95th (ft) 2 4 0 0 0 0 Control Delay (s) 9.1 9.9 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 Intersection Summa Average De lay 0.2 Intersection Capacity Util ization 44.4% ICU Level of Serv ice Analys is Pe ri od (min) 15 9/22/2014 ' I' NEL NET ttf. 0 1733 Free 0% 0.92 0.92 0 1884 Raised 1 677 0.83 1735 1165 4.1 2.2 100 494 SW2 SW3 683 369 0 0 0 27 1700 1700 0.40 0.22 0 0 0.0 0.0 Background Conditions ~ NER 43 0.92 47 A Timing Plan : Noon Peak ~ SWL 0 0.92 0 0.71 1930 880 4.1 JI lt-; SWT s ttf. 1571 25 Free 0% 0.92 0.92 1708 27 Raised 1 806 Synchro 9 Report Page 2 Century Square 6: Drivewa~ & COLLEGE AVENUE -+ "'). f vement EBT EBR WBL Lane Configurations tt r1 ""i Vo lume (veh/h) 456 21 90 Sign Cont rol Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 496 23 98 Pedest ri ans Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn fl are (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) pX , platoon unblocked vC , confl ict ing volume 518 vC1 , stage 1 confvo l vC2 , stage 2 conf vol vCu , unb locked vol 518 tC , single (s) 4.1 tC , 2 stage (s) tF (s) 2.2 pO queue free % 91 cM capacity (veh/h) 1044 'rection Lane # EB1 EB2 EB3 Volume Total 248 248 23 Volume Left 0 0 0 Volume Right 0 0 23 cSH 1700 1700 1700 Volume to Capacity 0.15 0.15 0.01 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa Average Delay 1.9 Intersection Capacity Utilization 31 .8% Analysis Pe ri od (m in) 15 9/22 /20 14 +- WBT tt 438 Free 0% 0.92 476 Raised 1 714 WB1 98 98 0 1044 0.09 8 8.8 A 1.5 "" ~ NBL NBR v 67 8 Stop 0% 0.92 0.92 73 9 929 248 496 434 929 248 6.8 6.9 5.8 3.5 3.3 80 99 370 752 WB2 WB3 238 238 0 0 0 0 1700 1700 0.14 0.14 0 0 0.0 0.0 ICU Level of Service NB 1 82 73 9 391 0.21 19 16.6 c 16.6 c Background Conditions A Timing Plan : Noon Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET ,> --+-+-'-\. ..; vement EBL EBT WBT WBR SBL SBR Lane Configu rations "i ++ tf+ v Volume {veh/h) 8 482 495 25 16 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hou r Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate {vph) 9 524 538 27 17 13 Pedestr ians 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 , conflict ing volume 565 831 283 vC1 , stage 1 confvo l 552 vC2 , stage 2 conf vol 279 vCu , unb locked 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 pO queue free % 99 96 98 cM capacity (veh/h) 1003 418 714 irection Lane # EB 1 EB2 EB3 WB1 WB2 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 Vo lume 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 De lay (s) 8.6 0.0 0.0 0.0 0.0 12 .5 Lane LOS A B Approach De lay (s) 0.1 0.0 12 .5 Approach LOS B ntersection Summa Average De lay 0.4 Intersect ion Capacity Utilization 24 .5% ICU Level of Service Analys is Pe ri od (min) 15 9/22/2014 Background Conditions A Timing Plan : Noon Peak Synchro 9 Report Page 4 Century Square Background Conditions 2: UNIVER S ITY DRIVE & TEXAS AVENUE Tim ing Plan : PM Peak -..:I( ~ ) Jr' ' ( ' J' ~ ' JI' 'tt..; SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Configurations "l"I tt '(''(' "l"I tt '(' "l"I tt+ '(' "l"I ttf+ Volume (vph) 271 702 117 566 739 565 208 1515 1074 463 755 167 Satd . Flow (pro!) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 Flt Perm itted 0.950 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4948 0 Said . Flow (RTOR) 126 126 590 40 Lane Gro up Flow (vph ) 295 763 127 615 803 614 226 1647 1167 503 1003 0 Turn Type Pro! NA pt+ov Pro! NA pt+ov Pro! NA Free Pro! NA Protected Phases 5 2 23 1 6 67 3 8 7 4 Permitted Phases Free Total Sp li t (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 glC Ratio 0.08 0.22 0.37 0.18 0.31 0.49 0.11 0.28 1.00 0.14 0.32 vie Rat io 1.02 1.00 0.11 1.01 0.74 0.73 0.61 1.14 0.74 1.06 0.63 Control De lay 115 .5 83.7 4.8 92 .6 45.2 26 .3 53 .8 95 .8 8.8 110.7 38 .6 Queue De lay 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 D c D 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 vie Ratio 1.02 1.00 0.11 1.01 0.74 0.73 0.61 1.14 0.74 1.06 0.63 ntersection Summa Cycle Length : 130 Actuated Cycle Len gth : 130 Offset: 0 (0%), Re fe renced to phase 2:SET and 6:NWT , Start of Green , Master Intersecti on Contro l Type : Actuated -Coordinated Maximum vie Ra tio: 1.14 Intersect ion Signal De lay : 62 .2 Intersection LOS : E Intersect ion Capacity Util ization 98 .0% ICU Level of Service F Analys is Pe ri od (m in) 15 -Volume exceeds capacity , queue is theoretically infinite . Queue shown is max imum after two cycles . # 95th percentile volume exceeds capacity , queue may be longer . Queue shown is maximum after tw o cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases : r i;i1 t 03 JI' "'4 ~6 -..:I( J'i;ia ~7 as Century Square 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET ~ ~ ) JI:" ' ~ SEL SET SER NWL NWT NWR Lane Configurat ions ~ 4' 'f' Volume (vph) 0 0 0 3 0 159 Said. Flow (pro!) 0 1863 0 0 1770 1583 Flt Permitted 0.950 Said . Flow (perm) 0 1863 0 0 1770 1583 Satd . Flow (RTOR) 206 Lane Group Flow (vph) 0 0 0 0 3 173 Turn Type Sp lit NA Free Protected Phases 3 4 4 Permitted Phases 3 Free Total Sp li t (s) 21 .0 21 .0 26 .0 26 .0 Total Lost Time (s) 5.5 5.5 Act Effct Green (s) 10.0 130.0 Actuated g/C Ratio 0.08 1.00 vie Rat io 0.02 0.11 Control De lay 56 .0 0.1 Queue De lay 0.0 0.0 Total Delay 56.0 0.1 LOS E A Approach Delay 1.1 Approach LOS A Queue Length 50th (ft) 2 0 Queue Length 95th (ft) 13 0 Internal Link Dist (ft) 26 305 Turn Bay Length (ft) 75 Base Capacity (vph) 279 1583 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.01 0.11 ntersection Summa Cycle Length : 130 Actuated Cycle Length : 130 Offset: 125 (96%), Referenced to phase 2:NET and 6:SWT , Start of Green Control Type : Actuated -Coo rdinated Maximum vie Ratio : 0.80 Intersect ion Signal Delay : 7.8 Intersection LOS : A Intersection Capacity Util ization 68 .1 % ICU Level of Service C Analysis Pe ri od (min) 15 m Volume fo r 95th percentile queue is metered by upstream signal. Splits and Phases : 3: UNIVERSITY DRIVE & POLO ROAD /FRONT STREET ,¢1 7 ¢2 JI' ¢6 9/22/2014 ' "" NEL NET 'i ttf+ 0 2616 1863 5085 1863 5085 0 2844 Pro! NA 5 2 20 .0 63 .0 5.5 5.5 90 .9 0.70 0.80 8.3 0.0 8.3 A 8.3 A 229 m269 726 3554 0 0 0 0.80 ~¢3 Background Conditions r'll NER 1 0 0 0 Tim ing Plan : PM Peak ' SWL 'i 9 1770 0.950 1770 10 Pro! 1 20 .0 5.5 6.3 0.05 0.12 60.9 0.0 60 .9 E 7 m11 200 197 0 0 0 0.05 ~4 JI' 'tt-; SWT s ttf+ 1462 0 5085 0 5085 0 1589 0 NA 6 63.0 5.5 93 .5 0.72 0.43 7.3 0.0 7.3 A 7.7 A 261 m274 1084 3657 0 0 0 0.43 Synchro 9 Report Page 2 Century Square Background Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan : PM Peak U/( ~ ). "'""" ' ( ' /I '"'ll ~ >" lt:-; SEL SET SER NWL NWT NWR NEL NET NER SWL swr s Lane Configurations .,., tt .,, "i"i tt .,, "i tt~ "i tt~ Volume (vph) 441 150 111 248 197 149 137 2035 265 53 1104 362 Said . Flow (pro!) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4897 0 Flt Perm itted 0.950 0.950 0.950 0.950 Said . 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 Pro! NA Pro! 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 vie 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 De lay 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 E D B E E B F E F B Approach Delay 53 .1 47 .2 75.2 15.2 App roach 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 Capac ity (vph) 593 611 373 541 558 368 187 2338 142 2155 Starvat ion 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 vie Ratio 0.81 0.27 0.32 0.50 0.38 0.44 0.80 1.07 0.41 0.74 ntersection Summa 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 vie Ratio : 1.07 Intersection Signal Delay: 51.7 Intersection LOS : D Intersection Capacity Util ization 84 .9% ICU Level of Service E Analys is 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 . Sp lits and Phases : 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE ,¢1 ~3 }{¢4 ' ¢5 Page 3 Century Square 1: HENSEL STREET & TEXAS AVENUE -...:JI( ~ ) ~ vement SEL SET SE R NWL Lane Configurations "t ti. "i Volume (veh /h) 0 1177 6 28 Sign Cont rol Free Grade 0% Peak Hou r Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1279 7 30 Pedestr ians Lane Wid th (ft) Walk ing Speed (ft/s) Percent Blockage Right turn fl are (veh) Med ian type TWLTL Median sto rage veh) 2 Upstream signal (ft) pX , platoo n unblocked vC , con fli ct ing volume 1195 1286 vC1 , stage 1 conf vol vC2 , stage 2 conf vol vCu , unb locked vol 1195 1286 tC , single (s) 4.1 4.1 IC , 2 stage (s) IF (s) 2.2 2.2 pO queue fr ee % 100 94 cM capac ity (veh/h) 580 535 irection lane # SE1 SE2 SE3 NW1 Volume Total 0 853 433 30 Vo lume Le ft 0 0 0 30 Volume Right 0 0 7 0 cSH 1700 1700 1700 535 Volume to Capacity 0.00 0.50 0.25 0.06 Queue Le ngth 95th (ft ) 0 0 0 5 Contro l Delay (s) 0.0 0.0 0.0 12 .1 Lane LOS B Approach De lay (s) 0.0 0.3 Approach LOS ntersection Sum ma Ave rage Delay 0.7 Intersect ion Capacity Uti li zation 43 .3% Analysis Pe ri od (m in) 15 9/22/2014 ' ~ ' /I NWT NWR NEL NET ti. 4+ 1099 0 13 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 1195 0 14 0 TWLTL 2 1941 2538 1283 1283 658 1255 1941 2538 7.5 6.5 6.5 5.5 3.5 4.0 91 100 158 158 NW 2 NW3 NE 1 SW1 796 398 70 0 0 0 14 0 0 0 55 0 1700 1700 312 1700 0.47 0.23 0.22 0.00 0 0 21 0 0.0 0.0 19.8 0.0 c A 19.8 0.0 c A ICU Level of Serv ice Background Conditions ~ NER 51 0.92 55 643 643 6.9 3.3 87 416 A Tim ing Plan : PM Peak ' SWL 0 0.92 0 195 1 1255 695 1951 7.5 6.5 3.5 100 148 JI ~ SWT s 4+ 0 0 Stop 0% 0.92 0.92 0 0 2541 597 1255 1286 2541 597 6.5 6.9 5.5 4.0 3.3 100 100 148 446 Synchro 9 Report Page 1 Century Square 4: UNIVERSITY DRIVE & CALVIN MOORE AVENUE ~ ~ J """" ' ~ ement SEL SET SER NWL NWT NWR Lane Configurations '(I '(I Volume {veh/h ) 0 0 30 0 0 93 Sign Cont rol Stop Stop Grade 0% 0% Peak Ho ur Facto r 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow ra te {vph ) 0 0 33 0 0 101 Pedestr ians Lane Width {ft) Walk ing Speed (ft/s) Percen t Blockage Right turn fl are (veh) Med ian type Med ian sto rage veh) Upstream signa l (ft) pX , pla too n unblocked 0.62 0.62 0.87 0.62 0.62 0.55 vC , confl icti ng volume 2565 4269 532 3238 4271 903 vC1 , stage 1 cont vol 1572 1572 2686 2686 vC2 , stage 2 cont vol 993 2697 553 1585 vCu , unb loc ked vol 0 2735 0 1062 2737 0 tC , sing le (s) 7.5 6.5 6.9 7.5 6.5 6.9 IC , 2 stage (s) 6.5 5.5 6.5 5.5 IF (s) 3.5 4.0 3.3 3.5 4.0 3.3 pO queue fr ee % 100 100 97 100 100 83 cM capac ity (veh/h) 524 84 947 97 85 599 irection lane # SE 1 NW 1 NE 1 NE 2 NE 3 SW1 Vo lume Total 33 101 1070 1070 557 624 Volume Le ft 0 0 0 0 0 0 Volume Righ t 33 101 0 0 22 0 cSH 947 599 1700 1700 1700 1700 Volume to Capacity 0.03 0.17 0.63 0.63 0.33 0.37 Que ue Le ngth 95th (ft) 3 15 0 0 0 0 Contro l De lay (s) 8.9 12.2 0.0 0.0 0.0 0.0 Lane LOS A 8 Approach De lay (s) 8.9 12 .2 0.0 0.0 App roach LOS A 8 Intersection Sum ma Average De lay 0.3 Intersecti on Capacity Utili zation 60.4 % ICU Level of Se rvi ce Analysis Pe ri od (min) 15 9/22 /20 14 ' l' NEL NET tt~ 0 2461 Free 0% 0.92 0.92 0 2675 Ra ised 1 677 0.87 1585 1161 4.1 2.2 100 522 SW2 SW3 624 337 0 0 0 25 1700 1700 0.37 0.20 0 0 0.0 0.0 Background Conditions ~ NER 20 0.92 22 8 Tim ing Plan : PM Peak ~ SWL 0 0.92 0 0.55 2697 1236 4.1 2.2 100 309 JI' ~ 23 Free 0% 0.92 0.92 1560 25 Ra ised 1 806 Synch ro 9 Report Pag e 2 Ce ntury Square 6: DRIVEWAY & CO LLEGE AVENUE -+ "'\-~ vement EBT EBR WBL Lane Configurations tt '(' ~ Volume (veh/h) 520 15 38 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 565 16 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Med ian type Raised Med ian storage veh) 1 Upstream signal (ft) pX , platoon unblocked vC, conflicting volume 582 vC1 , stage 1 confvol vC2, stage 2 conf vol vCu , unb locked vol 582 !C , sing le (s) 4.1 IC , 2 stage (s) tF (s) 2.2 pO queue free % 96 cM capacity (veh/h) 989 irection Lane # EB 1 EB2 EB3 Volume Total 283 283 16 Volume Le ft 0 0 0 Volume Right 0 0 16 cSH 17 00 1700 1700 Volume to Capacity 0.17 0.17 0.01 Queue Length 95th (ft) 0 0 0 Contro l Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa!}'. Average Delay 0.9 Intersection Capacity Ut ilization 31.0% Analysis Pe ri od (min) 15 9/22/2014 +- WBT tt 613 Free 0% 0.92 666 Raised 1 714 WB1 41 41 0 989 0.04 3 8.8 A 0.5 ""' I" NBL BR ¥ 37 19 Stop 0% 0.92 0.92 40 21 0.96 981 283 565 416 905 283 6.8 6.9 5.8 3.5 3.3 89 97 382 714 WB2 WB3 333 333 0 0 0 0 17 00 1700 0.20 0.20 0 0 0.0 0.0 ICU Level of Service NB 1 61 40 21 454 0.13 12 14.2 B 14 .2 B Backgro und Co nditions A Timing Plan : PM Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET ~ __... +-"-\. .,, vement EBl EBT WBT WBR SBL SBR Lane Configu rations 'i tt ti. v Volume (veh/h) 16 444 573 63 75 33 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hou r Factor 0.92 0.92 0.92 0.92 0.92 0.92 I Hourly flow rate (vph) 17 483 623 68 82 36 Pedestrians Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Right turn flare (veh) Med ian type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX , platoon unblocked vC, conflic ti ng volume 691 933 346 vC1 , stage 1 confvol 657 vC2, stage 2 conf vol 276 vCu , unb locked vol 691 933 346 tC , sing le (s) 4.1 6.8 6.9 IC , 2 stage (s) 5.8 IF (s) 2.2 3.5 3.3 pO queue free % 98 78 94 cM capacity (veh/h) 899 373 650 · rection Lane# EB1 EB2 EB3 WB 1 WB2 SB1 Volume Tota l 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 De lay (s) 9.1 0.0 0.0 0.0 0.0 16 .5 Lane LOS A c Approach De lay (s) 0.3 0.0 16 .5 Approach LOS c ntersection Summa Average De lay 1.6 Intersect ion Capacity Ut ilization 30 .7% ICU Level of Service Analysis Pe ri od (min) 15 9/22/2014 Background Conditions A Timing Plan : PM Peak Synchro 9 Report Page 4 Appendix E Capacity Analysis -2016 Projected Conditions Century Square Projected Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan : AM Peak ~ ~ J Ir' ' ( ' /I r'll ~ JI' ~ e Groul! SEL SET SER NWl NWT NWR NEL NE NER swi: swr s Lane Configurations "i"i tt .,,,, "i"i tt ,, "i"i ttt .,, "i"i tt~ Volume (vph) 112 436 220 596 789 266 112 518 239 195 1394 112 Said . Flow (pro!) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 5029 0 Flt Permitted 0.950 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 5029 0 Said . Flow (RTOR) 136 136 300 11 Lane Group Flow (vph) 122 474 239 648 858 289 122 563 260 212 1637 0 Turn Type Pro! NA pt+ov Pro! NA pt+ov Pro! NA Free Pro! NA Protected Phases 5 2 23 1 6 67 3 8 7 4 Permitted Phases Free Total Spl it (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 1.1 4 Contro l Delay 52.2 35.6 8.4 379.2 45 .9 7.8 41.7 45 .9 0.2 39 .9 112 .5 Queue De lay 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 8.4 379 .2 45 .9 7.8 41.7 45 .9 0.2 39 .9 112 .5 LOS D D A F D A D D A D F Approach Delay 30 .2 160 .1 32.8 104.1 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 #50 1 403 112 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 ntersection Summa Cycle Length : 120 Actuated Cycle Length : 120 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT , Start of Green , Master Intersection Cont rol Type : Act uated-Coordinated Max imum v/c Ratio : 1.75 Intersect ion Signal De lay: 98 .8 Inte rsection LOS : F Intersect ion Capacity Util ization 85 .1 % ICU Level of Serv ice E Analys is Pe ri od (min) 15 -Volume exceeds capacity , queue is theoretically infinite . Queue shown is max imum after two cycles. # 95th pe rcent ile volume exceeds capacity , queue may be longer. Queue shown is max imum after two cycles . Sp li ts and Phases : lr'a1 jJ a3 JI' a4 ~6 ~ /las ~7 as Scenari o 2A Page 1 Century Sq uare 3: UNIVER SI TY DRIVE & POLO ROAD/FRONT STREET ~ ~ ) ,.... ' ~ ' SEL SET SER NWL NWT NWR NEL Lane Configurations 4' .,, 4' .,, ~ Volume (vph) 113 23 32 1 33 5 96 Said . Flow (pro!) 0 1788 1583 0 1861 1583 1770 Flt Permitted 0.960 0.999 0.950 Said . Flow (perm) 0 1788 1583 0 1861 1583 1770 Satd. Flow (RTOR) 173 223 Lane Group Flow (vph) 0 148 35 0 37 5 104 Turn Type Split NA Penn Split NA Free Prot Protected Phases 3 3 4 4 5 Permitted Phases 3 Free Total Split (s) 24 .0 24.0 24 .0 20 .5 20 .5 20 .0 Tota l LostTime (s) 5.5 5.5 5.5 5.5 Act Effct Green (s) 14 .8 14.8 10 .1 120.0 11.8 Actuated g/C Ratio 0.12 0.12 0.08 1.00 0.10 vie Ratio 0.67 0.10 0.24 0.00 0.60 Control Delay 65 .0 0.6 55.4 0.0 54 .7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 65 .0 0.6 55.4 0.0 54.7 LOS E A E A D Approach Delay 52.7 48 .8 Approach LOS D D Queue Length 50th (ft) 111 0 27 0 80 Queue Length 95th (ft) 177 0 63 0 128 Internal Link Dist (ft) 413 305 Turn Bay Length (ft) 75 150 Base Capacity (vph) 275 390 232 1583 213 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 vie Ratio 0.54 0.09 0.16 0.00 0.49 Intersection Summa Cycle Length: 120 Actuated Cycle Length : 120 Offset: 90 (75%), Referenced to phase 2:NET and 6:SWT, Start of Green Control Type : Actuated-Coord inated Maximum vie Ratio: 0.88 Intersect ion Signal De lay : 24 .2 Intersection LOS : C Intersection Capacity Utilization 73.8% ICU Level of Service D Analys is Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. 9/22/2014 Scenario 2A 3: UNIVERSl1Y DRIVE & POLO ROAD /FRONT STREET l'rJ2 'rJS >;frJ3 l' NET tt~ 716 5080 5080 1 781 NA 2 56 .5 5.5 60 .8 0.51 0.30 12 .8 0.0 12 .8 B 17.7 B 108 130 581 2576 0 0 0 0.30 Projected Conditions ~ ER 3 0 0 0 Timing Plan : AM Peak ' ;/ lt.J SWL SWT s ~ ttt .,, 95 2103 66 1770 5085 1583 0.950 1770 5085 1583 123 103 2286 72 Prot NA Penn 1 6 6 19 .0 55 .5 55 .5 5.5 5.5 5.5 12.3 61 .3 61.3 0.10 0.51 0.51 0.57 0.88 0.08 75.4 22 .3 2.0 0.0 0.0 0.0 75.4 22 .3 2.0 E c A 24 .0 c 84 246 3 m73 m206 m2 1084 200 305 211 2597 869 0 0 0 0 0 0 0 0 0 0.49 0.88 0.08 ~4 Synchro 9 Report Page 2 Century Square Projected Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan : AM Peak -...:I( ~ ) "'""" ' ~ ' .I' ~ ~ JI ~ aneGrou SEL SET SER NWL. NWT NWR NEL NET NER SWL SWT s Lane Configurations "'"' tt .,, "'"' tt .,, "i tti. "i ttt. Volume (vph) 204 151 131 118 130 18 163 634 173 81 1762 207 Said . Flow (prot) 3433 3539 1583 3433 3539 1583 1770 4923 0 1770 5004 0 Flt Permitted 0.950 0.950 0.950 0.950 Said . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 4923 0 1770 5004 0 Said. Flow (RTOR) 173 173 69 22 Lane Group Flow (vph) 222 164 142 128 141 20 177 877 0 88 2140 0 Turn Type Sp lit NA Perm Split NA Perm Prat NA Prat NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Spl it (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 .3 55 .3 Actuated g/C Ratio 0.11 0.11 0.11 0.08 0.08 0.08 0.16 0.53 0.09 0.46 vie Ratio 0.56 0.40 0.43 0.47 0.50 0.07 0.62 0.33 0.53 0.92 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 0.0 0.0 0.0 Total Delay 55 .5 51 .6 7.4 58 .5 59 .3 0.5 58 .3 16 .2 79 .0 10.3 LOS E D A E E A E B E B Approach Delay 41 .4 54 .9 23 .2 13.1 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 Starvat ion 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 vie Ratio 0.35 0.25 0.32 0.43 0.46 0.07 0.62 0.33 0.36 0.92 ntersection Summa Cycle Length : 120 Actuated Cycle Length : 120 Offset: 96 (80%), Referenced to phase 2:NET and 6:SWT , Start of Green Control Type : Actuated-Coord inated Maximum vie Ratio : 0.92 Intersect ion Signal Delay : 22 .3 Intersection LOS : C Intersection Capacity Utilization 77 .9% ICU Level of Service D Ana lysis Period (min) 15 # 95th percentile volume exceeds capacity , queue may be longer. Queue shown is max imum after two cycles . m Volume for 95th percentile queue is metered by upstream signal. S lits and Phas es: 5: UNIVERSITY DRIVE & BIZELL STREET /COLLEGE AVENUE ,¢1 .1'¢2 ~3 ~¢4 JI R 9122 /2014 Synchro 9 Report Scena ri o 2A Page 3 Ce ntury Squa re 1: HENSEL STREET & TEXAS A VE NU E vement Lane Configurati ons Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn fla re (v eh) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked vC , confl ict ing volume vC 1, stage 1 conf vol vC2 , stage 2 conf vol vCu, unblocked vol tC , single (s) tC , 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) 'rection Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95t h (ft) Control Delay (s) La ne LOS Approach Delay (s) Approach LOS ntersection Summa Average De lay Intersection Capacity Util ization Analysis Pe ri od (m in) 9/22/2014 Scenario 2A ....:If SEL "I 0 0.92 0 899 899 4.1 2.2 100 751 SE 1 0 0 0 1700 0.00 0 0.0 0.0 ~ ) "' SET SER NWl tt .,, "I 762 42 50 Free 0% 0.92 0.92 0.92 828 46 54 TWLTL 2 874 874 4.1 2.2 93 768 SE2 SE3 SE4 414 414 46 0 0 0 0 0 46 1700 1700 1700 0.24 0.24 0.03 0 0 0 0.0 0.0 0.0 0.8 39 .5% 15 ' ( ' /I NWT NWR NEL NET t~ 4+ 827 0 35 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 899 0 38 0 TWLTL 2 1386 1836 828 828 558 1008 1386 1836 7.5 6.5 6.5 5.5 3.5 4.0 86 100 27 5 237 NW1 NW2 NW3 NE 1 54 599 300 52 54 0 0 38 0 0 0 14 768 1700 1700 321 0.07 0.35 0.18 0.16 6 0 0 14 10.0 0.0 0.0 18.4 B c 0.6 18.4 c ICU Level of Service Proje cted Co nd iti o ns r'll NER 13 0.92 14 414 414 6.9 3.3 98 587 SW1 0 0 0 1700 0.00 0 0.0 A 0.0 A A Timing Plan : AM Peak ~ SWL 0 0.92 0 1436 1008 428 1436 7.5 6.5 3.5 100 221 JI' 'tt;..; SWT s 4+ 0 0 Stop 0% 0.92 0.92 0 0 1882 449 1008 874 1882 449 6.5 6.9 5.5 4.0 3.3 100 100 218 557 Synchro 9 Report Page 1 Cent ury Square 4: UNIVER S ITY DRIVE & DRIVEWAY 2 Lane Configurati ons Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestr ians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (ve h) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked vC, conflicting volume vC1 , stage 1 cont vol vC2 , stage 2 cont vol vCu , unblocked vol tC, single (s) tC, 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) I lane# Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach De lay (s) Approach LOS Intersection Summa Average Delay Intersection Capacity Utilization Analys is Period (m in) 9/22/2014 Scenario 2A ~ SEL 0 Stop 0% 0.92 0 0.61 2453 218 0 273 809 6.8 5.8 3.5 100 261 SE 1 35 0 35 647 0.05 4 10.9 B 10 .9 B ) ' I' SER NEL NET .,, ttt 32 0 753 Free 0% 0.92 0.92 0.92 35 0 818 Raised 1 822 0.60 0.60 727 2285 0 787 6.9 4.1 3.3 2.2 95 100 647 494 NE 1 NE2 NE3 273 273 273 0 0 0 0 0 0 1700 1700 1700 0.16 0.16 0.16 0 0 0 0.0 0.0 0.0 0.0 0.1 48 .8% 15 JI' ~ swr SWR ttt .,, 2006 96 Free 0% 0.92 0.92 21 80 104 Raised 1 661 SW1 SW2 727 727 0 0 0 0 1700 1700 0.43 0.43 0 0 0.0 0.0 0.0 ICU Level of Service SW3 727 0 0 1700 0.43 0 0.0 SW4 104 0 104 1700 0.06 0 0.0 Projected Co nditi o ns A Timing Plan: AM Peak Synchro 9 Report Page 2 Century Square 6: DRIVEWAY & COLLEGE AVENUE ~ vement SET Lane Configurations tt Volume (veh /h) 498 Sign Control Free Grade 0% Peak Hour Factor 0.92 Hourly flow rate (vph) 541 Pedestrians Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Ra ised Median sto rage veh) 1 Upstream signal (ft) pX , platoon unb locked vC , conflict ing volume vC1 , stage 1 confvo l vC2 , stage 2 conf vol vCu , unb locked vol tC , single (s) tC, 2 stage (s) tF (s) pO queue free % cM capac ity (veh/h) · rection lane # SE 1 Volume Total 271 Vo lume Left 0 Volume Right 0 cSH 1700 Volume to Capacity 0.16 Queue Length 95th (ft) 0 Control Delay (s) 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa Average De lay Intersection Capac ity Ut ilizat ion Ana lysis Pe ri od (m in) 9/22 /2014 Scenario 2A J }/I:"' SER NWL 'f' ~ 15 20 0.92 0.92 16 22 558 558 4.1 2.2 98 1009 SE2 SE3 271 16 0 0 0 16 1700 1700 0.16 0.01 0 0 0.0 0.0 0.5 26 .6% 15 ' tt 363 Free 0% 0.92 395 Raised 1 715 22 22 0 1009 0.02 2 8.6 A 0.5 ' ~ NEL NER v 19 0 Stop 0% 0.92 0.92 21 0 782 271 541 241 782 271 6.8 6.9 5.8 3.5 3.3 95 100 431 727 3 197 197 0 0 0 0 1700 1700 0.12 0.12 0 0 0.0 0.0 ICU Level of Serv ice NE 1 21 21 0 431 0.05 4 13.8 B 13.8 B Projected Conditions A Tim ing Plan : AM Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET vement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signa l (ft) pX , platoon unblocked vC, conflict ing volume vC1, stage 1 confvol vC2 , stage 2 conf vol vCu , unb locked vol tC , single (s) tC, 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) .raction Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection SUmma Ave rage Delay Intersect ion Capacity Ut ili zation Analys is Period (min) 9/22 /2014 Scenario 2A ,,. -+ EBL EBT ~ tt 123 485 Free 0% 0.92 0.92 134 527 Raised 1 403 403 4.1 2.2 88 1152 EB1 EB2 134 264 134 0 0 0 1152 1700 0.12 0.16 10 0 8.5 0.0 A 1.7 +-~ '.. ..,' WBT WBR SBL SBR ti. ¥ 324 47 43 9 Free Stop 0% 0% 0.92 0.92 0.92 0.92 352 51 47 10 Raised 1 909 202 378 531 909 202 6.8 6.9 5.8 3.5 3.3 87 99 364 806 EB3 WB1 WB2 SB1 264 235 168 57 0 0 0 47 0 0 51 10 1700 1700 1700 402 0.16 0.14 0.10 0.14 0 0 0 12 0.0 0.0 0.0 15 .4 c 0.0 15 .4 c 1.8 30 .6% ICU Level of Service 15 Projected Conditions A Tim ing Plan : AM Peak Synch ro 9 Report Page4 Century Square 18: COLLEGE AVENUE & OFFICE STREET ent Lane Configurations Volume (veh/h) Sign Contro l Grade Peak Hour Facto r Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn fla re (veh) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked vC, conflict ing volume vC1 , stage 1 confvol vC2 , stage 2 conf vol vCu , unblocked vol tC , single (s) tC , 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) 'rection Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection Summa Average De lay Intersect ion Capacity Utili zation Analys is Pe ri od (min) 9/22 /2014 Scenario 2A ,> -+ EBL EBT tt 0 498 Free 0% 0.92 0.92 0 541 None 1.00 560 556 4.1 2.2 100 1009 EB 1 EB2 271 271 0 0 0 0 1700 1700 0.16 0.16 0 0 0.0 0.0 0.0 +-"-'. .,' WBT WBR SBL SBR tt '(' '(' 384 131 0 49 Free Stop 0% 0% 0.92 0.92 0.92 0.92 417 142 0 53 None 606 1.00 1.00 688 209 685 205 6.8 6.9 3.5 3.3 100 93 381 801 WB1 WB2 WB3 SB1 209 209 142 53 0 0 0 0 0 0 142 53 1700 1700 1700 80 1 0.12 0.12 0.08 0.07 0 0 0 5 0.0 0.0 0.0 9.8 A 0.0 9.8 A 0.5 20 .6% ICU Level of Service 15 Projected Conditions A Tim ing Plan : AM Peak Synchro 9 Report Page 5 Century Square 23: UNIVERSITY DRIVE & DRIVEWAY 3 ement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX , platoon unblocked vC , conflict ing volume vC 1, stage 1 conf vol vC2 , stage 2 conf vol vCu , unblocked vol IC, single (s) tC , 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) n Lane# Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection Summa Average Delay ,Intersection Capacity Util ization Analys is Period (m in) 9/22/2014 Scenario 2A ...:I( SEL 0 Stop 0% 0.92 0 0.64 2532 2239 293 624 6.8 5.8 3.5 100 237 SE1 35 0 35 653 0.05 4 10 .8 B 10 .8 B ~ ' J' SER NEL NET '(I +++ 32 0 808 Free 0% 0.92 0.92 0.92 35 0 878 Raised 1 378 0.60 0.60 746 2311 0 862 6.9 4.1 3.3 2.2 95 100 653 467 NE 1 NE2 NE3 293 293 293 0 0 0 0 0 0 1700 1700 1700 0.17 0.17 0.17 0 0 0 0.0 0.0 0.0 0.0 0.1 49 .8% 15 J/ ~ swr SWR +++ '(I 2060 66 Free 0% 0.92 0.92 2239 72 Raised 1 1105 SW1 SW2 746 746 0 0 0 0 1700 1700 0.44 0.44 0 0 0.0 0.0 0.0 ICU Level of Service SW3 746 0 0 1700 0.44 0 0.0 SW4 72 0 72 1700 0.04 0 0.0 Projected Conditions A Tim ing Plan : AM Peak Synchro 9 Report Page 6 Century Square Projected Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan : Noon Peak ~ \t. J "' ' ~ ' l' ,..._, ~ JI' ~ SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Configurations "'i"'i tt .,,.,, "'i"'i tt .,, "'i"'i ttt .,, "'i"'i ttf+ Volume (vph) 226 704 227 597 918 549 184 1007 893 466 1012 201 Satd . Flow (pro!) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4958 0 Flt Permitted 0.950 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 Pro! NA pt+ov Prat NA pt+ov Prat NA Free Prat NA Protected Phases 5 2 23 1 6 67 3 8 7 4 Permitted Phases Free Total Spl it (s) 17.0 38 .0 17.0 38 .0 17.0 38.0 17 .0 38 .0 Total LostTime (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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60 .6 40 .5 7.7 441 .1 60 .8 24 .5 49.0 23.4 7.6 173.0 45 .6 LOS E D A F E c D c A F D Approach De lay 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 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 0.72 0.74 0.19 1.89 0.97 0.73 0.58 0.74 0.61 1.25 0.90 ntersection Summa Cycle Length: 110 Actuated Cycle Length : 110 Offset: 0 (0%), Referenced to phase 2:SET and 6:NWT , Start of Green , Master Intersection Contro l Type : Actuated -Coord inated Maximum v/c Ratio : 1.89 Intersection Signal Delay : 79 .0 Intersection LOS : E Intersection Capacity Utilization 89 .2% ICU Level of Service E Analys is Period (min) 15 -Volume exceeds capacity , queue is theoretically infinite. Que ue shown is max imum 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. Spl its and Phases : ...... '31 t '33 ¥'34 ~6 ~ 1''38 t 7 '3 5 Century Square Projected Conditions 3: UNIVERSITY DRIVE & POLO ROAD/FRONT STREET Timing Plan : Noon Peak ~ ~ ) "" ' ( ' .I' ~ ' JI' ~ SEL SET SER NWL NWT NWR NEL NET NER SWL SWT s Lane Configurations 4' .,, 4' .,, ~ ttt. ~ ttt .,, Volume (vph) 155 30 44 1 27 66 80 1706 3 61 1711 53 Said . Flow (pro!) 0 1788 1583 0 1859 1583 1770 5085 0 1770 5085 1583 Flt Permitted 0.960 0.998 0.950 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 Sp lit 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) 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 5.5 Act Effct Green ( s) 15 .9 15.9 10 .0 110.0 8.2 55 .0 9.4 53.9 53.9 Actuated glC Ratio 0.14 0.14 0.09 1.00 0.07 0.50 0.09 0.49 0.49 vie Ratio 0.78 0.12 0.18 0.05 0.66 0.73 0.44 0.75 0.07 Control Delay 66.1 0.7 49 .0 0.1 64 .1 23 .9 44 .4 11.7 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.1 0.7 49.0 0.1 64 .1 23 .9 44 .4 11 .7 0.6 LOS E A D A E c 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 m7 4 349 m38 m286 mo 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 vie Ratio 0.71 0.12 0.12 0.05 0.64 0.73 0.43 0.75 0.07 nteraection Summa Cycle Length: 110 Actuated Cycle Length : 110 Offset: 0 (0%), Re ferenced to phase 2:NET and 6:SWT , Start of Green Control Type: Actua ted -Coord inated Maximum vie Ratio: 0.78 Intersection Signal Delay : 20 .9 Intersection LOS : C Intersection Capacity Utilization 68 .1 % ICU Level of Service C Analys is Period (min) 15 # 95th percentile volume exceeds capacity , queue may be longer . Queue shown is maximum after two cycles . m Volume for 95 th percentile queue is metered by upstream signal. 'Jsf ¢3 ~4 '¢5 912212014 Synchro 9 Report Page 2 Century Square 5: UNIVERS ITY DRIVE & BIZELL STREET/COLLEGE AVENUE -..J( ~ J JI:" ' ~ ' aneGrou SEL SET SER NWI.. NWT NWR NEL Lane Configurati ons "i"i ++ 'f' "i"i ++ 'f' "i Volume (vph) 325 161 174 195 159 89 191 Satd . Flow (prot) 3433 3539 1583 3433 3539 1583 1770 Flt Permitted 0.950 0.950 0.950 Satd . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 Satd. Flow (RTOR) 164 134 Lane Group Flow (vph) 353 175 189 212 173 97 208 Turn Type Split NA Perm Spl it NA Perm Prot Protected Phases 4 4 3 3 5 Permitted Phases 4 3 Total Split (s) 28 .0 28 .0 28 .0 20.0 20.0 20 .0 16.0 Total Lost Time (s) 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 Actuated g/C Ratio 0.16 0.16 0.16 0.11 0.11 0.11 0.16 v/c Ratio 0.64 0.31 0.48 0.55 0.44 0.33 0.73 Control Delay 48 .5 41 .4 13.1 51 .6 48.7 6.0 62.5 Queue Delay 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 LOS D D B D D A E Approach De lay 37.4 41.4 Approach LOS D D Queue Length 50th (ft) 122 58 15 73 60 0 142 Queue Length 95th (ft) 161 86 76 110 94 24 #332 Internal Link Dist (ft) 545 473 Turn Bay Length (ft) 145 430 250 275 290 Base Capacity (vph) 702 723 454 452 466 325 284 Starvatio n Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 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 ntersection Summa 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 Intersect ion Signal Delay : 32 .6 Intersection LOS : C Intersection Capacity Util izat ion 75 .1 % ICU Level of Service D Analys is Period (min) 15 # 95th percentile volume exceeds capacity , queue may be longer. Queue shown is max imum after two cycles . m Volume for 95th percentile queue is metered by upstream signa l. S lits and Phases : 5: UN IVERSITY DRIVE & BIZELL STREET /COLLEGE AVENUE ,111 }\3 9/22 /2014 I' NET ++~ 1502 4994 4994 27 1857 NA 2 49 .0 5.5 48 .0 0.44 0.85 32.9 0.0 32 .9 c 35.9 D 439 #557 374 2196 0 0 0 0.85 Projected Conditions ~ NER 206 0 0 0 'i!l~4 Timing Plan : Noon Peak ~ SWL "i 94 1770 0.950 1770 102 Prot 1 13 .0 5.5 10 .1 0.09 0.63 79 .5 0.0 79 .5 E 77 m#124 330 162 0 0 0 0.63 ¥ lt:.J SWT s tt~ 1321 302 4943 0 4943 0 53 1764 0 NA 6 46.0 5.5 40 .5 0.37 0.95 21 .6 0.0 21.6 c 24 .8 c 56 #516 318 1853 0 0 0 0.95 Synchro 9 Report Page 3 Century Square 1: HENSEL STREET & TEXAS AVENUE '\..,:I( ~ ) Ji:"' vement SEL SET SER NWL Lane Configurations llj tf+ llj Volume (veh/h) 0 1279 35 41 Sign Control Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1390 38 45 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 2 Upstream signal (ft) pX , platoon unblocked vC , conflict ing volume 1409 1428 vC 1, stage 1 cont vol vC2, stage 2 cont vol vCu , unblocked vol 1409 1428 tC, single (s) 4.1 4.1 tC, 2 stage (s) tF (s) 2.2 2.2 po queue free % 100 91 cM capacity (veh/h) 480 472 irection Lane # SE 1 SE2 SE3 NW1 Volume Total 0 927 501 45 Volume Left 0 0 0 45 Volume Right 0 0 38 0 cSH 1700 1700 1700 472 Volume to Capacity 0.00 0.55 0.29 0.09 Queue Length 95th (ft) 0 0 0 8 Control Delay (s) 0.0 0.0 0.0 13.4 Lane LOS B Approach Delay (s) 0.0 0.4 Approach LOS ntersection Summa Average Delay 1.9 Intersection Capacity Ut ilization 49 .0% Analysis Period (min) 15 9/22/2014 ' ( ' ,1' NWT NWR NEL NET tf+ ~ 1296 0 50 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 1409 0 54 0 TWLTL 2 2203 2907 1409 1409 793 1498 2203 2907 7.5 6.5 6.5 5.5 3.5 4.0 58 100 129 123 NW2 NW3 E1 SW1 939 470 110 0 0 0 54 0 0 0 55 0 1700 1700 193 1700 0.55 0.28 0.57 0.00 0 0 77 0 0.0 0.0 45.9 0.0 E A 45 .9 0.0 E A ICU Level of Service Projected Conditions ~ NER 51 0.92 55 714 714 6.9 3.3 85 374 A Timing Plan : Noon Peak ~ SWL 0 0.92 0 2248 1498 751 2248 7.5 6.5 3.5 100 104 JI lt..; swr s ~ 0 0 Stop 0% 0.92 0.92 0 0 2926 704 1498 1428 2926 704 6.5 6.9 5.5 4.0 3.3 100 100 109 379 Synchro 9 Report Page 1 Cen tury Sq ua re 4: UNIVER SI T Y DRI V E & D RIVEW AY 2 ...:I( ) ' J' vement SEL SER NEL NET Lane Configurati ons 7' +++ Volume (veh /h) 0 44 0 1853 Sign Control Stop Free Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 48 0 2014 Pedestr ians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signa l (ft) 830 pX , platoon unb locked 0.84 0.70 0.70 vC , conflict ing volume 2445 591 1861 vC1 , stage 1 confvol 1774 vC2 , stage 2 conf vol 671 vCu , unb locked 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 pO queue free % 100 94 100 cM capac ity (veh/h) 859 764 600 "rection Lane # SE 1 NE1 NE2 NE3 Volume Total 48 671 671 671 Volume Left 0 0 0 0 Volume Right 48 0 0 0 cSH 764 1700 1700 1700 Volume to Capacity 0.06 0.39 0.39 0.39 Queue Length 95 th (ft) 5 0 0 0 Control Delay (s) 10.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10 .0 0.0 Approach LOS B ntersection Summa!l'. Average De lay 0.1 Intersection Capacity Ut ilization 41 .5% Ana lys is Pe ri od (min) 15 9/22 /2014 JI' lt-; SWT SWR +++ 7' 1632 80 Free 0% 0.92 0.92 1774 87 Raised 1 653 SW1 SW2 591 591 0 0 0 0 1700 1700 0.35 0.35 0 0 0.0 0.0 0.0 ICU Level of Service SW3 591 0 0 1700 0.35 0 0.0 SW4 87 0 87 1700 0.05 0 0.0 Proj ect e d Co nditio ns A Timing Plan : Noon Peak Synchro 9 Report Page 2 Century Square 6: Drivewa~ & COLLEGE AVENUE --+ " f vement EBT EBR WBL Lane Confi gurations tt .,, "'i Volume (veh/h) 505 21 90 Sign Contro l Free Grade 0% Peak Hour Factor 0.92 0.92 0.92 I Hourly flow rate (vph) 549 23 98 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signa l (ft) pX , platoo n un blocked vC, confl ict ing volume 572 vC1 , stage 1 conf vol vC2 , stage 2 conf vol vCu , unb locked vol 572 IC , single (s) 4.1 IC , 2 stage (s) IF (s) 2.2 pO queue free % 90 cM capac ity (veh/h) 997 'rection la ne# EB1 EB2 EB3 Volume Tota l 274 274 23 Vo lume Left 0 0 0 Volume Right 0 0 23 cSH 1700 1700 1700 Volume to Capacity 0.16 0.16 0.01 Queue Length 95th (ft) 0 0 0 Control De lay (s) 0.0 0.0 0.0 Lane LOS Approach De lay (s) 0.0 Approach LOS ntersection Summa Average De lay 1.8 Intersect ion Capacity Util ization 33 .1% Analysis Pe ri od (m in) 15 9/22/20 14 +- WBT tt 527 Free 0% 0.92 573 Raised 1 715 WB1 98 98 0 997 0.10 8 9.0 A 1.3 "" ~ NBL NBR v 67 8 Stop 0% 0.92 0.92 73 9 1031 274 549 482 1031 274 6.8 6.9 5.8 3.5 3.3 79 99 339 723 WB2 WB3 286 286 0 0 0 0 1700 1700 0.17 0.17 0 0 0.0 0.0 ICU Level of Serv ice NB 1 82 73 9 359 0.23 21 17.9 c 17 .9 c Projected Condit ions A Timing Plan: Noon Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET .,> __..,. ~ "-\.. ~ vement EBL EBT WBT WBR SBL SBR La ne Co nfi gu rations " tt ti. v Volume (veh/h) 88 509 584 25 38 12 Sign Contro l Free Free Stop Grade 0% 0% 0% Pea k Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hour ly flow ra te (vph) 96 553 635 27 41 13 Pedestrian s Lane Width (ft) Wa lking Speed (ft/s) Percent Blockage Right turn fl are (veh) Median type Ra ised Raised Med ian storage veh) 1 1 Upstream signal (ft) pX , platoon unblocked vC , conflic ti ng volume 662 1116 331 vC 1, stage 1 conf vol 648 vC2 , stage 2 cont vol 468 vCu , unb loc ked vol 662 11 16 33 1 tC , sing le (s) 4.1 6.8 6.9 tC , 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 pO que ue free % 90 87 98 cM capa ci ty (veh/h) 923 314 665 rection Lane # EB 1 EB2 EB 3 WB1 WB2 SB1 Vo lume Total 96 277 277 423 239 54 Vo lume 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 Le ngt h 95th (ft ) 9 0 0 0 0 13 Control De lay (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 ntersection Sum ma Ave rage De lay 1.3 Inte rsecti on Capacity Ut ilizat ion 35 .1% ICU Level of Service Analys is Pe ri od (m in) 15 9/22/20 14 Projected Conditions A Timi ng Plan : Noon Pea k Synchro 9 Report Pag e 4 Ce ntury Squ a re 22: UNIVER SI TY DRIVE & DRIVEWAY 3 ~ J ' .I' vement SEL SER NEL NET Lane Configurati ons '(' ttt Volume (veh/h) 0 69 0 1813 Sign Cont rol Stop Free Grade 0% 0% Pea k Hou r Factor 0.92 0.92 0.92 0.92 Hourly fl ow rate (vph) 0 75 0 1971 Pedestr ians Lane Width (ft) Walk in g Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median sto rage veh) 1 Upstream signal (ft) 398 pX , pl atoo n unb locked 0.82 0.72 0.72 vC , con fli cti ng volume 2461 601 1889 vC1 , stage 1 confvol 1804 vC2 , stage 2 conf vol 657 vCu , unb locked vol 0 0 857 IC , single (s) 6.8 6.9 4.1 IC, 2 stage (s) 5.8 IF (s) 3.5 3.3 2.2 pO queue fr ee % 100 90 100 cM capacity (veh/h) 84 1 777 559 "raction Lane # SE 1 NE1 NE2 NE3 Volume Total 75 657 657 657 Volume Left 0 0 0 0 Volume Right 75 0 0 0 cSH 777 1700 1700 1700 Volume to Capacity 0.10 0.39 0.39 0.39 Queue Leng th 95th (ft) 8 0 0 0 Control Delay (s) 10 .1 0.0 0.0 0.0 Lane LOS B Approach De lay (s) 10 .1 0.0 App roach LOS B ntersection Summa Average De lay 0.2 .Intersect ion Capacity Uti lization 43 .0% Analys is Pe ri od (min) 15 9/22/2014 JI' lt.J swr SWR ttt '(' 1660 78 Free 0% 0.92 0.92 1804 85 Raised 1 1085 SW1 SW2 601 601 0 0 0 0 1700 1700 0.35 0.35 0 0 0.0 0.0 0.0 ICU Level of Serv ice SW3 601 0 0 1700 0.35 0 0.0 SW4 85 0 85 1700 0.05 0 0.0 Projected Co nditions A Tim ing Plan : Noon Peak Sy nch ro 9 Report Page 5 Ce ntury Squ are 23: CO LLE G E AVEN UE & O FF IC E DRIV E ~ ~ ' ( vement SEL SET NWT NWR Lane Configurati ons tt tt .,, Volume (veh/h) 0 513 546 106 Sign Control Free Free Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 558 593 115 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockag e Right turn flare (ve h) Me dian type None None Median storage veh) Upstream signal (ft) 625 pX , platoon unblocked 0.98 vC , conflicting volume 709 vC1 , stage 1 confvol vC2 , stage 2 conf vol vCu , unblocked vol 669 IC, single (s) 4.1 IC, 2 stage (s) IF (s) 2.2 pO queue free % 100 cM capacity (veh/h) 901 "rection Lane # SE 1 SE2 NW1 NW2 Volume Total 279 279 297 297 Volume Left 0 0 0 0 Volume Right 0 0 0 0 cSH 1700 1700 1700 1700 Volume to Capa city 0.16 0.16 0.17 0.17 Queue Length 95th (ft) 0 0 0 0 Contro l Delay (s) 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS ntersection Summa Average Delay 0.6 Intersection Capacity Utilization 25.8% Analys is Period (min) 15 9/22/2014 ' lt:.J SWL SWR .,, 0 66 Stop 0% 0.92 0.92 0 72 0.98 0.98 872 297 835 249 6.8 6.9 3.5 3.3 100 90 301 738 NW3 SW1 115 72 0 0 115 72 1700 738 0.07 0.10 0 8 0.0 10.4 B 10 .4 B ICU Level of Service Proje cte d Co nd iti o ns A Timing Plan : Noon Peak Synch ro 9 Report Page 6 Century Square Projected Conditions 2: UNIVERSITY DRIVE & TEXAS AVENUE Timing Plan : PM Peak ~ ~ ) """ ' ~ ' /I r-. ~ JI 'tt;..; SEL SET SER NWl NWT NWR NEL NET NER SWL SWT s Lane Configurations ,, tt .,,.,, ,, tt .,, ,, ttt .,, ,, ttf+ Volume (vph) 271 702 178 617 770 565 239 1639 1136 463 877 167 Said. Flow (pro!) 3433 3539 2787 3433 3539 1583 3433 5085 1583 3433 4963 0 Flt Permitted 0.950 0.950 0.950 0.950 Said . 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 Pro! NA pt+ov Pro! NA pt+ov Pro! NA Free Pro! NA Protected Phases 5 2 23 1 6 67 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115 .5 83.7 10.5 117.7 46 .5 26 .3 54 .6 134 .3 12 .3 110.7 41 .2 LOS F F B F D c D F B F D Approach Delay 79 .9 63.2 82.0 62 .6 Approach LOS E E F E Queue Length 5oth (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 ntersection Summa 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-Coord inated Maximum v/c Ratio: 1.23 Intersect ion 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 max imum after tw o cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases : r "'1 jJ 1!!3 JI 1!!4 '\6 /f"'s ~7 Century Square 3: UNIVERS ITY DRIVE & POLO ROAD/FRONT STREET -.JI ~ ) Jr' ' ( ' /I SEL SET SER NWL NWT NWR NEL NET Lane Configurations 4' .,, 4' .,, "i ttf+ Volume (vph ) 217 31 62 3 31 159 92 2616 Said . Flow (pro!) 0 1785 1583 0 1855 1583 1770 5085 Flt Permitted 0.958 0.996 0.950 Said . Flow (perm) 0 1785 1583 0 1855 1583 1770 5085 Said . Flow (RTOR) 159 206 Lane Group Flow (vph) 0 270 67 0 37 173 100 2844 Turn Type Split NA Perm Spl it NA Free Pro! NA Protected Phases 3 3 4 4 5 2 Permitted Phases 3 Free Total Split (s) 38 .0 38 .0 38 .0 20 .5 20 .5 19.0 61 .0 Total Lost Time (s) 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 Actuated g/C Rat io 0.19 0.19 0.08 1.00 0.11 0.58 vie Rat io 0.79 0.16 0.26 0.11 0.51 0.96 Control Delay 65 .9 0.8 61 .1 0.1 45.2 19 .9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65 .9 0.8 61 .1 0.1 45.2 19 .9 LOS E A E A D B Approach Delay 52 .9 10.9 20 .8 Approach LOS D B c Queue Length 50th (ft) 219 0 30 0 75 312 Queue Length 95th (ft) 297 0 67 0 m78 m#1049 Internal Link Dist (ft) 467 305 578 Turn Bay Length (ft) 75 150 Base Capacity (vph) 446 515 214 1583 197 2961 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 vie Ratio 0.61 0.13 0.17 0.11 0.51 0.96 ntersection Summa Cycle Length : 130 Actuated Cycle Length : 130 Offse t: 125 (96%), Refe renced to phase 2:NET and 6:SWT , Start of Green Control Type : Actuated-Coordinated Maximum vie Ratio : 0.96 Intersect ion Signal Delay : 22 .4 Intersection LOS: C ·Intersection Capacity Uti lization 88 .8% ICU Level of Service E Analysis Pe ri od (min) 15 # 95th pe rcent ile volume exceeds capacity , queue may be longe r. Queue shown is max imum after two cycles . m Volume for 95th percentile queue is metered by upstream signal. 3: UNIVERSITY DRIVE & POLO ROAD /FRONT STREET 9/22 /2014 Scena ri oa 2A ';-/133 Projected Conditions ~ NER 1 0 0 0 Timing Plan : PM Peak ~ ;/ lt:.J SWL SWT s "i ttt .,, 9 1615 61 1770 5085 1583 0.950 1770 5085 1583 113 10 1755 66 Pro! NA Perm 1 6 6 10 .5 52 .5 52.5 5.5 5.5 5.5 6.3 58 .4 58.4 0.05 0.45 0.45 0.12 0.77 0.09 60 .3 21 .0 3.5 0.0 0.0 0.0 60 .3 21 .0 3.5 E c A 20 .6 c 8 378 6 m11 m562 m10 1084 200 305 86 2282 772 0 0 0 0 0 0 0 0 0 0.12 0.77 0.09 ~4 Synchro 9 Report Page 2 Century Square Projected Conditions 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE Timing Plan : PM Peak ~ ~ ) """' ' ( ' I' ~ ' JI' ltJ SEL SET SER NWL NWT NWR NEL NET NER SWL swr s Lane Configurations "'"' tt '(I "'"' tt '(I .. ttf+ .. ttf+ 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 Said . Flow (perm) 3433 3539 1583 3433 3539 1583 1770 4999 0 1770 4902 0 Said . Flow (RTOR) 159 159 23 76 Lane Group Flow (vph) 513 197 121 270 280 162 213 2566 0 91 1762 0 Tum Type Split NA Perm Split NA Perm Prot NA Pro! NA Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 Total Spl it (s) 27 .0 27 .0 27.0 21.0 21 .0 21 .0 22.0 67.0 15 .0 60.0 Total LostTime (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 .9 9.2 55 .3 Actuated g/C Ratio 0.16 0.16 0.16 0.11 0.11 0.11 0.13 0.48 0.07 0.43 v/c Ratio 0.91 0.34 0.31 0.70 0.71 0.51 0.94 1.06 0.73 0.83 Control Delay 74 .6 49 .8 4.8 66 .0 65 .9 14.3 101 .6 68 .1 91 .2 20 .3 Queue De lay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74 .6 49 .8 4.8 66 .0 65 .9 14 .3 101.6 68 .1 91 .2 20 .3 LOS E D A E E B F E F c Approach Delay 58.5 54 .2 70 .7 23 .8 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 Tum 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 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.33 0.31 0.66 0.67 0.49 0.94 1.06 0.71 0.83 ntersection Summa 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 Intersect ion Signal Delay : 53 .1 Intersection LOS : D Intersect ion Capacity Util ization 90 .0% ICU Level of Service E Analysis Pe ri od (min) 15 -Volume exceeds capacity, queue is theoretically infinite. Queue shown is max imum after two cycles . # 95th percentile volume exceeds capacity, queue may be longer. Queue show n is maximum after two cycles . m Volume for 95th percentile queue is metered by upstream signal. S lits and Phases : 5: UNIVERSITY DRIVE & BIZELL STREET/COLLEGE AVENUE '"'l ~3 l'fa4 Ce ntury Sq uare 1: H EN SEL STREET & TEX AS A VE NU E Lane Configurati on s Volume (veh/h) Sign Cont rol Grade Peak Hour Factor Hourly flow rate (vph) Pedestr ians Lane Width (ft) Walking Speed (ft/s) Percent Blockag e Right turn flare (ve h) Median type Med ian sto rage veh) Upstream signal (ft) pX , platoon unblocked vC , confl ict ing volume vC1 , stage 1 conf vol vC2 , stage 2 conf vol vCu , unb locked vol tC , single (s) tC, 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) raction Lane# Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95 th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection Summa!)'. Average Delay Intersection Capacity Util ization Analysis Period (m in) 9/22/2014 Scenarioa 2A -..:I( SEL llj 0 0.92 0 1228 1228 4.1 2.2 100 563 SE 0 0 0 1700 0.00 0 0.0 0.0 ~ J Jr' SET SER ++ .,, 1238 37 Free 0% 0.92 0.92 0.92 1346 40 64 TWLTL 2 1386 1386 4.1 2.2 87 490 SE2 SE3 s 4 673 673 40 0 0 0 0 0 40 1700 1700 1700 0.40 0.40 0.02 0 0 0 0.0 0.0 0.0 3.3 54 .8% 15 ' ~ ' J' NEL NET 4+ 0 75 0 Free Stop 0% 0% 0.92 0.92 0.92 0.92 1228 0 82 0 TWLTL 2 2088 2702 1346 1346 742 1357 2088 2702 7.5 6.5 6.5 5.5 3.5 4.0 42 100 140 137 NW1 NW2 NW3 NE 1 64 819 409 137 64 0 0 82 0 0 0 55 490 1700 1700 190 0.13 0.48 0.24 0.72 11 0 0 115 13.4 0.0 0.0 61 .6 B F 0.7 61 .6 F ICU Level of Serv ice Projected Co nditio ns ~ NER 51 0.92 55 673 673 6.9 3.3 86 398 SW1 0 0 0 1700 0.00 0 0.0 A 0.0 A A Timing Plan : PM Peak ~ SWL 0 0.92 0 2085 1357 728 2085 7.5 6.5 3.5 100 119 J/ lt:.J SWT s 4+ 0 0 Stop 0% 0.92 0.92 0 0 2742 614 1357 1386 2742 614 6.5 6.9 5.5 4.0 3.3 100 100 111 435 Synchro 9 Report Page 1 Century Square 4: UNIVERSITY DRIVE & DRIVEWAY 2 Lane Configurations Volume (veh/h) Sign Control Grade Peak Hou r Factor Hourly flow rate (vph) Pedestr ians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signa l (ft) pX , platoo n unb locked vC , confl ict ing volume vC 1, stage 1 confvol vC2 , stage 2 conf vol vCu , unb locked vol tC , single (s) tC , 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) ·rection Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control De lay (s) Lane LOS Approach Delay (s) Approach LOS ntersection Summa Average De lay Intersection Capacity Util ization Analysis Pe ri od (m in) 9/22/2014 Scenarioa 2A ~ SEL 0 Stop 0% 0.92 0 0.69 2617 1659 959 0 6.8 5.8 3.5 100 706 SE 1 67 0 67 758 0.09 7 10 .2 B 10 .2 B J ' .I' SER NEL NET .,, ttt 62 0 2646 Free 0% 0.92 0.92 0.92 67 0 2876 Raised 1 825 0.70 0.70 553 1759 0 579 6.9 4.1 3.3 2.2 91 100 758 693 NE 1 NE2 NE3 959 959 959 0 0 0 0 0 0 1700 1700 1700 0.56 0.56 0.56 0 0 0 0.0 0.0 0.0 0.0 0.1 54 .5% 15 ¥ lt:.J swr SWR ttt .,, 1526 92 Free 0% 0.92 0.92 1659 100 Raised 1 658 SW1 SW2 553 553 0 0 0 0 1700 1700 0.33 0.33 0 0 0.0 0.0 0.0 ICU Level of Service SW3 553 0 0 1700 0.33 0 0.0 SW4 100 0 100 1700 0.06 0 0.0 Projected Conditions A Timing Plan : PM Peak Synchro 9 Report Page 2 Century Square 6: Drivewa~ & COLLEGE AVENUE -+ EBT Lane Configurations tt Volume (veh/h) 569 Sign Control Free Grade 0% Peak Hour Factor 0.92 Hourly flow rate (vph) 618 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) pX , platoon unblocked vC, conflicting volume vC1 , stage 1 confvol vC2 , stage 2 conf vo l vCu , unblocked vo l tC , single (s) tC , 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) "raction Lane # EB 1 Volume Total 309 Volume Left 0 Volume Right 0 cSH 1700 Volume to Capacity 0.18 Queue Length 95th (ft) 0 Control Delay (s) 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS ntersection Summa Average Delay Intersection Capacity Ut ilization Analysis Period (m in) 9/22/2014 Scenarioa 2A ,. f EBR WBL '(I ., 15 38 0.92 0.92 16 41 635 635 4.1 2.2 96 944 EB2 EB3 309 16 0 0 0 16 1700 1700 0.18 0.01 0 0 0.0 0.0 0.8 32.4% 15 +-- WBT tt 737 Free 0% 0.92 801 Raised 1 715 WB1 41 41 0 944 0.04 3 9.0 A 0.4 ""' I'" NBL NBR ¥ 37 19 Stop 0% 0.92 0.92 40 21 0.95 1102 309 618 483 1009 309 6.8 6.9 5.8 3.5 3.3 88 97 349 687 WB2 WB3 401 401 0 0 0 0 1700 1700 0.24 0.24 0 0 0.0 0.0 ICU Level of Serv ice NB1 61 40 21 419 0.15 13 15.1 c 15.1 c Projected Conditions A Timing Plan : PM Peak Synchro 9 Report Page 3 Century Square 7: COLLEGE AVENUE & HENSEL STREET vement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hou r Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Med ian storage veh) Upstream signal (ft) pX , platoon unblocked vC , conflicting volume vC1 , stage 1 confvol vC2 , stage 2 conf vol vCu , unb locked vol tC , single (s) IC , 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) "rection· Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection SUmma Average De lay Intersection Capacity Util ization Analys is Pe ri od (min) 9/22/2014 Scenarioa 2A ,> -+ EBL EBT "I tt 108 475 Free 0% 0.92 0.92 117 516 Raised 1 801 801 4.1 2.2 86 818 EB1 EB2 117 258 117 0 0 0 818 1700 0.14 0.15 12 0 10 .1 0.0 B 1.9 ,.__ '-\. .,, WBT WBR SBL SBR tf+ v 701 36 106 33 Free Stop 0% 0% 0.92 0.92 0.92 0.92 762 39 115 36 Raised 1 1274 401 782 493 1274 401 6.8 6.9 5.8 3.5 3.3 57 94 267 599 EB3 WB1 WB2 881 258 508 293 151 0 0 0 115 0 0 39 36 1700 1700 1700 307 0.15 0.30 0.17 0.49 0 0 0 64 0.0 0.0 0.0 27.6 D 0.0 27 .6 D 3.4 44.4% ICU Level of Service 15 Projected Conditions A Tim ing Plan : PM Peak Synchro 9 Report Page 4 Ce ntury Sq ua re 22 : UNIVER SI TY DR IVE & DRIVEW A Y 3 Lane Configurati ons Volume (veh /h) Sign Contro l Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Med ian sto rage veh) Upstream signal (ft) pX , platoon unblocked vC , conflicting volume vC1 , stage 1 conf vol vC2 , stage 2 conf vol vCu , unb locked vol tC , single (s) tC, 2 stage (s) tF (s) pO queue free % cM capacity (veh/h) "rac:tion Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection Summa Average Delay Intersection Capacity Utilization Analys is Pe ri od (min) 9/22/2014 Scenarioa 2A ~ SEL 0 Stop 0% 0.92 0 0.67 2666 1734 932 0 6.8 5.8 3.5 100 689 SE 1 67 0 67 769 0.09 7 10 .1 B 10 .1 B J ' /I SER NEL NET .,, ttt 62 0 2573 Free 0% 0.92 0.92 0.92 67 0 2797 Raised 1 384 0.71 0.71 578 1800 0 695 6.9 4.1 3.3 2.2 91 100 769 636 NE 1 NE2 NE3 932 932 932 0 0 0 0 0 0 1700 1700 1700 0.55 0.55 0.55 0 0 0 0.0 0.0 0.0 0.0 0.1 53 .0% 15 JI' ~ swr SWR ttt .,, 1595 61 Free 0% 0.92 0.92 1734 66 Raised 1 1099 SW1 SW2 578 578 0 0 0 0 1700 1700 0.34 0.34 0 0 0.0 0.0 0.0 ICU Level of Serv ice SW3 578 0 0 1700 0.34 0 0.0 SW4 66 0 66 1700 0.04 0 0.0 Pro jected Cond iti o ns A Timing Plan : PM Peak Synchro 9 Report Page 5 Century Square 23: COLLE G E AVE NU E & O FFI CE vement Lane Configurati ons Volume (veh/h) Sign Contro l Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockag e Right turn fla re (v eh) Median type Median storage veh) Upstream signal (ft) pX , platoon unblo cked vC, conflict ing volume vC 1, stage 1 conf vol vC2 , stage 2 conf vol vCu , unblocked vol tC , single (s) tC, 2 stage (s) tF (s) pO queue free% cM capacity (veh/h) "raclion lane# Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ntersection Summa!}'. Average Delay Intersect ion Capacity Ut ilization Analys is Pe ri od (min) 9/22/2014 Scenarioa 2A ,> -+ +- EBL EBT WBT ++ ++ 0 588 727 Free Free 0% 0% 0.92 0.92 0.92 0 639 790 None None 639 0.94 923 792 4.1 2.2 100 775 EB1 EB2 WB1 32 0 320 395 0 0 0 0 0 0 1700 1700 1700 0.19 0.19 0.23 0 0 0 0.0 0.0 0.0 0.0 0.0 0.7 32.5% 15 "' WBR .,, 122 0.92 133 WB2 395 0 0 1700 0.23 0 0.0 \.. .,' SBL SBR .,, 0 93 Stop 0% 0.92 0.92 0 101 0.94 0.94 1110 395 991 23 1 6.8 6.9 3.5 3.3 100 86 229 725 WB3 88 1 133 101 0 0 133 101 1700 725 0.08 0.14 0 12 0.0 10 .8 B 10 .8 B ICU Level of Serv ice Projecte d Co nd iti o ns A Timing Plan : PM Peak Synchro 9 Report Page 6