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RIDGEWOOD HILLS - FDP230019 - SUBMITTAL DOCUMENTS - ROUND 2 - Traffic Study (2)
RIDGEWOOD HILLS 5th FILING TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO NOVEMBER 2019 REVISED FEBRUARY 2020 Prepared for: Goodwin Knight 8605 Explorer Drive, Suite 250 Colorado Springs, CO 80920 Prepared by: ��i�� - � ��i.l� r DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 �';�°�'.. _ �, ��-� � r� � � i�^'� r • �. �4, � * .: h f� i`3.'Iii.bf` . S - . r� �Q f��'; �:��:___ . ;_ Project #1967 TABLE OF CONTENTS I. INTRODUCTION ........................................................................................................1 II. EXISTING CONDITIONS .......................................................................................... 2 LandUse .........................................................................................................................2 Streets............................................................................................................................. 2 ExistingTraffic ................................................................................................................. 5 ExistingOperation ........................................................................................................... 5 ExistingSpeed Study ...................................................................................................... 9 PederstrianFacilities ..................................................................................................... 15 BicycleFacilities ............................................................................................................ 15 TransitFacilities ............................................................................................................ 15 III. PROPOSED DEVELOPMENT ............................................................................... 16 TripGeneration ............................................................................................................. TripDistribution ............................................................................................................. Background Traffic Projections ..................................................................................... TripAssignment ............................................................................................................ SignalWarrants ............................................................................................................. Geometry...................................................................................................................... OperationAnalysis ........................................................................................................ Pedestrian Level of Service ........................................................................................... 16 18 18 18 26 26 28 36 Bicycle Level of Service ................................................................................................40 TransitLevel of Service .................................................................................................40 N. CONCLUSIONS .................................................................................................... 41 LIST OF TABLES 1. Current Peak Hour Operation .................................................................................. 10 2. Speed Study Data on Avondale Road ..................................................................... 14 3. Speed Study Data on Triangle Drive ....................................................................... 14 4. Trip Generation ....................................................................................................... 16 5. Short Range (2024) Background Peak Hour Operation .......................................... 30 6. Long Range (2040) Background Peak Hour Operation ........................................... 32 7. Short Range (2024) Total Peak Hour Operation ..................................................... 34 8. Long Range (2040) Total Peak Hour Operation ...................................................... 37 �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES LIST OF FIGURES 1. Site Location ............................................................................................................ 2. Existing Intersection Geometry ................................................................................. 3. Recent Peak Hour Traffic ......................................................................................... 4. Averaged/Balanced Recent Peak Hour Traffic ......................................................... 5. Recent Daily Traffic .................................................................................................. 6. Existing Traffic Calming Devices ............................................................................. 7. Site Plan .................................................................................................................. 8. Trip Distribution ...................................................................................................... 9. Short Range (2024) Background Peak Hour Traffic ............................................... 10. Long Range (2040) Background Peak Hour Traffic ................................................ 11. Short Range (2024) Site Generated Peak Hour Traffic .......................................... 12. Site Generated Peak Hour Traffic with Carpenter Connection ............................... 13. Short Range (2024) Total Peak Hour Traffic .......................................................... .3 .4 .6 .7 .8 13 17 19 20 21 22 23 24 14. Long Range (2040) Total Peak Hour Traffic ............................................................ 25 15. Short Range (2024) Geometry ................................................................................ 27 16. Long Range (2040) Geometry ................................................................................. 29 APPENDICES A. Base Assumptions Form B. Peak Hour Traffic Counts/Daily Counts C. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins Motor Vehicle LOS Standards (Intersections) D. Speed Study Data E. Signal Warrant Data F. Short Range (2024) Background Peak Hour Operation G. Long Range (2040) Background Peak Hour Operation H. Short Range (2024) Total Peak Hour Operation I. Long Range (2040) Total Peak Hour Operation J. Pedestrian/Bicycle Maps and Level of Service Worksheets �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES I. INTRODUCTION This Transportation Impact Study (TIS) addresses the capacity, geometric, and control requirements for the proposed Ridgewood Hills 5t" Filing. The proposed Ridgewood Hills 5th Filing is located on the west side of College Avenue and south of Triangle Drive in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Goodwin Knight), project engineering/planning consultant (Galloway), and the City of Fort Collins Traffic Operations Engineer. The Transportation Impact Study Base Assumptions form and related documents are provided in Appendix A. This study generally conforms to the format set forth in the Fort Collins TIS Guidelines in the "Larimer County Urban Area Street Standards" (LCUASS). A scoping discussion was held with the Fort Collins Traffic Engineering staff. The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses on key intersections; - Analyze signal warrants; - Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation This TIS is a revision of the "Triangle Drive Development Transportation Impact Study," dated November 2019. This revision addresses comments from the City of Fort Collins. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 1 II. EXISTING CONDITIONS The location of the Ridgewood Hills 5t" Filing is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily residential, institutional (school), or commercial. There are residential uses primarily to the west and north of the site. Coyote Ridge Elementary is to the northwest of the site. The center of Fort Collins lies to the north of the proposed Ridgewood Hills 5'" Filing site. Streets The primary streets near the Ridgewood Hills 5t" Filing site are College Avenue, Trilby Road, Carpenter Road, Triangle Drive, and Avondale Road. Figure 2 shows the current geometry at the key intersections. College Avenue is east of (adjacent to) the proposed Ridgewood Hills 5t" Filing site. It is a north-south street classified as a six-lane arterial street on the Fort Collins Master Street Plan. Currently, College Avenue has a four-lane cross section (with center lane) in this area. At the College/Carpenter intersection, College Avenue has a southbound left-turn lane, two through lanes in each direction, and a northbound right- turn lane. The College/Carpenter intersection has signal control. At the College/ Triangle intersection, College Avenue has a northbound left-turn lane, two through lanes in each direction, and a southbound right-turn lane. The College/Triangle intersection has stop sign control on Triangle Drive. At the College/Trilby intersection, College Avenue has northbound and southbound left-turn lanes, two through lanes in each direction, and northbound and southbound right-turn lanes. The College/Trilby intersection has signal control. The posted speed limit on College Avenue is 55 mph in this area. Carpenter Road (State Highway 392) is south of the proposed Ridgewood Hills 5th Filing site. It is an east-west street classified as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, Carpenter Road primarily has a two-lane rural cross section. At the College/Carpenter intersection, Carpenter Road has a westbound left-turn lane and a westbound right-turn lane. The posted speed limit on Carpenter Road is 45 mph in this area. Triangle Drive is north of (adjacent to) the proposed Ridgewood Hills 5th\ Filing site. It is an east-west street classified as a two-lane collector street on the Fort Collins Master Street Plan. Currently, Triangle Drive has a two-lane cross section, except for a small section west of the College/Triangle intersection. Triangle Drive only has a west leg at the College/Triangle intersection. At the College/Triangle intersection, Triangle Drive has an eastbound left-turn lane and an eastbound right-turn lane. West of the �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 2 SCALE: 1 "=2000' SITE LOCATION Figure 1 �� �-DELICH �� �-ASSOCIATES Ridgewood Hills 5th Filing TIS, Februa Page �3 � 0 .� a� � c 0 U � n /� -� 'U � / �� am oc � Q �` /� �// gtrasbur9 �O� ` � � a`II 0 � Q / � � �O � � � � - Denotes Lane �- Two-way Continuous Left-turn Lane � Trilby � � � � � � � �� Triangle T� / � � /� � � � � � � a� � � 0 U � I I � EXISTING INTERSECTION GEOMETRY �� �—DELICH / , Carpenter Figure 2 �� �—ASSOCIATES Ridgewood Hills 5th Filing TIS, Februa Page 4 auxiliary turn lanes approaching the College/Triangle intersection, Triangle Drive has a three-lane cross section with a center two-way continuous left-turn lane. This center two-way continuous left-turn lane extends up to the Triangle/Strasburg intersection. West of the Triangle/Strasburg intersection, Triangle Drive has a two-lane cross section. The posted speed limit on Triangle Drive is 25 mph. Trilby Road is north of the proposed Ridgewood Hills 5t" Filing site. It is an east- west street classified as a four-lane arterial east of College Avenue, and as a two-lane arterial west of College Avenue on the Fort Collins Master Street Plan. Currently, Trilby Road has a two-lane cross section. At the College/Trilby intersection, Trilby Road has eastbound and westbound left-turn lanes and a through/right-turn lane in each direction. The posted speed limit on Trilby Road is 40 mph. Avondale Road is northwest of the proposed Ridgewood Hills 5t" Filing site. Avondale Road is a north-south street classified as a two-lane collector on the Fort Collins Master Street Plan. Currently, Avondale Road has a two-lane cross section. At the Trilby/Avondale-Constellation intersection, Constellation Drive (southbound approach) has all movements combined in a single lane. On Avondale Road, the northbound single-lane approach to Trilby Road splits into two lanes approximately 100- 130 feet south of the edge of Trilby Road. There are no pavement markings signifying what the lanes are. However, they function as a northbound left-turn/through lane and a northbound right-turn lane. The Triangle/Avondale intersection has roundabout control with single-lane approaches. The Avondale/Strasburg intersection also has roundabout control with single-lane approaches. The posted speed limit on Avondale Road is 25 mph. Existing Traffic Recent peak hour traffic volumes at the College/Carpenter, College/Trilby, College/Triangle, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections are shown in Figure 3. The counts at the College/Carpenter intersection were obtained in April 2018. The counts at the College/ Trilby intersection were obtained in June 2018. The counts at the College/Triangle, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/ Strasburg intersections were obtained in August 2019. Raw traffic count data is provided in Appendix B. Since the counts were collected on different days, the volumes at the key intersections were averaged/balanced and are shown in Figure 4. Recent daily traffic counts on various streets are shown in Figure 5. The daily traffic counts on Avondale Road and Triangle Drive are also provided in Appendix D. Existing Operation The College/Carpenter, College/Trilby, College/Triangle, Trilby/Avondale- Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections were evaluated using techniques provided in the 2016 Highway Capacity Manual, 6t" Edition. Using the morning and afternoon peak hour traffic shown in Figure �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 5 � 0 .� a� � c 0 U � �n �' � � 25/24 m I � � 422/685 �r ; 41/123 50/32 � 1 � � 621 /439 i � 81/57 � � � � � � \� r am o� � Q' m` "'.-� w� �\ �� g1146 ,1�j3 Trilby M 0 � M N N � � c� cfl rn � 171 /97 rI � r f 179/320 J � � � 82/122 � 220/163 � � � � 304/246 i I I 206/179 � N � � � o�� v r� � � m � m 0 U S�sbuc9 � � �� ow I � � a`� 0 � � �/��ti �� �Q� � S'i2 `,6' � �i � �1 � ������� �� � AM/PM � � � o �° � �� � � N � � � 1 Q ��ti��6��0. � -/ °� � r'� i 66/38 � � f � � 90/51 � � � � � N � Triangle �15 � � ��6`�6 RECENT PEAK HOUR TRAFFIC �� �-DELICH � � �=ASSOCIATES v co �� r M �I � � 248/364 1 � � 305/350 1 t � Carpenter r �� � N � M � � N N O / ,. Figure 3 Ridgewood Hills 5th Filing TIS, February 2020 Page 6 � 0 .� a� � c 0 U � �n �' c� � 23/24 m I � � 377/674 �r ; 40/121 50/32 � 1 � � 582/461 i � 81/57 � � � � � � \� r am o� � Q' -� w.-.� w 6, � � � \ � �� g1146 ,1�j3 Trilby v v � M N N � � �rnrn �171/97 �I � r f 201 /325 J � � � 86/126 � 233/156 � � � � 322/236 i I I 219/171 � N�� � � � � � � � m � m 0 U S!Sbu�9 � � �� c�r W I � � a`� 0 � � �,y�ti\�� � �Q� � S'i2 `,6' � �i � �� � ������� �� ► AM/PM � �o � o� � �o � � N � � �p��`O �C�� / 1 � � � ��\ � � � � r'� i 66/38 � � 89/50 � � M � � N � Triangle �15 � � �'��``66 AVERAGED/BALANCED RECENT PEAK HOUR TRAFFIC �� �-DELICH � � �=ASSOCIATES M � N CO r M �I �' � 246/366 1 � � 305/350 1 t � Carpenter r �� �� � N � M � � I� N O / ,. Figure 4 Ridgewood Hills 5th Filing TIS, February 2020 Page 7 � 0 .� a� RECENT DAILY TRAFFIC �� �-DELICH � � �=ASSOCIATES I , �nter Figure 5 Ridgewood Hills 5th Filing TIS, February 2020 Page 8 4, the peak hour operation is shown in Table 1. Calculation forms are provided in Appendix C. A description of level of service for signalized and unsignalized intersections from the 2016 Highwav Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are also provided in Appendix C. Acceptable operation at signalized intersections during the peak hours is defined as level of service E or better for each movement and leg, and level of service D or better overall. In such areas, it is expected that there would be substantial delays to the minor street movements at unsignalized intersections during the peak hours. At roundabout intersections, acceptable operation is considered to be at level of service E for any approach leg and level of service E overall. The City's existing signal timing was used at the College/Carpenter and College/Trilby intersections. The Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections currently meet the Fort Collins operational criteria with existing control and geometry in the morning and afternoon peak hours. The College/Triangle intersection technically meets Fort Collins criteria, however the delays to the eastbound left-turns is excessive. Signalization of this intersection is expected with this proposal. At the College/Carpenter and College/Trilby intersections, some movements, approach legs, and overall do not meet the Fort Collins operational criteria with existing control and geometry Adjustments to the City's current signal timing resulted in acceptable operation at these intersections with regard to delay and this operation is also shown in Table 1. It is important to note that at the College/Carpenter intersection, the westbound left-turn and southbound left-turn volume exceeds the 300+ vehicles per hour "rule of thumb" that would require dual left-turn lanes. However, the operation of the College/ Carpenter intersection meets the Fort Collins operational criteria with single lanes and an adjustment to the existing signal timing. The southbound left-turn lane has the queuinq� length available within the center of College Avenue. On Carpenter Road, The 50t percentile calculated queue length for the westbound left turn is 228 feet and 190 feet in the respective morning and afternoon peak hours. The 95t" percentile queue length is 381 feet and 484 feet. However, the SYNCHRO queue analysis has a footnote for the 95t" percentile queue length stating, "95t" percentile volume exceeds capacity, queue may be longer. Queue shown in the maximum after two cycles." This has been an existing condition for a number of years for Carpenter Road. The Ridgewood Hills 5tn Filing does not directly impact the westbound left-turn lane on Carpenter Road. Existing Speed Study At a neighborhood meeting held on October 7, 2019, the residents of the Ridgewood Hills Subdivision expressed concern regarding the heavy volumes and high speeds on Triangle Drive and Avondale Road. The residents discussed the difficulty of pedestrian travel within the neighborhood due to the amount of traffic and speeding on Triangle Drive and Avondale Road. Over a number of years, the neighborhood has petitioned and the City of Fort Collins has installed several traffic calming mitigation �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 9 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM WB LT E(s2.� secs) F(so.2 secs) W B RT A A WB APPROACH E(s2.� secs) F(so.2 secs) NB T C C College/Carpenter NB RT B B (signal) NB APPROACH C C SB LT E(62.1 secs) F(94.3 secs) SB T A B SB APPROACH C C OVERALL C C WB LT E (ss.3 secs) W B RT A WB APPROACH E (ss.3 secs) NB T C College/Carpenter NB RT C (signal with adjusted timing) NB APPROACH N�A C SB LT E (�3.� secs) SB T B SB APPROACH C OVERALL C EB LT F(239.9 secs) F(1365.0 secs) College/Triangle EB RT B C (stop sign) EB APPROACH F(133.4 secs) F(599.7 secs) NB LT B C OVERALL A C EB LT C D EB T/RT D D EB APPROACH D D W B LT C D WB T/RT D E(�s.2 secs) WB APPROACH D E(ss.s secs) College/Trilby NB LT C F(91.6 secs) (signal) NB T C C NB RT B C NB APPROACH C D SB LT C C SB T C F(�o.$ secs) SB RT C C SB APPROACH C E(s3.� secs) OVERALL D E (55.4 secs) Continued on next page �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 10 Continued from previous page TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM EB LT E (5s.3 secs) EB T/RT E (5�.5 secs) EB APPROACH E (5�.2 secs) W B LT D WB T/RT E (76.2 secs) WB APPROACH E (s�.s secs) College/Trilby NB LT E(�6.o secs) (signal with adjusted timing) NB T N/A C NB RT B NB APPROACH D SB LT C SB T E (63.9 secs) SB RT C SB APPROACH E (5�.6 secs) OVERALL D NB LT/T F(so.6 secs) F(125.2 secs) N B RT C B NB APPROACH D F(5�.5 secs) Trilby/Avondale-Constellation SB LT/T/RT D D (stop sign) EB LT A A W B LT A A OVERALL A A SB LT/RT A B Triangle/Strasburg EB LT/T A A (stop sign) OVERALL A A EB A A Triangle/Avondale WB A A (roundabout) SB A A OVERALL A A WB A A Avondale/Strasburg NB A A (roundabout) SB A A OVERALL A A �� LDELICH Ridgewood Hills 51h Filing TIS, February 2020 � � rASSOCIATES Page 11 measures including speed bumps, crosswalks, and radar speed check displays. There is also a school zone on Avondale Road in the vicinity of Coyote Ridge Elementary School. This year, the City of Fort Collins installed speed bumps on Triangle Drive at two locations. Figure 6 shows the Ridgewood Hills Subdivision and the locations of the various traffic calming devices that currently exist. The City of Fort Collins obtained speed data for Triangle Drive in 2016 and for Avondale Road in 2018. In addition to this, the City recently collected data again on Triangle Drive (after the speed bumps were installed) and on Avondale Road. Triangle Drive and Avondale Road are posted at 25 mph. Tables 2 and 3 summarize the speed limits, median (50t" percentile) speeds, and critical (85t" percentile) speeds for all surveyed road segments. The median s�eed is the middle value of speeds ranked in order of magnitude. The critical, or 85t percentile speed, is the speed at or below which 85 percent of the vehicles surveyed drive, and is the primary basis for the establishment of a posted speed on a given road. Tables 2 and 3 also show the percentage of vehicles that drive greater than the posted 25 mph speed. The speed survey sheets are provided in in Appendix D. The location of the speed study on Avondale Road was just south of Flagler Road. As can be seen on Table 2, the critical speeds for Avondale Road are not significantly greater than the posted speed in 2018 or 2019. There was a slight improvement in driver behavior from 2018 to 2019 with regard to violating the posted speed. In the northbound direction, the mean speed was 25 mph in 2018 and in 2019. In 2018, approximately 55 percent of the drivers drove more than 25 mph as compared to approximately 46 percent of drivers in 2019. In the northbound direction, the mean speed was 25 mph in 2018 and in 2019. In 2018, approximately 55 percent of the drivers drove more than 25 mph as compared to 46 percent of drivers in 2019. The 85tn percentile speeds were: 29 mph northbound and 30 mph southbound in 2018; and 28 mph northbound and 27 mph southbound in 2019. The location of the speed study on Triangle Drive was just east of Strasburg Drive. As can be seen on Table 3, the critical speeds for Triangle Drive, west of College Avenue, are greater than the posted speed in 2016. In 2019, there is a substantial improvement in driver behavior with regard to violating the posted speed. In the eastbound direction (downhill grade), the mean speed was 30 mph in 2016 and was 25 mph in 2019. In 2016, approximately 91 percent of the drivers drove more than 25 mph as compared to approximately 63 percent of drivers in 2019. In the westbound direction (uphill grade), the mean speed was 28 mph in 2016 and was 24 mph in 2019. In 2016, approximately 77 percent of the drivers drove more than 25 mph as compared to approximately 52 percent of drivers in 2019. The 85th percentile speeds were: 34 mph eastbound and 32 mph westbound in 2016; and 29 mph eastbound and 29 mph westbound in 2019. The comparison of the data in Tables 2 and 3 show an improvement in driver behavior with regard to violating the posted speed over the short time period. Since installing the speed bumps, there is a significant improvement on Triangle Drive. This analysis shows that the traffic calming measures that the City of Fort Collins has implemented have significantly helped mitigate violating the posted speed. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 12 Trilby y4� a • � a 2 • .,,. u Idalia Ra�ah J 1 F/a9�er Nudson • Sedgwick StrasbUt9 � • � a w -: 'm Stoneham ✓an� P�,y� � • � a l� T � W �oy�'::: � � o Rici<:� a ieme � Sch� � • - � 1 '�► � � � ;��-� -ONE � � ��=�Ii�'° EXISTING TRAFFIC CALMING DEVICES �� �—DELICH � � �=ASSOCIATES , � � � � 0 U � � a N � /o' a° ��. 287 • - Speed Bump � - Crosswalk rTl � - Radar Speed Check u (Direction) Figure 6 Ridgewood Hills 5th Filing TIS, February 2020 Page 13 TABLE 2 Speed Study Data on Avondale Road 10 mph Str+eet SeCtlon Direction Posted IVlean 50�h 85th Pac:e %in Paoe Yolation S�eed Speed Percerrtile Perc�entile � % 2018 Deta Avondale Road Northbound 25 25 mph 25 mph 29 mph ?2-31 mph 78.8% 55.0% south of Rag�er F�ad Sa.nhbound 25 26 mph 26 mph 30 mph 22-31 mph 76.1 % 62.5% 2019 Data Avondale F�oad Nathbound 25 25 mph 24 rYph 28 mph 21-30 mph 80.6°/o 46.3% south af Ra�er RO�ad Southbound 25 24 mph 24 mph 27 rrph 21-30 mph 82.9% 39.8% TABLE 3 Speed Study on Triangle Drive Street Sec�iorl Direction � � �h � 1Pace %in Paoe Ydation Percentile Peroentile � % 2016 Drata Triangle Drive west ��'� 25 30 mph 30 mph 34 mph 27-36 mph 81.2% 90.9% Clf Cdl2g2 AV2IlU2 ��� 25 28 rTph 28 rrph 32 mph 2�34 m{�h 73.2% 76.8% 2019 Data Triangle Drive west ��� 25 25 mph 26 mph 29 mph 22-31 mph 81.2% 62.9% of Cdlege Avenue ��� 25 24 mph 25 mph 29 rrph 71-31 mph 72.1 % 51.6% �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 14 Pedestrian Facilities There are only sidewalks along College Avenue, Carpenter Road, and Trilby Road where recent development or redevelopment has occurred. There are sidewalks along Triangle Drive, Avondale Road, and along all streets within the Ridgewood Hills subdivision. Sidewalks will be incorporated within and adjacent to this development. Bicycle Facilities There are bicycle lanes along College Avenue, Triangle Drive, Trilby Road, and Avondale Road within the study area. Transit Facilities Currently, this area of Fort Collins is not served by Transfort except with the FLEX route that runs along College Avenue. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 15 III. PROPOSED DEVELOPMENT The Ridgewood Hills 5t" Filing is a residential development, located along the west side of College Avenue (US287), between Triangle Drive and Carpenter Road (SH392/Avondale Road extended) in Fort Collins. Figure 7 shows a site plan of the Ridgewood Hills 5'" Filing. The proposed Ridgewood Hills 5'" Filing will consist of 56 townhome dwelling units (Parcel A), 107 duplex dwelling units (Parcels B& C), 8 studio dwelling units (Parcel C), and 204 apartment dwelling units (Parcel D). The short range analysis (Year 2024) includes development of the Ridgewood Hills 5t" Filing site and an appropriate increase in background traffic due to normal growth and other �otential developments in the area. The site plan shows that the Ridgewood Hills 5t Filing will have access to/from Triangle Drive (via Strasburg Drive and Apartment Access) and to/from Avondale Road (extended). The long range analysis (Year 2040) includes development of the Ridgewood Hills 5t" Filing and an appropriate increase in background traffic due to normal growth and in general accordance with the Fort Collins Structure Plan. In the future (by/before the year 2040), it is expected/assumed that Avondale Road will connect to the signal at the College/Carpenter intersection through development of the property to the southeast. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information contain in Trip Generation, 10th Edition, ITE was used to estimate the trips that would be generated by the proposed/expected uses at the Ridgewood Hills 5th Filing site. A trip is defined as a one-way vehicle movement from origin to destination. Table 4 shows the expected trip generation on a daily and peak hour basis. The trip generation of the Ridgewood Hills 5th Filing resulted in 2,240 daily trip ends, 157 morning peak hour trip ends, and 198 afternoon peak hour trip ends. TABLE 4 Trip Generation AWDTE AM Peak Hour PM Peak Hour Code Use Size Rate Trips Rate In Rate Out Rate In Rate Out Parcel A 220 Ta�nhorries 56 D.U. EQ 382 EQ 6 EQ 21 EQ 22 EQ 13 Paroel B 220 Duplex 63 D.U. EQ 436 EQ 7 EQ 24 EQ 25 EQ 14 Parcel C 220 Duplex 44 D.U. EQ 292 EQ 5 EQ 17 EQ 18 EQ 10 220 Studio 8 D.U. EQ 20 EQ 1 EQ 3 EQ 4 EQ 2 Parcd D 221 Apartme�-its 204 D. U. EQ 1110 EQ 18 EQ 55 EQ 55 EQ 35 Tokal 2240 37 120 124 74 �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 16 N dN �G � � � t�,�e �e� • • i �t`a� . • 9.0 �/' j 11 a_. I _�,` ; ` � _ � , — ���� ���,�,G> �' \��_ � �' �%�- - , - - � �/� � '�� -�_ �aoo � _ � � ` �� �= ��� �� � � a�� �� �� _'I I� J � -_— : I ^ LJ �� - L� JI ;I � � � N SCALE: 1 "=300' N � C � Q N � � O U �� � Q� �� BUIIDMG TYPE BREAKDO'rVk v - q V �� /` � � � ��.\ � STUD10 8 UNITS �ndal@ R�aa � �� �' �% �� 2 STORY DUPLEX 20 UNITS -.`���. � � -1' ' BED: 30 UNITS ��% � n — �� 2 BED- 56 UNITS C:'�' // � 3 BED 3 UNITS �`�� `, � �-_—� b1JlTl FAMILY� 204 UNITS � ��� �,, � �ry �' — =� � 0'NN HOMES�. 56 UNITS f '`\� II �\ �� '^T4L UNI7$ i75 UN�TS !; �� ��' � :, , :v:. � �'�'��� i i � � •, ,I ,; � �\ `�C% � \•.�%: �; ; .`��, � oA �� �� � J , �- I�I II 0� � -;=-,;�:: I� __ ,�j 0. ,. _i � ,, ,, � ..-r�-�-_tc�=`=" ,� . - � ,�, �� � ,� r�� `,� � � , i `� .! � 1 ♦ � e�\ / ` \— ; ��� ` �.o�.., 3 j I L �� SITE PLAN �� �-DELICH � � �=ASSOCIATES I � 2s7 UL� D° � /� I Carpenter Road Figure 7 Ridgewood Hills 5th Filing TIS, February 2020 Page 17 Trip Distribution Trip distribution for the Ridgewood Hills 5th Filing was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in the area, and engineering judgment. Figure 8 shows the trip distribution for the short range (2024) and long range (2040) analysis futures. The trip distribution was agreed to by City of Fort Collins staff. Background Traffic Projections Figures 9 and 10 show the short range (2024) and long range (2040) background traffic projections, respectively. Background traffic projections for the short range (2024) future horizon were obtained by reviewing CDOT 20-year traffic factors, the North Front Range Regional Transportation Plan, and various traffic studies prepared for this area of Fort Collins. The CDOT 20-year traffic factor for College Avenue (US287) is 1.18. The CDOT 20-year traffic factor for Carpenter Road (SH392) is 1.3. It was determined that traffic volumes on Trilby Road would increase by approximately 1- 2% per year plus other developments in the area. The developments included in the short range (2024) future are the Lakeview on the Rise and the Avondale Apartments. Since it is assumed that a signal will be warranted at the College/Triangle intersection with the development of the Ridgewood Hills 5t" Filing, a signal was assumed for the short range (2024) background future. The existing traffic at the College/Triangle intersection, Trilby/Avondale-Constellation intersection, and within the Ridgewood Hills development was redistributed. According to City staff, the College/Trilby intersection will be improved with a capital improvement project in the near future. While no design plans have been done, the short range (2024) background traffic will help determine the minimum amount of geometry necessary to get the College/Trilby intersection to meet the Fort Collins operational criteria. In the long range (2040) future, it is assumed that Avondale Road will be extended to the signal at the College/Carpenter intersection through development of the property to the southeast. With Avondale Road being extended to College Avenue, a significant amount of existing (and future) traffic using Triangle Drive and Avondale Road will choose to utilize the signal at the College/Carpenter-Avondale intersection. The long range (2040) background traffic volumes shown in Figure 10 reflect this redistribution of traffic. Trip Assignment/Total Traffic Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 11 shows the short range (2024) site generated peak hour traffic assignment. Figure 12 shows the site generated peak hour traffic assignment with the Carpenter Road connection with Avondale Road. Figures 13 and 14 show the respective short range (2024) and long range (2040) total (site plus background) peak hour traffic assignment. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 18 SCALE: 1 "=1000' TRIP DISTRIBUTION Figure 8 �� �-DELICH �� �-ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 19 � 0 .� a� � c 0 U � �n �' c� � 23/24 m I � � 429/764 �r ; 40/123 50/32 � 1 � � 666/495 i � 83/65 � � � � � M \� � am o� � Q' Trilby � N co v rn N O N rn�r �193/112 � � � � 222/360 94/145 246/169 � � � � 334/252 i I I 229/158 � N � � 00 � o f� N � � � � -� w�, �� g3�39 n, � � ,� 1j3 �o �� gtrasbuc9 � � Q c�S� W O ��3 ,�°' _-���\4' � � q�\`� A�, � � ��, � � S�c�Q � �� �-\� c�9i � �,�i, ,� � O� � � ,���'���3 /� �� o� � ► AM/PM m � m 0 U N Lf) � � � N � � �� � O � M � � 1 �p�\6��� A� ��`�` ��1� � -/ � � i 144/80 � 109/60 � � � � � � M W Triangle �15 � � Z0�\,��� SHORT RANGE (2024) BACKGROUND PEAK HOUR TRAFFIC �� �—DELICH o� �� °NI° `��' � 271 /412 1 � � 327/376 1 t � Carpenter r M N I� O N M � � m � M M / ,. Figure 9 �� �—ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 20 � 0 .� a� � c 0 U 0 0 � � o � 30/35 �I �I m f 430/850 J 1 � � 45/130 �` 1 60/45 � � � � 815/590 i I I 85/65 � � � � � M \� � am o� � Q' Trilby 0 � o � �n o�rn �n � � � 205/115 �I � � f 215/385 J � � � 210/275 � 290/205 � � � � 395/300 i I I 320/260 � M � N in o M l(J (O N � � .� o �.� g51 �0 o�', � �015 � `� gtrasbuc9 � � cr c°'r v� � 0 ��o ,�O �/O ,��,�� � �� 2s/ � \ 2�.�2 `�O S��s'`S�� �-\�,"��i � � , % Qo O�A s S p����`'� ��� �' �4j� \„�O �O m � m 0 U � o> � � 3 �� ..o o v � �� � i 1 ✓� � 0 'G�'Li �� p\6�'� 1 ,/ � � O`s o`�o ��\ 0 1951155 J � � 5512� � � o � �� � �, Triangle � 2 o � ���\ 1� /� O� 7' 105`�Q� �'Li � AM/PM Rounded to Nearest 5 Vehicles �o�n ��v � rn `r'm � 300/445 �� M 55/90 j � � 410/480 120/205 —�" 1 � r- Carpenter 60/70 I � 95/150 � � � � o `o � � �n v N LONG RANGE (2040) BACKGROUND PEAK HOUR TRAFFIC �� �—DELICH / , Figure 10 �� �—ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 2�1 � 0 .� a� / , :nter SHORT RANGE (2024) SITE GENERATED PEAK HOUR TRAFFIC Figure 11 �� �-DELICH �� �-ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 2�2 � 0 .� m m SITE GENERATED PEAK HOUR TRAFFIC / , :nter WITH CARPENTER ROAD CONNECTION Figure 12 �� �-DELICH �� �-ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 2�3 � 0 .� a� � c 0 U �n `� c� � 23/24 m � r I � � � 431/766 /rl 40/123 50/32 � 1 � � 667/497 i I I 84/69 � � � � CO M \� am oc � Q � �'� �i 63139 o, Q ��1j3 w �� gtrasbUc9 � � Q � W N \�� �O s��o�� "� 3 �/ �\ / � �� �9 � � \•` s/9'� o� Qs� \�'�� �'sr s'�'�'\-�� � / / � ��\���� �� �� O� � � � o ad�0 � AM/PM Trilby �� gh���3�b -/ �3 I / i d' N � � rn N � N rn cfl � � 193/112 �I � � � 222/360 J � � � 98/157 � 246/169 � � � � 3341252 i I I 230/160 � N N � O 00 � O � � � N � � ��� �/ �o,� s � �� .�3�`��0� '9.0 d � ��c� s����`/ � � � @ O � ���� � 2�� �/ �3\��,L Q� � � a� � � 0 U / ,_ N � � � � � `O O f) � I 2061119 � � f � � 163193 � � � O�� �j � � � � � v ao � ,� � '1'p ��'� Triangle o�� � �//� 'Li ,Lo� ,1,0�` �O� SHORT RANGE (2024) TOTAL PEAK HOUR TRAFFIC �� �—DELICH � � �=ASSOCIATES M N� 0I0 � � 278/436 1 � � 327/376 1 � � Carpenter � N O O M M � � M � d' M Figure 13 Ridgewood Hills 5th Filing TIS, February 2020 Page 24 � 0 .� m � c 0 U � 'n o � 30/35 �I �I M � 435/855 J 1 � � 45/130 � 1 60/45 � � � � 815/595 i I I 90/70 � � � � o � \� a`° o� � � ca o �� g5140 �r�`� ���IS � � StrasbUc9 � � CS � O CP C�S� a`II o��� � � ..'- /�.t�\� h / � c's � � � �i �O S�c�s p �� �� �o � / � �SiQ �'O � �iA O S O�^� h ��� �' ��� \n�0 �� Trilby �O ����'�L�' �,�O / I 0 M O CO Ln O O 6) � r> � � 205/115 �I � � � 215/385 J � � � 215/285 � 290/205 � � � � 395/300 i I I 320/265 � � � N \ o � o v�nr� N � � '-� �'s� �/ tio,�'s �\�o ��� ti� �° 9'b� � 9cc� s����/ � 0 o U M �fJ N � O � � � � 1 2451�g5� � � 75130 � o � � \ 7 � tN`4 �� (n �0\ �� 20'� s �/-/ ��\o��'� / � � o / ,_ � �s `�o � �; rn \ N ) �\ O / 1 \ �O M � Triangle �� ��/ ��2is,y �����`0��� o�' � � AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2040) TOTAL PEAK HOUR TRAFFIC �� �—DELICH � � �=ASSOCIATES � O O � � � � o rn � 305/455 � � M � � � 60/105 410/480 135/215 � 1 � � Carpenter 75/80 � 115/160� No� in o 00 0 co v N Figure 14 Ridgewood Hills 5th Filing TIS, February 2020 Page 25 Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. The College/Trilby and College/Carpenter intersections are currently signalized. For the roads in the vicinity of the Ridgewood Hills 5th Filing, four hour and/or eight hour signal warrants are applicable. These warrants require much data and are applied when the traffic is actually on the area road system. It is acknowledged that peak hour signal warrants should not be applied, but since the peak hour forecasts are readily available in a traffic impact study, it is reasonable to use them to estimate whether other signal warrants may be met. If peak hour signal warrants will not be met at a given intersection, it is reasonable to conclude that it is not likely that other signal warrants would be met. If peak hour signal warrants are met, it merely indicates that further evaluation should occur in the future as the development occurs. However, a judgment can be made that some intersections will likely meet other signal warrants. Using the short range (2024) background peak hour traffic (Figure 8), the peak hour signal warrant will likely be met in the morning and afternoon peak hour at the College/ Triangle intersection. Based on the peak hour signal warrant, it is likely that other volume based signal warrants would be met at the College/Triangle intersection in the short range (2024) future. Using the short range (2024) background and total peak hour traffic (Figures 8& 12), the peak hour signal warrant will not be met in the peak hours at the Trilby/Avondale-Constellation intersection. The peak hour signal warrant analyses are provided in Appendix E. Geometry Figure 15 shows a schematic of the minimum short range (2024) intersection geometry. According to City staff, a substantial capital improvement project will occur at the College/Trilby intersection in the near future. Since the design of the improvements at the College/Trilby intersection has not occurred, the geometry will be based upon achieving the Fort Collins operational criteria. The geometry shown at this intersection was also suggested by City staff. At the College/Carpenter intersection, the westbound and southbound left-turn volumes exceed the 300+ vehicles per hour "rule of thumb" that would require dual left-turn lanes. However, single westbound and southbound left-turn lanes were analyzed in this TIS for the short range (2024) future. The queue lengths associated with these single left-turn lanes are likely to become excessive. At the Trilby/ Avondale-Constellation intersection, an eastbound riq�ht-turn lane is required based upon the existing traffic volumes. The Ridgewood Hills 5t Filing does not directly impact this right-turn volume significantly with 1 and 4 vehicles in the respective morning and afternoon peak hours. These volumes are approximately 1.2 percent and 5.7 percent of the total volumes in the respective morning and afternoon peak hours. All the other key intersections do not require additional auxiliary turn lanes and the existing geometry can remain. However, at the College/Triangle intersection, the auxiliary lanes on Triangle Drive approaching College Avenue should be lengthened. At the Trilby/Avondale-Constellation �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 26 � 0 .@ � � c 0 U � n /� � ��� � / �a, a`° o� � Q �` � �i/ Stcasbuc9 �O� ` � �� � � �O � � � � ��o � ad�� � � N � ' /� � � � � � _ � _ � Trilby / /i � �� � �,o � ��c�s����/ a� � � N @ � � � �� 5�� � Triangle � � - Denotes Lane �- Two-way Continuous Left-turn Lane � a� � a� 0 U � � � � � � � � � � � � � Carpenter SHORT RANGE (2024) GEOMETRY Figure 15 �� �—DELICH �� �—ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 2�7 intersection, Avondale Road-Constellation Drive have all movements combined in single lanes. However, there is enough width on Avondale Road for right-turning vehicles to form their own lane approaching Trilby Road. Therefore, Avondale Road was analyzed with a two-lane approach with a northbound left-turn/through combined lane and a northbound right-turn lane. Figure 16 shows a schematic of the long range (2040) geometry. The geometry at the key intersections in the long range future was determined based upon achieving acceptable operation, meeting the geometric criteria in LCUASS, and the City of Fort Collins Master Street Plan. Operation Analysis Operation analyses were performed at the College/Carpenter (Avondale Road extended), College/Triangle, College/Trilby, Trilby/Avondale-Constellation, Triangle/ Apartment Access, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections. The operations analyses were conducted for the short range future, reflecting a year 2024 condition, and long range future, reflecting a year 2040 condition. As mentioned earlier, a signal will be warranted at the College/Triangle intersection with the development of the Ridgewood Hills 5t" Filing. Therefore, a signal was assumed for the short range (2024) background future. The long range (2040) analysis is provided for informational purposes and to identify potential operational and/or geometric issues. Using the short range (2024) background traffic volumes shown in Figure 8, the College/Carpenter, College/Triangle, College/Trilby, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections operate as indicated in Table 5. Calculation forms for these analyses are provided in Appendix F. All of the key intersections meet the Fort Collins criteria with regard to operation using the recommended control, geometry, and signal timing. At the Trilby/Avondale-Constellation stop sign controlled intersection, the calculated delay for the northbound minor street left turns is commensurate with level of service F. Since it is likely that a signal will be installed at the College/Triangle intersection with the Ridgewood Hills 5t" Filing, the operation analysis was conducted for this condition. Using the long range (2040) background traffic volumes shown in Figure 9, the key intersections operate as indicated in Table 6. Calculation forms for these analyses are provided in Appendix G. Using the short range (2024) total traffic volumes shown in Figure 12, the key intersections operate as indicated in Table 7. Calculation forms for these analyses are provided in Appendix H. The College/Carpenter, College/Triangle, College/Trilby, Trilby/ Avondale-Constellation, Triangle/Apartment Access, Triangle/Strasburg, Triangle/ Avondale, and Avondale/Strasburg intersections will meet the Fort Collins operational criteria with recommended control, geometry, and signal timing. At the Trilby/Avondale- Constellation stop sign controlled intersection, the calculated delay for the northbound minor street left turns is commensurate with level of service F. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 28 � 0 .� a� � c 0 U � � � � � � �� am o� � Q � � � � � � � � / , Trilby ` � ''� -� � � -� � / /i// � �8 � 9p d 9�,c� s,����/ �` � �// Strasb��9 �O� ` � � a`II 0 � Q / � � 1 O y / � � � � � � � 'L^ vJ � � �� 5�� �Triangle � � - Denotes Lane �- Two-way Continuous Left-turn Lane � a� � m 0 U � � � � � � � �� � � � � � �� Carpenter LONG RANGE (2040) GEOMETRY Figure 16 �� �—DELICH �� �—ASSOCIATES Ridgewood Hills 5th Filing TIS, Febru Page 29 TABLE 5 Short Range (2024) Background Peak Hour Operation Intersection Movement Level of Service AM PM WB LT E(s5.3 secs) E(��.4 secs) W B RT A A WB APPROACH E(s5.3 secs) E(��.4 secs) NB T C D College/Carpenter NB RT B C (signal with single WB & SB left- NB APPROACH C D turn lanes) SB LT D D SB T A A SB APPROACH B B OVERALL C C EB LT D E(s1.s secs) EB RT A A EB APPROACH D E(s�.6 secs) NB LT A A College/Triangle NB T A A (signal) NB APPROACH A A SB T B A SB RT A A SB APPROACH B A OVERALL B A EB LT D E(ss.5 secs) EB T D D EB RT C C EB APPROACH D D WB LT D E(5s.s secs) WB T D E(s5.� secs) W B RT D D College/Trilby WB APPROACH D E(s3.o secs) (signal with dual NB & SB left-turn NB LT D E(ss.� secs) lanes) NB T C B NB RT B B NB APPROACH C C SB LT D E(s2.5 secs) SB T B D SB RT B B SB APPROACH C D OVERALL C D Continued on next page �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 30 Continued from previous page TABLE 5 Short Range (2024) Background Peak Hour Operation Intersection Movement Level of Service AM PM NB LT/T F(� �0.3 secs) F(�8s.2 secs) NB RT C B NB APPROACH E(4s.� secs) F(�s.3 secs) Trilby/Avondale-Constellation SB LT/T/RT D E(42.4 secs) (stop sign) EB LT A A W B LT A A OVERALL A A SB LT/RT B B Triangle/Strasburg EB LT/T A A (stop sign) OVERALL A A EB A A Triangle/Avondale WB A A (roundabout) SN A A OVERALL A A WB A A Avondale/Strasburg NB A A (roundabout) SB A A OVERALL A A �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 31 TABLE 6 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D D EB T D E(�o.o secs) EB RT A A EB APPROACH D E(5s.2 secs) WB LT E(56.8 secs) E(71.8 secs) WB T D E(s9.3 secs) W B RT A A WB APPROACH E(5s.5 secs) E(�1.4 secs) College/Carpenter-Avondale NB LT D E(76.0 secs) (signal) NB T D D N B RT C C NB APPROACH D D SB LT D E(s�.� secs) SB T B D SB T/RT B D SB APPROACH C D OVERALL C D EB LT D E(ss.4 secs) EB RT A A EB APPROACH D E(ss.4 secs) NB LT A A College/Triangle NB T A A (signal) NB APPROACH A A SB T A A SB T/RT A A SB APPROACH A A OVERALL A A Continued on next page �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 32 Continued from previous page TABLE 6 Long Range (2040) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D E(77.o secs) EB T D E(642.6 secs) EB RT C D EB APPROACH D E(64.7 secs) WB LT D E(73.5 secs) WB T D E(75.9 secs) W B RT D D WB APPROACH D E(7.8 secs) College/Trilby NB LT D E(64.1 secs) (signal) NB T A A NB RT A A NB APPROACH B B SB LT D E(69.1 secs) SB T C D SB RT B C SB APPROACH C D OVERALL C D EB LT A A EB T A A EB RT A A EB APPROACH A A W B LT A A Trilby/Avondale-Constellation WB T/RT A A (signal) WB APPROACH A A NB LT/T D E(65.0 secs) NB RT D D NB APPROACH D E(64.9 secs) SB LT/T/RT D E(66.7 secs) OVERALL A A NB LT/T/RT A A SB LT/T/RT B B Triangle/Strasburg EB LT/T/RT A A (stop sign) Wg LT/T/RT A A OVERALL A A EB A A WB A A Triangle/Avondale NB A A (roundabout) SB A A OVERALL A A WB A A Avondale/Strasburg NB A A (roundabout) SB A A OVERALL A A �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 33 TABLE 7 Short Range (2024) Total Peak Hour Operation Intersection Movement Level of Service AM PM W B LT E(65.3 secs) E(76.6 secs) W B RT A A WB APPROACH E(65.3 secs) E(�6.6 secs) NB T C E(55.5 secs) College/Carpenter NB RT B C (signal with adjusted timing and NB APPROACH C E(2.�� secs) single WB & SB left-turn lanes) SB LT D E(�s.s secs) SB T A B SB APPROACH B C OVERALL C D EB LT D E(�o.� secs) EB RT A A EB APPROACH D E(s�o.� secs) NB LT B A College/Triangle NB T A A (signal) NB APPROACH A A SB T C A SB RT B A SB APPROACH C A OVERALL B A EB LT D E(ss.s secs) EB T D D EB RT C D EB APPROACH D E(5s.s secs) W B LT D D WB T D E(�s.4 secs) W B RT D D College/Trilby WB APPROACH D E(s�.5 secs) (signal with dual NB & SB left-turn NB LT D E(��.s secs) lanes) NB T C A NB RT B A NB APPROACH C B SB LT D E(69.45 secs) SB T B E(56.1 secs) SB RT B C SB APPROACH C D OVERALL C D Continued on next page �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 34 Continued from previous page TABLE 7 Short Range (2024) Total Peak Hour Operation Intersection Movement Level of Service AM PM NB LT/T F(12�.� secs) F(186.2 secs) NB RT C B NB APPROACH F(55.o secs) F(�s.3 secs) Trilby/Avondale-Constellation SB LT/T/RT D E(42.4 secs) (stop sign) EB LT A A W B LT A A OVERALL A A NB LT/RT B A Triangle/Apartment Access �/g LT A A (stop sign) OVERALL A A NB LT/T/RT A A SB LT/T/RT B C Triangle/Strasburg EB LT/T/RT A A (stop sign) Wg LT A A OVERALL A A EB A A Triangle/Avondale WB A A (roundabout) SN A A OVERALL A A WB A A Avondale/Strasburg NB A A (roundabout) SB A A OVERALL A A �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 35 Using the long range (2040) total traffic volumes shown in Figure 13, the key intersections operate as indicated in Table 7. Calculation forms for these analyses are provided in Appendix I. Pedestrian Level of Service Appendix J shows a map of the area that is within 1320 feet of the Ridgewood Hills 5th Filing. There will be four pedestrian destinations within 1320 feet of the Ridgewood Hills 5th Filing. These are: 1) the residential neighborhood (Ridgewood Hills) to the north and west of the site, 2) the Coyote Ridge Elementary School; 3) the residential neighborhood (Victoria Estates) to the east of the site, and 4) the commercial area to the southeast of the site. Appendix J also contains a map that shows the existing/planned pedestrian facilities within the influence area. This site is in an area type termed "school walking area" (for Coyote Ridge E.S.) and "other." The minimum level of service for "school walking area" is B, except for the category of Visual Interest & Amenities which is C. The "school walking area" criteria should only apply to Coyote Ridge Elementary School. The minimum level of service for "other" is C. In this pedestrian analysis, it is assumed that all of the sidewalks related to the Avondale Apartments are built, since it is an approved development. • Directness — The distance ratio to all pedestrian destinations is less than 1.2 (LOS A), since there will be the opportunity to have a pedestrian crossing of College Avenue with the proposed signal at the College/Triangle intersection. • Continuity — The continuity to pedestrian destinations 1 and 2 will be acceptable at LOS B, since there will be direct connection of the sidewalk system to the north and to the west. The continuity to pedestrian destinations 3 and 4 is at LOS D and E, respectively, since there are no sidewalks within Victoria Estates and no sidewalk along the east side of College Avenue. • Street Crossings — The street crossings to pedestrian destinations 1 and 2 will be acceptable at LOS B, since the street crossings are all at local residential streets. The street crossings to pedestrian destinations 3 and 4 is at LOS C, since it requires crossing College Avenue. . • Visual Interest and Amenity — The visual interest and amenity to pedestrian destinations 1 and 2 is acceptable at LOS B, since most of the sidewalks have some landscaped parkways and a residential neighborhood character. The visual interest and amenity to pedestrian destinations 3 and 4 is at LOS D and E, respectively, since there are no sidewalks in this area on the east side of College Avenue. • Security — The security to pedestrian destinations 1 and 2 is acceptable at LOS B, since most of the sidewalks are adjacent to residential land uses and the area has a residential neighborhood character. The security to pedestrian destinations 3 and 4 is at LOS C and D, respectively, since there are no sidewalks in this area on the east side of College Avenue. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 36 TABLE 8 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT D D EB T D E(69.9 secs) EB RT A A EB APPROACH D E(58.8 secs) WB LT E(56.8 secs) E(71.8 secs) W B T D E(68.9 secs) W B RT A A WB APPROACH E(56.5 secs) E(7�.3 secs) College/Carpenter-Avondale NB LT D E(�s.s secs) (signal) NB T D D N B RT C C NB APPROACH D D SB LT D E(67.3 secs) SB T B D SB T/RT B D SB APPROACH C D OVERALL C D EB LT D E 70.6 secs EB RT A A EB APPROACH D E(70.6 secs) NB LT A B College/Triangle NB T A A (signal) NB APPROACH A A SB T A A SB T/RT A B SB APPROACH A B OVERALL A A EB LT D E(77.0 secs) EB T D E(63.7 secs) EB RT C D EB APPROACH D E(65.5 secs) WB LT D E(74.3 secs) WB T D E(75.9 secs) W B RT D D WB APPROACH D E(74.o secs) College/Trilby NB LT D E(sa.2 secs) (signal) NB T A A NB RT A A NB APPROACH B B SB LT D E(69.1 secs) SB T C D SB RT B C SB APPROACH C D OVERALL C D Continued on next page �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 37 Continued from previous page TABLE 8 Long Range (2040) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT A A EB T A A EB RT A A EB APPROACH A A W B LT A A Trilby/Avondale-Constellation WB T/RT A A (signal) WB APPROACH A A NB LT/T D E(65.0 secs) NB RT D E(60.8 secs) NB APPROACH D E(64.7 secs) SB LT/T/RT D E(66.5 secs) OVERALL A A NB LT/RT B A Triangle/Apartment Access Wg LT A A (stop sign) OVERALL A A NB LT/T/RT A A SB LT/T/RT B B Triangle/Strasburg EB LT/T/RT A A (stop sign) WB LT/T/RT A A OVERALL A A EB A A Triangle/Avondale WB A A (roundabout) SN A A OVERALL A A WB A A Avondale/Strasburg NB A A (roundabout) SB A A OVERALL A A �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 39 Acceptable pedestrian level of service will be achieved for pedestrian destinations 1 and 2(Ridgewood Hills & Coyote Ridge Elementary School) within 1320 feet of the Ridgewood Hills 5t" Filing. Pedestrian level of service is not achieved for the continuity, visual interest & amenity, and security categories to pedestrian destinations 3 and 4. This is due to the fact that there are no sidewalks in this area on the east side of College Avenue. The Pedestrian LOS Worksheet is provided in Appendix J. The future signal at the College/Triangle intersection will provide safe crossing of College Avenue for students attending Coyote Ridge Elementary School. Bicycle Level of Service Appendix J shows a map of the area that is within 1320 feet of the Ridgewood Hills 5th Filing. There will be one bicycle destinations near the Ridgewood Hills 5tn Filing. This is: 1) Coyote Ridge Elementary School to the northwest of the site. The Bicycle LOS Worksheet is provided in Appendix J. The minimum level of service for this site is C. This site is connected to Triangle Drive and Avondale Road. Therefore, it is concluded that level of service B can be achieved. Transit Level of Service Expansion of Transfort service to this area will likely be made by the City of Fort Collins, when appropriate. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 40 IV. CONCLUSIONS This study assessed the impacts of the Ridgewood Hilis 5t" Filing on the street system in the vicinity of the proposed development in the short range (2024) and long range (2040) futures. As a result of this analysis, the following is concluded: - The development of the Ridgewood Hills 5t" Filing is feasible from a traffic engineering standpoint. At full development, the Ridgewood Hills 5th Filing will generate approximately 2,240 daily trip ends, 157 morning peak hour trip ends, and 198 afternoon peak hour trip ends. - Currently, at the College/Carpenter and College/Trilby intersections, some movements, approach legs, and overall do not meet the Fort Collins operational criteria with existing control and geometry. Adjustments to the City's current signal timing resulted in acceptable operation of these intersections with regard to delay. The operation of the other key intersections currently meets the Fort Collins operational criteria with existing control and geometry. are currently operating acceptably with existing control and geometry in the morning and afternoon peak hours, except for the eastbound left-turn at the College/Trilby intersection in the afternoon peak hour. Adjustments to the City's current signal timing resulted in acceptable operation of the intersection with regard to delay. - At the College/Carpenter intersection, the westbound and southbound left-turn volumes exceed the 300+ vehicles per hour "rule of thumb" that would require dual left-turn lanes. However, single westbound and southbound left-turn lanes were analyzed in this TIS for the short range (2024) future. The queue lengths associated with these single left-turn lanes are likely to become excessive. - The College/Carpenter and College/Trilby intersection is currently signalized. The College/Triangle intersection is likely to meet signal warrants with the development of the Ridgewood Hills 5t" Filing. Therefore a signal is proposed at the College/Triangle intersection. - In the short range (2024) future, given development of the Ridgewood Hills 5'n Filing and an increase in background traffic, the College/Carpenter, College/ Triangle, College/Trilby, Trilby/Avondale-Constellation, Triangle/Strasburg, Triangle/Avondale, and Avondale/Strasburg intersections will meet the Fort Collins operational criteria with recommended control, geometry, and signal timing. At the Trilby/Avondale-Constellation stop sign controlled intersection, the calculated delay for the northbound minor street left turns is commensurate with level of service F. - In the long range (2040) future, given development of the Ridgewood Hills 5t" Filing and an increase in background traffic, the key intersections will meet the Fort Collins operational criteria, overall, with the recommended geometry and control. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 41 The short range (2024) geometry is shown in Figure 15. According to City staff, a substantial capital improvement project will occur at the College/Trilby intersection in the near future. Since the design of the improvements at the College/Trilby intersection has not occurred, the geometry will be based upon achieving the Fort Collins operational criteria. At the Trilby/Avondale- Constellation intersection, an eastbound right-turn lane is required based upon the existing traffic volumes. The Ridgewood Hills 5t" Filing does not directly impact this right-turn volume significantly with 1 and 4 vehicles in the respective morning and afternoon peak hours. - The long range (2040) geometry is shown in Figure 16. Acceptable level of service is achieved for bicycle and transit modes based upon the measures in the multi-modal transportation guidelines and future improvements to the street system in the area. Acceptable pedestrian level of service can be achieved for all pedestrian destinations. �� LDELICH Ridgewood Hills 5th Filing TIS, February 2020 � � rASSOCIATES Page 42 � �.����_11��, Chapter 4 — Atiachmenis Aitachment A Transportation Impact Study Base Assumptions Project Informahon Pmject Name � j�� Project Location �� TIS Assamptions Tyge of Study Study Area Baundaries 5tudy Years Future Traffic Grawch Rate Study Intersections Time Feriod for Study Trip Generation Rates Trip Adjushnent Factors Overall Trip Distribution Mode Split Assumptions Committed Raadway Imgrovements Fult: ��.5 North: ��t�rUG�E East: eo� L�� G Short Range: Z pG C �oT op usZ s I. AIl access drives k� 1, Intermediate: ,(f� South: Cit� ,�uY� West:� A Long Raage: �¢p Z � o rN�� �O4G�6E � G E �' i2cRAJGL� riPAs �G_ �- 2rA�GLE��1�1�� ..7:00-9: .4: -b:a u SatNoon: �(jp i'F � Cr. l0� - A gt� Passby: � Captive � R Marke� N A SEE ATTACHED SKETCH rrY �oV �DG �,aus bR �oGc.��.a�u� - �n�t-v„t-J or��..a �-iS,SL.- OtherTraffic Studits �r��ss' � �o �vo�bR�.6 �Frg {�-;k��w.��? :It�l.} � 1 L� � � ��� ' r'� � �57�1�-4 �L-�L il T-- �vO� r A.reas Requiring Specia! StudY .�, S;�►-�,�� �r! �� ti�rl.�r„� - W��� R�i�n., �ate: t�uc u s Y ! ZD! � - ��v�r�,,l� ��:1b.` Traffic Engineer. �� 1 C(� l4f-S S 4 Cr �T& S Local Entiry Engineer. 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I�\_�.����_11� � DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\�_ti� R = right tum S = straight L = left tum Date: 4/10/2018 Observer: City af Fat Collins Jurisdiction: Fort Collins I �.'-•i��i 11'.-S?'':tr Ir1t�"SE�IOtI: College/Carper�ter • •• • • '�' • �• • • '�' r, r,� •• • �. •• � . �' r. •�. :.. � 00��00�� ' ' 00��00�� �.� � � I �� _• �O�m�O����Om� •� ��� ��� •• ��m�� • � ���Om�m� - - : .� :,, �mm�� •• �0����Om����� �� •� m�mm� �� ����0 �• ����� ���mm� •� ��0����0��� ., . � :: ��m��m��0 � � ���0 �� �� � � � „ �m �� O�m�O����Om��� •� ., �� �� m��m�0 � � ���O��m �� � � � DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\� ti� R = right tum S = straight L = left tum Date: 8/1/2019 Observer: Vdde Jurisdiction: Fort Collins Day: Thursclay Ir1te�'Sec;tiOn: Collegerfriangle • •• • • '�' • �• • • '�' r, r,� •• • . •' �. •• � r. •�. :.. � 00��00�� ' ' 00��00�� �.� � � I �Om���m0 � � �m��0���00� �Om�0�m0 �� �m�m0���0 �• � :,, m�����00�m�m0���00� �Om�0��0 „ �: m��0���0 -� .: ���m�������0�m0���00 .. �� �• ��� � • m0�m�m � ���00 : , „ ���O�mm� _ � 0�0����0� : � �� �• �0� _• m��m�m����0� : : DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\�_ti� R = right tum S = straight L = left tum Date: 6/12/2018 Observer: City af Fat Collins Jurisdiction: Fort Collins I �.'-•��i �1'.-S?'':tr Irlte�'Se(;tiOn: CollegeJ'frilby Time Northbound: College So��thbound: College Total Eastbound: Trilby Vlilestbound: Trilby Total Total Begins L S R Tatal L S R Total northlsouth L S R Total L S R Total east/west AII 7:30 36 264 15 315 20 175 8 203 518 53 89 45 187 19 60 43 122 309 $27 7:45 27 286 23 336 17 170 19 206 542 65 88 59 212 22 46 41 109 321 863 8:00 36 293 18 347 25 158 25 208 555 55 57 46 158 24 37 50 111 269 $24 8:15 41 294 19 354 17 163 20 Z00 554 47 70 56 173 17 36 37 90 263 $17 4:30 57 261 21 339 41 319 62 422 761 34 63 46 143 37 81 22 140 283 1044 4:45 69 260 19 348 39 321 44 404 752 44 67 49 160 29 82 31 142 302 1054 5:00 58 285 22 365 38 327 69 434 799 42 48 27 117 29 73 21 123 240 1039 5:15 57 326 31 414 44 336 70 450 $64 43 68 57 168 27 84 23 134 302 1166 DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\� ti� R = right tum S = straight L = left tum Date: 8/27/2019 Observer: Diane Jurisdiction: Fort Collins I �.'-•��i �1'.-S?'':tr Irlter'SPfitiOn: Trilby/Avor�dale-Coristellation Time Northbound: Avor�dale Southbound: Constellation Total Eastbound: Trilby Vlilestbound: Trilby Tatal Total Begins L S R Tatal L S R Total northlsouth L S R Total L S R Total east/west AII 7:30 11 0 56 67 5 0 7 12 79 5 171 19 195 11 101 6 118 313 392 7:45 13 0 42 55 2 1 9 12 67 21 160 47 228 12 97 6 115 343 410 8:00 21 2 54 77 3 0 9 12 $9 14 163 9 186 13 113 9 135 321 410 8:15 13 2 32 47 3 0 10 13 60 10 127 6 143 5 111 4 120 263 323 4:30 10 0 19 29 2 0 12 14 43 6 107 13 126 25 171 7 203 329 372 4:45 13 1 22 36 1 0 2 3 39 11 101 16 128 30 166 4 200 328 367 5:00 15 0 29 44 2 3 7 12 56 10 112 11 133 29 174 10 213 346 402 5:15 9 1 21 31 3 0 8 11 42 5 119 17 141 39 174 3 216 357 399 DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\� ti� R = right tum S = straight L = left tum Date: 8/6J2019 Observer: Vdde Jurisdiction: Fort Collins I �.'-•��i �1'.-S?'':tr Irlte�'Sec;tiOn: Triangle/Strasburg • •• • • �• • � .�� • r, r,� •• • . •' �. •• � . •' r. •�. :.. � 00��00�� ' ' 00��00�� �.� � � I ����Om�O��Om�0�m0�00 ����Om�0��0��0�0000 - . :,, ���00�000om���m0� �� � ����00�000om�0�00�00 �����00�0000����mm0 � � ����00�000om����m0�� „ ���00�000om���mm � :: � ����00�000om����m� � � � DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\� ti� R = right tum S = straight L = left tum Date: 8/28/2019 Observer: Vdde Jurisdiction: Fort Collins I �.'-•'tr��i�T Ii'.'.?' :1t1 Irlter'Sec;tiOn: Triangle/Avor�dale Time Northbound: Southbound: Avondale Total Eastbound: Triangle Vlilestbound: Triangle Tatal Total Begins L S R Tatal L S R Total northlsouth L S R Total L S R Total east/west AII 7:30 0 8 1 9 9 4 17 21 6 5 11 32 41 7:45 0 15 1 16 16 5 19 24 6 5 11 35 51 8:00 0 5 2 7 7 5 17 22 2 3 5 27 34 8:15 0 6 1 7 7 4 15 19 12 9 21 40 47 I�...��.�����.�.mm ` � .. �...��.����m.�.�m� y � �� ...��.����m.�.mm��� �...��.����m.�.��� • • � DELICH A.S.SO(�ATES 2272 GIFNI HAVENI DRIVE LO�IEJ_AND, C0 80538 Phor�e: 970 669-2061 = � — = .�_ 1 lLll �_� �.. � � �!_ _ �i�l _\� ti� R = right tum S = straight L = left tum Date: 8/27/2019 Observer: Vdde Jurisdiction: Fort Collins I �.'-•��i �1'.-S?'':tr Irlter'Sec;tiOn: StrasburglAvorxYale • •• • • �c - • �• • • •c ' r r,� •• • •• � � �• • r • :.. � 00��00�� • ' 00��00�� �.� � � I ��m000m�00���00�m��� �� '' QOOm�O ' � ���OO�m00� : �� �m0om0��0���00�m��0 ��m0�m0��0���00�m�� .. I��OQOm0��0���00�m��� ��m0�mm��0���00�m��0 �� �m0�m0�0����00�m��0 ��m0��m�� '' ���00�0��0 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB Start Time 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 Lane Da� AM Peak Vol. PM Peak 15-Oct-18 SB NB 0 0 0 Tue SB NB 57 74 61 79 60 65 82 62 119 128 140 114 126 103 90 86 57 32 56 34 33 23 11 7 3 3 895 810 1705 11:00 11:00 57 74 16:00 15:00 Comb. 0 1705 Total ADT ADT 2,539 AADT 2,539 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume Wed Thu SB NB SB NB 0 1 9 6 4 0 2 1 0 1 4 3 2 1 1 3 1 10 7 6 5 19 6 20 25 47 22 47 76 114 139 155 100 146 64 119 70 114 * ` 41 66 ` � 66 94 * * 73 66 ` ` 66 71 * " 81 66 * ' 100 103 ' ` 119 118 ' � 124 106 ` * 80 87 " ` 55 41 ' * 57 24 ` ` 26 11 * * 12 11 * * 13 6 " " 1196 1323 254 360 2519 614 08:00 08:00 07:00 07:00 100 146 139 155 17:00 16:00 - - 'I�d 11R _ _ 2519 614 Fri SB NB . . 0 0 0 0 Sat SB NB 0 0 0 0 Page 1 Site Code: AV001-SN-186 Date Start: 16-Oct-18 Date End: 18-Oct-18 Sun Week Average SB NB SB _ NB_ ' 4 4 � 3 0 ' 2 2 " 2 2 ' 4 8 � 6 20 ' 24 47 * 108 134 ' 82 132 ' 70 114 � 41 66 ` 62 84 ' 67 72 " 63 68 ' 82 64 ' 110 116 � 130 116 � 125 104 ' 85 86 � 56 36 ' 56 29 " 30 17 ' 12 9 ' 8 4 0 0 1232 1334 0 2566 - - 07:00 07:00 108 134 - - 16:00 15:00 _ _ 1 '�!1 1 'I F 0 2566 Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB Start Time 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 Total Da� AM Peak Vol. PM Peak 11 /5/2019 11 /6/2019 NB SB NB SB ' 0 7 ' 2 2 " 0 2 ` 1 1 ` 8 0 ` 23 8 ` 62 31 * 141 64 * 167 111 " 64 38 ` 67 44 60 59 77 59 57 60 62 59 59 58 64 53 63 107 66 105 119 84 106 88 96 113 127 117 91 109 66 147 65 72 68 64 31 48 41 43 12 38 26 57 12 25 16 20 7 10 4 9 3 2 0 3 675 785 1258 1132 1460 2390 11:00 11:00 08:00 08:00 60 59 167 111 15:00 16:00 16:00 17:00 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume 11 /7/2019 NB SB 0 5 2 1 1 0 2 4 8 2 19 3 63 27 95 42 137 06:00 06:00 63 27 11 /8/2019 NB SB 0 0 0 11 /9/2019 NB SB . � 0 0 0 Comb. 1460 2390 137 Total ADT ADT 2,332 AADT 2,332 0 0 11 /10/2019 NB SB 0 0 0 0 Page 1 11/7/19 Site Code: AV001-NS-19B Date Start: 11/5/2019 Date End: 11/7/2019 11/11/2019 Week Average NB SB NB SB ` 0 6 ' 2 2 " 0 1 ' 2 2 " 8 1 ' 21 6 � 62 29 ' 141 64 ' 167 111 " 64 38 ' 67 44 ' 68 59 ' 60 60 ' 62 56 ' 64 106 ' 112 86 ' 112 115 ' 78 128 " 66 68 ' 36 46 ' 19 48 � 14 22 ' 6 10 " 2 2 0 0 1233 1110 0 2343 - - 08:00 08:00 - - 167 111 - - 15:00 17:00 _ _ 11� 1�R 0 2343 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Start Time 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 Total Da� AM Peak Vol. PM Peak Vol. 4/27/2016 4/28/2016 EB WB EB WB ' 1 9 ' 0 3 * 1 4 ` 4 2 ` 11 1 ` 52 5 ` 122 13 * 203 47 " 158 67 ` 99 58 " 67 52 82 75 75 76 63 96 73 86 73 82 ' 74 99 ' 117 164 ' 108 194 ' 114 236 ' 100 170 ' 78 128 ' 30 104 * 13 62 ' 7 37 * 6 15 ' 865 1462 866 423 2327 1289 11:00 11:00 07:00 11:00 82 _ 75 203 _ 76 15:00 17:00 12:00 12:00 117 236 73 86 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume 4/29/2016 EB WB 0 0 0 4/30/2016 EB WB 0 0 0 5/1 /2016 EB WB 0 0 0 Comb. 2327 1289 0 Total ADT ADT 3,298 AADT 3,298 0 0 5/2/2016 EB WB 0 0 0 0 Page 1 Triangle btwn Avondale and College Site Code: TRI01-EW-166 Date Start: 4/27/2016 Date End: 4/28/2016 5/3/2016 EB WB 0 0 0 Week Average EB WB 1 9 0 3 1 4 4 2 11 1 52 5 122 13 203 47 158 67 99 58 67 52 78 76 68 91 73 82 74 99 117 164 108 194 114 236 100 170 78 128 30 104 13 62 7 37 6 15 1584 1719 3303 07:00 11:00 203 _ 76_ 15:00 17:00 117 236 0 3303 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Start Time 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 Total Da� AM Peak Vol. PM Peak 11 /5/2019 11 /6/2019 EB WB EB WB ' 8 10 ' 3 2 " 0 1 ` 3 1 ` 18 0 ` 58 5 ` 110 16 * 185 48 * 196 75 " 127 49 90 74 78 88 87 67 66 84 65 104 87 99 60 72 50 82 70 125 68 109 128 142 127 126 101 187 112 189 99 226 114 181 72 173 77 126 44 89 52 80 33 77 29 54 25 55 24 36 9 31 19 20 8 9 9 4 891 1431 1620 1485 2322 3105 10:00 10:00 08:00 10:00 90 74 196 88 15:00 17:00 15:00 16:00 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Average Daily Traffic Volume 11 /7/2019 EB WB 3 3 3 3 1 1 3 0 18 2 43 2 115 18 186 29 215 06:00 06:00 115 18 11 /8/2019 EB WB 0 0 0 11 /9/2019 EB WB . � 0 0 0 Comb. 2322 3105 215 Total ADT ADT 3,163 AADT 3,163 0 0 11 /10/2019 EB WB 0 0 0 0 Page 1 Triangle btwn Avondale and College Site Code: TRI01-EW-196 Date Start: 11/5/2019 Date End: 11/7/2019 11/11/2019 Week Average EB WB EB WB ` 6 6 ' 3 2 " 0 1 ' 3 0 " 18 1 ' 50 4 � 112 17 ' 185 48 ' 196 75 " 127 49 " 84 81 ' 76 76 ' 76 102 ' 55 77 ' 69 117 ' 128 134 ' 106 188 ' 106 204 " 74 150 ' 48 84 ' 31 66 � 24 46 ' 14 26 " 8 6 0 0 1599 1560 0 3159 - - 08:00 10:00 - - 196 81 - - 15:00 17:00 _ _ 1�R �na 0 3159 APPENDIX C HCM 6th Signalized Intersection Summary Recent AM 16: College Avenue & Carpenter Road � �- t � � 1 Nbv�rent V�BL WBR NBT f�R SBL SBT Lane Corifiguratioris � � �� � � �� Traffic Vdume (veh/h) 305 246 1077 293 315 754 Future Vdume (veh/h) 305 246 1077 293 315 754 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 335 49 1184 145 346 829 Pe�ak Hour Facta- 0.91 0.91 0.91 0.91 0.91 0.91 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 377 335 1761 785 389 2407 Arrive On Green 0.21 0.21 0.50 0.50 0.13 0.68 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 335 49 1184 145 346 829 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 20.1 2.8 27.7 5.6 11.2 10.8 Gyde Q C�ear(�c), s 20.1 2.8 27.7 5.6 11.2 10.8 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 377 335 1761 785 389 2407 V/C Ratio(� 0.89 0.15 0.67 0.18 0.89 0.34 Avail Cap(c a), veh/h 397 353 1761 785 389 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 42.1 35.3 21.0 15.4 40.8 7.5 Ina- Delay (d2), s�veh 20.5 0.2 2.1 0.5 21.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Bac{cOFQ(50%),vehlln 10.6 1.1 10.6 1.9 10.4 3.3 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 62.6 35.5 23.1 15.9 62.1 7.9 LnGrp LOS E D C B E A Approad� Vd, veh/h 384 1329 1175 Approad� Delay, sJveh 59.1 22.3 23.8 Approad-i LOS E C C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 80.0 6.5 73.5 12.8 5.7 20.0 60.0 6.5 6.5 13.5 53.5 13.2 29.7 0.0 8.7 28.8 6.5 23.5 22.1 0.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 27.8 F-K:NI 6th L06 C 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn Timing Report, Sorted By Phase Recent AM 16: College Avenue & Carpenter Road 1 �► t � � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 80 72.7% 21 5.5 1 5 3 3 0 0 Yes Yes 68 38 31.5 31.5 56.5 20 20 5 ssa� � Yes f�brie � 18.2% 11 5.5 1 4.5 3 3 0 0 f�lo Yes 18 38 31.5 31.5 6.5 � � 6 NBT Lead Yes GMax 60 54.5% 23.5 5.5 1 5 3 3 0 0 7 10 Yes Yes 68 18 11.5 1.5 56.5 0 100 � un:?I f�brie 30 27.3% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 38 68 61.5 45.5 26.5 50 34 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 11.5 (10%), Refer'er�ced to phk�se 6:NBT, Start of Yellotiv 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn Queues Recent AM 16: College Avenue & Carpenter Road � �- t � � 1 Lane Gra.ip VbBL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 335 270 1184 322 346 829 v/c Ratio 0.88 0.50 0.66 0.34 0.90 0.34 Contrd Delay 66.6 9.0 22.9 2.7 70.0 16.7 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.6 9.0 22.9 2.7 70.0 16.7 C�.ie Lerigth 50th (ft) 228 8 322 0 174 220 C�.�eue Lerigth 95th (ft) #381 79 398 45 rr�#300 m273 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 394 550 1781 956 384 2424 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.85 0.49 0.66 0.34 0.90 0.34 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. m Vdume fa- 95th peroentile queue is rr�tered by upstre�am signal. 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn HCM 6th Signalized Intersection Summary Recent PM 16: College Avenue & Carpenter Road � �- t � � 1 Nbv�rent V�BL WBR NBT f�R SBL SBT Lane Corifiguratioris � � �� � �j �� Traffic Vdume (veh/h) 350 366 1179 281 369 1231 Future Vdume (veh/h) 350 366 1179 281 369 1231 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 376 170 1268 140 397 1324 Peak Hour Facta- 0.93 0.93 0.93 0.93 0.93 0.93 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 393 350 1762 786 393 2443 Arrive On Green 0.22 0.22 0.50 0.50 0.15 0.69 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 376 170 1268 140 397 1324 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 25.0 11.2 33.6 5.9 17.5 22.3 Gyde Q C�ear(�c), s 25.0 11.2 33.6 5.9 17.5 22.3 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 393 350 1762 786 393 2443 V/C Ratio(� 0.96 0.49 0.72 0.18 1.01 0.54 Avail Cap(c a), veh/h 393 350 1762 786 393 2443 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 46.2 40.8 23.7 16.7 46.2 9.3 Ina- Delay (d2), s�veh 34.0 1.0 2.6 0.5 48.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 14.4 4.4 13.2 2.1 15.7 7.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 80.2 41.8 26.3 17.2 94.3 10.2 LnGrp LOS F D C B F B Approad� Vd, veh/h 546 1408 1721 Approad� Delay, sJveh 68.2 25.4 29.6 Approad-i LOS E C C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 88.0 6.5 81.5 24.3 11.6 23.0 65.0 6.5 6.5 16.5 58.5 19.5 35.6 0.0 9.3 32.0 6.5 25.5 27.0 0.0 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 33.7 F-K:NI 6th L06 C 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn Timing Report, Sorted By Phase Recent PM 16: College Avenue & Carpenter Road 1 �► t � � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 88 73.3% 21 5.5 1 5 3 3 0 0 Yes Yes 6.5 94.5 88 88 61.5 23 23 5 ssa� � Yes f�brie 23 19.2% 11 5.5 1 4.5 3 3 0 0 f�lo Yes 71.5 94.5 88 88 6.5 23 23 6 NBT Lead Yes GMax 65 54.2% 23.5 5.5 1 5 3 3 0 0 7 10 Yes Yes 6.5 71.5 65 55 61.5 0 110 � un:?I f�brie 32 �.%/o 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 94.5 6.5 0 104 29.5 55 39 Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 65 (54%), Referer�ced to phase 6:NBT, Start of Yellow ;.._..: 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn Queues Recent PM 16: College Avenue & Carpenter Road � �- t � � 1 Lane Gra.ip VbBL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 376 394 1268 302 397 1324 v/c Ratio 0.96 0.71 0.72 0.32 1.05 0.54 Contrd Delay 84.2 21.5 26.8 2.8 67.8 3.5 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.2 21.5 26.8 2.8 67.8 3.5 C�.ie Lerigth 50th (ft) 290 88 393 0 238 83 C�.�eue Lerigth 95th (ft) #484 208 478 45 rr#258 m89 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 390 557 1754 937 377 2433 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.96 0.71 0.72 0.32 1.05 0.54 Iritersection Surrmary — Vdurr� exceeds capaaty, queue is thea-etically infinite. C�ue��e sha�un is rr�udmum after iv�o cydes. # 95th peroentile vdume exoeecls capacity, queue rr�y be longer. Queue shown is ma�dmum after iv�o c.ydes. m Vdume fa- 95th pe�-oentile queue is metered by upstream signal. 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn HCM 6th Signalized Intersection Summary Recent PM 16: College Avenue & Carpenter Road ����Tm�g � �- t � � 1 Nbv�rent V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � � �� � �j �� Traffic Vdume (veh/h) 350 366 1179 281 369 1231 Future Vdume (veh/h) 350 366 1179 281 369 1231 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 376 0 1268 124 397 1324 Peak Hour Facta- 0.93 0.93 0.93 0.93 0.93 0.93 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 412 1584 707 423 2384 Arrive On Green 0.23 0.00 0.45 0.45 0.18 0.67 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 376 0 1268 124 397 1324 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 24.7 0.0 36.9 5.6 19.2 23.5 Gyde Q C�ear(�c), s 24.7 0.0 36.9 5.6 19.2 23.5 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 412 1584 707 423 2384 V/C Ratio(� 0.91 0.80 0.18 0.94 0.56 Avail Cap(c a), veh/h 423 1584 707 423 2384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 44.9 0.0 28.6 20.0 45.0 10.4 Ina- Delay (d2), s�veh 23.4 0.0 4.3 0.5 28.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 13.2 0.0 15.2 2.0 13.7 7.6 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 68.3 0.0 33.0 20.5 73.7 11.3 LnGrp LOS E C C E B Approach Vd, veh/h 376 A 1392 1721 Approad� Delay, sJveh 68.3 31.9 25.7 Approad-i LOS E C C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 86.0 6.5 79.5 25.5 11.6 27.0 59.0 6.5 6.5 20.5 52.5 21.2 38.9 0.0 7.0 33.3 6.5 27.5 26.7 0.1 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 32.8 F-K:NI 6th L06 C Note.s Unsignalized Delay fa- [WBR] is exduded from calculations of the approach delay and ir�te��#ion delay. 11/13/2019 Syrxhro 10 Light Repa-t re�ent pm adj syn Timing Report, Sorted By Phase Recent PM 16: College Avenue & Carpenter Road ����Tm�g 1 �► t �- � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 86 71.7% 21 5.5 1 5 3 3 0 0 Yes Yes 12.5 98.5 92 92 67.5 27 27 5 ssa� � Yes f�brie 27 22.5% 11 5.5 1 4.5 3 3 0 0 f�lo Yes 71.5 98.5 92 92 6.5 27 27 6 NBT Lead Yes GMax 59 49.2% 23.5 5.5 1 5 3 3 0 0 7 10 Yes Yes 12.5 71.5 65 55 67.5 0 110 � un:?I f�brie 34 28.3% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 98.5 12.5 6 110 33.5 61 45 Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 65 (54%), Referer�ced to phase 6:NBT, Start of Yellow ;.._..: 11/13/2019 Syrxhro 10 Light Repa-t re�ent pm adj syn Queues Recent PM 16: College Avenue & Carpenter Road ����Tm�g � �- t � � 1 Lane Gra.ip VbBL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 376 394 1268 302 397 1324 v/c Ratio 0.92 0.25 0.79 0.34 0.98 0.55 Contrd Delay 73.6 0.4 32.8 3.3 55.8 3.2 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.6 0.4 32.8 3.3 55.8 3.2 C�.ie Lerigth 50th (ft) 283 0 437 0 247 57 C�.ieue Lerigth 95th (ft) #461 0 531 50 rr�#`L67 m65 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 420 1583 1599 881 407 2396 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.90 0.25 0.79 0.34 0.98 0.55 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. m Vdume fa- 95th peroentile queue is rr�tered by upstre�am signal. 11/13/2019 Syrxhro 10 Light Repa-t re�ent pm adj syn HCM 6th Signalized Intersection Summary Recent AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � '�, �j '� �j �� � �j �� � Traffic Vdume (veh/h) 233 322 219 86 201 171 158 1125 74 79 695 81 Future Vdume (veh/h) 233 322 219 86 201 171 158 1125 74 79 695 81 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 243 335 204 90 209 148 165 1172 9 82 724 13 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 361 363 221 203 289 205 359 1444 644 211 1367 610 Arrive On Green 0.11 0.33 0.32 0.06 0.28 0.27 0.07 0.41 0.41 0.05 0.38 0.38 Sat Flonrv, veh/h 1781 1088 663 1781 1019 722 1781 3554 1585 1781 3554 1585 Qp Vdume(v), veh/h 243 0 539 90 0 357 165 1172 9 82 724 13 Qp Sat Ra�(s),veh/hlln 1781 0 1751 1781 0 1740 1781 1777 1585 1781 1777 1585 Q Serve(�s), s 10.2 0.0 32.6 3.8 0.0 20.4 6.0 32.1 0.4 3.0 17.3 0.6 Gyde Q C�ear(�c), s 10.2 0.0 32.6 3.8 0.0 20.4 6.0 32.1 0.4 3.0 17.3 0.6 Prop In Lane 1.00 0.38 1.00 0.41 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 361 0 584 203 0 494 359 1444 644 211 1367 610 V/C Ratio(� 0.67 0.00 0.92 0.44 0.00 0.72 0.46 0.81 0.01 0.39 0.53 0.02 Avail Cap(c a), veh/h 361 0 621 227 0 554 359 1444 644 249 1367 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 25.1 0.0 35.5 28.8 0.0 35.7 19.1 28.9 19.5 23.2 26.2 21.0 Ina- Delay (d2), s�veh 4.9 0.0 18.9 1.5 0.0 4.1 0.9 5.1 0.0 1.2 1.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.6 0.0 16.4 1.7 0.0 8.9 2.3 13.4 0.1 1.2 7.0 0.2 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 30.0 0.0 54.4 30.3 0.0 39.8 20.0 34.0 19.5 24.4 27.6 21.1 LnGrp LOS C A D C A D C C B C C C Approach Vd, veh/h 782 447 1346 819 Approad� Delay, s✓veh 46.8 37.9 32.2 27.2 Approad-i LOS D D C C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 11.0 47.8 4.0 6.5 7.0 37.5 8.0 19.3 3 4 9.5 41.7 4.0 6.0 7.0 38.0 5.8 34.6 8.6 50.2 15.0 36.2 4.0 6.5 4.0 6.0 7.0 37.5 11.0 34.0 5.0 34.1 12.2 22.4 0.0 2.1 0.0 1.6 0.0 4.1 0.0 1.1 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 35.1 HCM 6th L06 D 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn Timing Report, Sorted By Phase Recent AM 3: College Avenue & Trilby Road � 1 � -► �► t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBTL Lead Lag None GMax 11 44 10.0% 40.0% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 68 79 79 13 75 6.5 75 106.5 55 66 62 103.5 62 93.5 3 4 VbBL EBTL Lead Lag I�br�e f�brie 11 44 10.0% 40.0% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 13 24 24 68 20 62 20 42 0 11 7 49 7 29 5 6 SBL NBTL Lead Lag None GMax 11 44 10.0% 40.0% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 68 79 79 13 75 6.5 75 106.5 55 66 62 103.5 62 93.5 � �:. :.. Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 13 (12%), Refererx�ed to phase 2:SBTL and 6:NBTL, Start of Red 11/04/2019 :... I�br�e f�brie 15 40 13.6% 36.4% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 13 28 28 68 24 62 24 41 0 15 11 49 11 28 Syrxhro 10 Light Repa-t recent amsyn Queues Recent AM 3: College Avenue & Trilby Road � � � � � t r� �► 1 � Lane C�-oup EBL EBT V�BL V�BT NBL NBT f�R SBL SBT SBR Lane Cl oup Row (vph) 243 563 90 387 165 1172 77 82 724 84 v/c Ratio 0.71 0.91 0.44 0.74 0.51 0.83 0.11 0.41 0.54 0.13 Contrd Delay 31.6 51.9 24.2 40.0 30.8 47.8 12.6 22.3 29.6 3.0 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.6 51.9 24.2 40.0 30.8 47.8 12.6 22.3 29.6 3.0 C�.ie Lerigth 50th (ft) 102 350 34 211 105 462 14 31 217 0 C�.�eue Lerx�th 95th (ft) 158 #553 64 321 m163 #577 m38 59 280 21 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 200 275 150 300 325 Base Capacity(vph) 343 642 206 579 321 1420 700 202 1336 665 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.71 0.88 0.44 0.67 0.51 0.83 0.11 0.41 0.54 0.13 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. m Vdume fa- 95th peroentile queue is rr�tered by upstre�am signal. 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn HCM 6th Signalized Intersection Summary Recent PM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � '� �j '� �j �� � �j �� � Traffic Vdume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Future Vdume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 170 257 162 137 353 95 266 1199 36 176 1461 111 Peak Hour Facta- 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 235 304 191 234 367 99 268 1529 682 270 1407 628 Arrive On Green 0.09 0.28 0.27 0.07 0.26 0.25 0.12 0.43 0.43 0.08 0.40 0.40 Sat Flonrv, veh/h 1781 1073 676 1781 1420 382 1781 3554 1585 1781 3554 1585 Qp Vdume(v), veh/h 170 0 419 137 0 448 266 1199 36 176 1461 111 Qp Sat Ra�(s),veh/hlln 1781 0 1749 1781 0 1802 1781 1777 1585 1781 1777 1585 Q Serve(�s), s 8.0 0.0 27.1 6.7 0.0 29.5 13.9 34.8 1.6 6.9 47.5 5.5 Gyde Q C�ear(�c), s 8.0 0.0 27.1 6.7 0.0 29.5 13.9 34.8 1.6 6.9 47.5 5.5 Prop In Lane 1.00 0.39 1.00 0.21 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 235 0 495 234 0 465 268 1529 682 270 1407 628 V/C Ratio(� 0.72 0.00 0.85 0.59 0.00 0.96 0.99 0.78 0.05 0.65 1.04 0.18 Avail Cap(c a), veh/h 235 0 495 234 0 465 268 1529 682 286 1407 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 31.1 0.0 40.7 32.4 0.0 44.0 38.6 29.4 19.9 24.5 36.2 23.5 Ina- Delay (d2), s�veh 10.4 0.0 12.8 3.7 0.0 32.2 53.0 4.1 0.1 4.8 34.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.0 0.0 13.1 3.1 0.0 16.9 11.5 14.4 0.6 3.0 25.5 2.1 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 41.5 0.0 53.5 36.2 0.0 76.2 91.6 33.5 20.1 29.3 70.8 24.2 LnGrp LOS D A D D A E F C C C F C Approad� Vd, veh/h 589 585 1501 1748 Approad� Delay, s✓veh 50.0 66.8 43.5 63.7 Approad-i LOS D E D E Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 17.0 53.0 11.0 39.0 12.9 57.1 14.0 36.0 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 13.0 46.5 7.0 33.0 10.0 49.5 10.0 30.0 15.9 49.5 8.7 29.1 8.9 36.8 10.0 31.5 0.0 0.0 0.0 0.9 0.0 6.1 0.0 0.0 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 55.4 HCM 6th L06 E 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn Timing Report, Sorted By Phase Recent PM 3: College Avenue & Trilby Road � 1 � -► �► t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBTL Lead Lag None GMax 17 53 14.2% 44.2% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 67.5 84.5 84.5 17.5 80.5 11 80.5 1 56.5 73.5 69.5 0 69.5 110 3 4 VbBL EBTL Lead Lag I�br�e f�brie 11 39 9.2% 32.5% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 17.5 28.5 28.5 67.5 24.5 61.5 24.5 41.5 6.5 17.5 13.5 50.5 13.5 30.5 5 6 SBL NBTL Lead Lag None GMax 14 56 11.7% 46.7% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 67.5 81.5 81.5 17.5 T/.5 11 T/.5 1 56.5 70.5 66.5 0 66.5 110 � �:. :.. Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 110 Offset: 11 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellaru and Phases: 3: Cdleae Av�ue & Trilbv Road `��� I��Z �� 5 1 Oo I�br�e f�brie 14 36 11.7% 30.0% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 17.5 31.5 31.5 67.5 27.5 61.5 27.5 40.5 6.5 20.5 16.5 50.5 16.5 29.5 • 03 -�'I34 F �7 C73 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn Queues Recent PM 3: College Avenue & Trilby Road � � � � � t r� �► 1 � Lane C�-oup EBL EBT V�BL V�BT NBL NBT f�R SBL SBT SBR Lane Q oup Row (vph) 170 443 137 458 266 1199 99 176 1461 271 v/c Ratio 0.75 0.86 0.66 0.97 0.98 0.80 0.14 0.76 1.04 0.35 Contrd Delay 46.3 55.6 41.0 77.4 86.4 18.4 0.8 44.1 72.1 5.5 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 55.6 41.0 77.4 86.4 18.4 0.8 44.1 72.1 5.5 C�.ie Lerigth 50th (ft) 88 306 69 345 133 432 2 72 -645 12 C�.�eue Lerigth 95th (ft) #178 #487 #123 #1559 rr#317 494 m3 #179 #784 67 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 200 275 150 300 325 Base Capacity(vph) 228 515 209 473 271 1497 727 235 1400 774 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.75 0.86 0.66 0.97 0.98 0.80 0.14 0.75 1.04 0.35 Iritersection Surrmary - Vdurr� exceeds capaaty, queue is thea-etically infinite. C�ue��e sha�un is rr�udmum after iv�o cydes. # 95th peroentile vdume exoeecls capacity, queue rr�y be longer. Queue shown is ma�dmum after iv�o c.ydes. m Vdume fa- 95th pe�-oentile queue is metered by upstream signal. 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn HCM 6th Signalized Intersection Summary Recent PM 3: College Avenue & Trilby Road ����Tm�g � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � '� �j '� �j �� � �j �� � Traffic Vdume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Future Vdume (veh/h) 156 236 171 126 325 97 245 1103 91 162 1344 249 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 170 257 162 137 353 95 266 1199 38 176 1461 109 Peak Hour Facta- 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 206 295 186 209 367 99 283 1590 709 280 1436 641 Arrive On Green 0.08 0.28 0.27 0.06 0.26 0.25 0.13 0.45 0.45 0.08 0.40 0.40 Sat Flonrv, veh/h 1781 1073 676 1781 1420 382 1781 3554 1585 1781 3554 1585 Qp Vdume(v), veh/h 170 0 419 137 0 448 266 1199 38 176 1461 109 Qp Sat Ra�(s),veh/hlln 1781 0 1749 1781 0 1802 1781 1777 1585 1781 1777 1585 Q Serve(�s), s 8.3 0.0 27.4 6.8 0.0 29.5 13.7 33.8 1.6 6.8 48.5 5.3 Gyde Q C�ear(�c), s 8.3 0.0 27.4 6.8 0.0 29.5 13.7 33.8 1.6 6.8 48.5 5.3 Prop In Lane 1.00 0.39 1.00 0.21 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 206 0 481 209 0 465 283 1590 709 280 1436 641 V/C Ratio(� 0.83 0.00 0.87 0.66 0.00 0.96 0.94 0.75 0.05 0.63 1.02 0.17 Avail Cap(c a), veh/h 206 0 481 209 0 465 283 1590 709 298 1436 641 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 33.0 0.0 41.7 33.5 0.0 44.0 38.1 27.6 18.8 23.2 35.7 22.9 Ina- Delay (d2), s�veh 23.4 0.0 15.9 7.2 0.0 32.2 38.0 3.4 0.1 3.8 28.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.8 0.0 13.6 3.3 0.0 16.9 6.4 13.8 0.6 2.9 24.7 2.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 56.3 0.0 57.5 40.7 0.0 76.2 76.0 31.0 18.9 27.0 63.9 23.4 LnGrp LOS E A E D A E E C B C F C Approach Vd, veh/h 589 585 1503 1746 Approad� Delay, sJveh 57.2 67.9 38.7 57.6 Approad-i LOS E E D E Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 18.0 54.0 10.0 38.0 12.8 59.2 12.0 36.0 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 14.0 47.5 6.0 32.0 10.0 51.5 8.0 30.0 15.7 50.5 8.8 29.4 8.8 35.8 10.3 31.5 0.0 0.0 0.0 0.6 0.1 6.9 0.0 0.0 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 52.5 HCM 6th L06 D 11/13/2019 Syrxhro 10 Light Repa-t re�ent pm adj syn Timing Report, Sorted By Phase Recent PM 3: College Avenue & Trilby Road ����Tm�g � 1 � -► �► t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBTL Lead Lag None GMax 18 54 15.0% 45.0% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 54.5 72.5 72.5 6.5 68.5 0 68.5 110 54.5 72.5 68.5 0 68.5 110 3 4 VbBL EBTL Lead Lag I�br�e f�brie 10 38 8.3% 31.7% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 16.5 16.5 54.5 12.5 48.5 12.5 28.5 6.5 16.5 12.5 48.5 12.5 28.5 5 6 SBL NBTL Lead Lag None GMax 14 58 11.7% 48.3% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 54.5 68.5 68.5 6.5 64.5 0 64.5 110 54.5 68.5 64.5 0 64.5 110 � �:. :.. Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 110 Offset: 0(0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Yellow 11/13/2019 :... I�br�e f�brie 12 36 10.0% 30.0% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 18.5 18.5 54.5 14.5 48.5 14.5 27.5 6.5 18.5 14.5 48.5 14.5 27.5 Syrxhro 10 Light Repa-t re�ent pm adj syn Queues Recent PM 3: College Avenue & Trilby Road ����Tm�g � � � � � t r� �► 1 � Lane Group EBL EBT V�BL V�ST NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 170 443 137 458 266 1199 99 176 1461 271 v/c Ratio 0.86 0.88 0.75 0.97 0.93 0.77 0.13 0.73 1.02 0.34 Contrd Delay 64.6 59.4 52.9 77.6 84.5 15.1 1.3 37.5 65.1 5.2 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.6 59.4 52.9 77.6 84.5 15.1 1.3 37.5 65.1 5.2 C�.ie Lerigth 50th (ft) 90 310 71 345 168 125 0 62 �C32 11 C�.�eue Lerx�th 95th (ft) #203 #498 #137 #1559 rr�#282 185 m7 #160 #772 64 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 200 275 150 300 325 Base Capacity (vph) 198 501 183 473 286 1557 752 246 1430 787 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.86 0.88 0.75 0.97 0.93 0.77 0.13 0.72 1.02 0.34 Iritersection Surrmary - Vdurr� exceeds capaaty, queue is thea-etically infinite. C�ue��e sha�un is rr�udmum after iv�o cydes. # 95th peroentile vdume exoeecls capacity, queue rr�y be longer. Queue shown is ma�dmum after iv�o c.ydes. m Vdume fa- 95th pe�-oentile queue is metered by upstream signal. 11/13/2019 Syrxhro 10 Light Repa-t re�ent pm adj syn HCM 6th TWSC Recent AM 6: College Avenue & Triangle Drive Ir�ers�ctia� Ir�t Delay, s/veh 8.4 Nbverrer�t EBL EBR f�L NBT SBT SBR Lane Corifigurations � � � �� �� � Traffic Vd, veh/h 66 89 27 1301 980 25 Future Vd, vehlh 66 89 27 1301 980 25 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Stop Stop Free Free Free Free RT Chanridized - None - Norie - Norie Sta'age Length 150 0 425 - - 500 Veh in Median Storage, # 0 - - 0 0 - Graaclee, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehides, % 2 2 2 2 2 2 Mvrnt Flow 73 99 30 1446 1089 28 Maja'/Ninoi- Ninor2 Maja'1 Maja2 Corifliding RowAll 1872 545 1117 0 - 0 Stage1 1089 - - - - - Stage 2 783 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical I-Id�niy Stg 1 5.84 - - - - - U-itical I-Id�n�y Stg 2 5.84 - - - - - Fdlo�nFup �kiwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver — 64 482 621 - - - Stage 1 284 - - - - - Stage 2 411 - - - - - Platoon blocked, % - - - Mov Cap�1 Manewer — 61 482 621 - - - Mov Cap-2 Maneuver — 61 - - - - - Stage 1 270 - - - - - Stage 2 411 - - - - - P�pproach EB NB SB HCM Contrd Delay, s 133.4 0.2 0 HCM L06 F Nina' LanelMaja' �Mrrt NBL NBT EBLn1 EBLn2 SBT SBR Capaaty (veh/h) 621 - 61 482 - - HCM Lane V/C Ratio 0.048 - 1.202 0.205 - - HCM Coritrd Delay (s) 11.1 - 293.9 14.4 - - HCM Larie LOS B - F B - - HCM 95th °/�ile Q(veh) 0.2 - 6.1 0.8 - - Note.s —: Vdume exoeeds capacc:ity 11/04/2019 $: Delay exceeds 300s +: Corrputation Not Defined *: All major vdume in platoon Syrxhro 10 Light Repa-t recent amsyn HCM 6th TWSC Recent PM 6: College Avenue & Triangle Drive Ir�ers�ctia� Ir�t Delay, s/veh 16.8 Nbverrer�t EBL EBR f�L NBT SBT SBR Lane Corifigurations � � � �� �� � Traffic Vd, veh/h 38 50 120 1421 1550 101 Future Vd, vehlh 38 50 120 1421 1550 101 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Stop Stop Free Free Free Free RT Chanridized - None - Norie - Norie Sta'age Length 150 0 425 - - 500 Veh in Median Storage, # 0 - - 0 0 - Graaclee, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehides, % 2 2 2 2 2 2 Mvrrit Flow 39 52 124 1465 1598 104 Maja'/Ninoi- Ninor2 Maja'1 Maja2 Confliding RowAll 2579 799 1702 0 - 0 Stage 1 1598 - - - - - Stage 2 981 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical I-Id�niy Stg 1 5.84 - - - - - U-itical I-Id�n�y Stg 2 5.84 - - - - - Fdlo�nFup �kiwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver — 21 328 370 - - - Stage 1 151 - - - - - Stage 2 324 - - - - - Platoon blocked, % - - - Mov Cap�1 Manewer —14 328 370 - - - Mov Cap-2 Maneuver —14 - - - - - Stage 1 100 - - - - - Stage 2 324 - - - - - �•• •.• I: : f • • �- . �, •• 1 ■:�►l _�� Nina' LanelMaja' �Mrrt NBL NBT EBLn1 EBLn2 SBT SBR Capaaty (veh/h) 370 - 14 328 - - HCM Lane V/C Ratio 0.334 - 2.798 0.157 - - HCM Coritrd Delay (s) 19.5 -$1365 18 - - HCM Larie LOS C - F C - - HCM 95th °/�ile Q(veh) 1.4 - 5.7 0.6 - - Note.s —: Vdume exoeeds capacc:ity 11/04/2019 $: Delay exceeds 300s +: Corrputation Not Defined *: All major vdume in platoon Syrxhro 10 Light Repa-t recent pmsyn HCM 6th TWSC Recent AM 13: Avondale Road/Constellation Drive & Trilby Road Ir�ers�ctia� Ir�t Delay, s/veh 6.3 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '�, �' � � Traffic Vd, veh/h 50 582 81 40 3TI 23 56 4 180 12 1 35 Future Vd, vehlh 50 582 81 40 3Tl 23 56 4 180 12 1 35 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length 150 - - 150 - - - - 60 - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrit Flow 53 619 86 43 401 24 60 4 191 13 1 37 Maja'/Ninoi- IVlaja'1 N}ajor2 Ninor'1 Ninor2 Corifliding RowAll 425 0 0 705 0 0 1286 1279 662 1365 1310 413 Stage1 - - - - - - 768 768 - 499 499 - Stage 2 - - - - - - 518 511 - 866 811 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1134 - - 8�i - - 141 166 462 125 159 639 Stage 1 - - - - - - 394 411 - 554 544 - Stage 2 - - - - - - 541 537 - 348 393 - Platoon blocked, % - - - - Mov Cap�1 Maneuver 1134 - - 8�i - - 123 151 462 67 144 639 Mov Cap-2 Maneuver - - - - - - 123 151 - 67 144 - Stage1 - - - - - - 375 392 - 528 518 - Stage 2 - - - - - - 484 511 - 192 375 - Approach EB V�B NB SB HCM Contrd Delay, s 0.6 0.8 28.8 29.2 HCM L06 D D Ninor LanelMaja' I�Mrrt NBLn1 NBln2 EBL EBT EBR WBL WBT WBRS61�1 Capaaty (veh/h) 125 462 1134 - - 893 - - 199 HCM Lane V/C Ratio 0.511 0.414 0.047 - - 0.048 - - 0.257 HCM Coritrd Delay (s) 60.6 18.2 8.3 - - 9.2 - - 29.2 F-K;NI Lar�e LOS F C A - - A - - D HCM 95th °/�ile Q(veh) 2.4 2 0.1 - - 0.1 - - 1 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn HCM 6th TWSC Recent PM 13: Avondale Road/Constellation Drive & Trilby Road Ir�ers�ctia� Ir�t Delay, s/veh 6.5 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '�, �' � � Traffic Vd, veh/h 32 461 57 121 674 24 47 2 93 9 3 29 Future Vd, vehlh 32 461 5I 121 674 24 47 2 93 9 3 29 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length 150 - - 150 - - - - 60 - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrit Flaw 33 480 59 126 702 25 49 2 97 9 3 30 Maja'/Ninoi- IVlaja'1 N}ajor2 Nina'1 Ninor2 Corifliding RowAll 727 0 0 539 0 0 1559 1555 510 1592 1572 715 Stage1 - - - - - - 576 576 - 967 967 - Stage 2 - - - - - - 983 979 - 625 605 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 876 - - 1029 - - 91 113 563 87 110 431 Stage 1 - - - - - - 503 502 - 306 333 - Stage 2 - - - - - - 299 328 - 473 487 - Platoon blocked, % - - - - Mov Cap�1 Manewer 876 - - 1029 - - 73 95 563 62 93 431 Mov Cap-2 Maneuver - - - - - - 73 95 - 62 93 - Stage1 - - - - - - 484 483 - 294 292 - Stage 2 - - - - - - 241 288 - 375 468 - Approach EB V�B NB SB HCM Contrd Delay, s 0.5 1.3 51.5 33.6 HCM L06 F D Ninor LanelMaja' I�Mrrt NBLn1 NBln2 EBL EBT EBR WBL WBT WBRS61�1 Capaaty (veh/h) 74 563 876 - - 1029 - - 168 HCM Lane V/C Ratio 0.69 0.172 0.038 - - 0.122 - - 0.254 HCM Coritrd Delay (s) 125.2 12.7 9.3 - - 9 - - 33.6 F-K;NI Lar�e LOS F B A - - A - - D HCM 95th °/�ile Q(veh) 3.2 0.6 0.1 - - 0.4 - - 1 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn HCM 6th TWSC Recent AM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 1.9 Nbvemer�t EBL EBT WBT V�BR SBL SBR Lane Corifigurations �' '� �' Traffic Vd, veh/h 0 114 33 19 41 0 Future Vd, vehlh 0 114 33 19 41 0 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - - - 0 - Veh in Median Storage, #- 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehides, % 2 2 2 2 2 2 Mvrnt Flow 0 120 35 ZO 43 0 Maja'/Ninoi- IVlaja'1 Maja2 Ninor2 Corifliding RowAll 55 0 - 0 165 45 Stage 1 - - - - 45 - Stage 2 - - - - 120 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1550 - - - 826 1025 Stage 1 - - - - 9TI - Stage 2 - - - - 905 - Platoon blocked, % - - - Mov Cap�1 Manewer 1550 - - - 826 1025 Mov Cap-2 Maneuver - - - - 826 - Stage 1 - - - - 977 - Stage 2 - - - - 905 - � • • ... f . . �-. � � •. ■: �►l _ �. � Ninor LanelMaja' M�rtt EBL EBT WBT WBRSBLn1 Capaaty (veh/h) 1550 - - - 826 HCM Lane V/C Ratio - - - - 0.052 HCM Coritrd Delay (s) 0 - - - 9.6 FK�VI Lar�e LOS A - - - A HCM 95th °/�ile Q(veh) 0 - - - 0.2 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn HCM 6th TWSC Recent PM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 0.9 Nbvemer�t EBL EBT WBT V�BR SBL SBR Lane Corifigurations �' '� �' Traffic Vd, veh/h 5 66 161 60 22 3 Future Vd, vehlh 5 66 161 60 22 3 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - - - 0 - Veh in Median Storage, #- 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehides, % 2 2 2 2 2 2 Mvrnt Flow 6 75 183 68 25 3 Maja'/Ninoi- IVlaja'1 Maja2 Ninor2 Corifliding RowAll 251 0 - 0 304 217 Stage 1 - - - - 217 - Stage 2 - - - - 87 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1314 - - - 688 823 Stage 1 - - - - 819 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap�1 Manewer 1314 - - - 685 823 Mov Cap-2 Maneuver - - - - 685 - Stage 1 - - - - 815 - Stage 2 - - - - 936 - � • • ... : f . . �- . � � � � ■: �►l �. � Ninor LanelMaja' M�rrt EBL EBT WBT WBRSBLn1 Capaaty (veh/h) 1314 - - - 699 HCM Lane V/C Ratio 0.004 - - - 0.041 HCM Coritrd Delay (s) 7.8 0 - - 10.4 F-K;NI Lane LOS A A - - B HCM 95th °/�ile Q(veh) 0 - - - 0.1 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn HCM 6th Roundabout Recent AM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.3 A EB 1 1 108 111 41 38 0 1.000 3.5 A � I�I:a 1.000 2.609 4.976 111 1323 0.9T1 108 1292 0.084 3.5 A 0 Left LTR LTR 1.000 2.609 4.976 66 1340 0.975 64 1307 0.049 3.1 A 0 V�B 1 1 64 66 29 123 0 1.000 3.1 A � I�I:� 1.000 2.609 4.976 0 1182 1.000 0 1182 0.000 3.0 A 0 NB 1 1 0 0 152 0 0 1.000 0.0 SB 1 1 46 47 32 � 0 1.000 3.0 A Left LTR LTR 1.000 2.609 4.976 47 1336 0.979 46 1307 0.035 3.0 A 0 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn Lanes and Geometrics Recent AM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.930 0.982 Rt Proteded 0.987 0.958 Satd. Rary (prot) 0 1839 0 0 1732 0 0 1863 0 0 1752 0 Flt Permitted 0.987 0.958 Satd. Ra✓u (perm) 0 1839 0 0 1732 0 0 1863 0 0 1752 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn HCM 6th Roundabout Recent PM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.7 A EB 1 1 73 74 32 129 0 1.000 3.2 A � I�I:a 1.000 2.609 4.976 74 1336 0.986 73 1317 0.055 3.2 A 0 Left LTR LTR 1.000 2.609 4.976 204 1351 0.981 200 1324 0.151 4.0 A 1 V�B 1 1 200 204 21 85 0 1.000 4.0 A � I�I:� 1.000 2.609 4.976 0 1238 1.000 0 1238 0.000 2.9 A 0 NB 1 1 0 0 106 0 0 1.000 0.0 SB 1 1 5.9 61 100 125 0 1.000 3.4 A Left LTR LTR 1.000 2.609 4.976 61 1246 0.967 59 120.5 0.049 3.4 A 0 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn Lanes and Geometrics Recent PM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.931 0.936 Rt Proteded 0.986 0.974 Satd. Rary (prot) 0 1837 0 0 1734 0 0 1863 0 0 1698 0 Flt Permitted 0.986 0.974 Satd. Ra✓u (perm) 0 1837 0 0 1734 0 0 1863 0 0 1698 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn HCM 6th Roundabout Recent AM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � V�B 1 92 94 126 50 0 1.000 3.7 A � 1�:� 1.000 2.609 4.976 94 1213 0.979 92 1188 0.077 3.7 A 0 � rl:� 1.000 2.609 4.976 131 1318 0.981 129 1293 0.099 3.6 A 0 NB 1 129 131 45 101 0 1.000 3.6 A Left LT LT 1.000 2.609 4.976 133 1362 0.980 130 1334 0.098 3.5 A 0 SB 1 130 133 13 207 0 1.000 3.5 A 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn Lanes and Geometrics Recent AM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.884 0.995 Rt Protected 0.993 0.983 Satd. Rary (prot) 1635 0 1853 0 0 1831 Flt Permitted 0.993 0.983 Satd. Rovu (perm) 1635 0 1853 0 0 1831 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/04/2019 Syrxhro 10 Light Repa-t recent amsyn HCM 6th Roundabout Recent PM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � V�B 1 58 5.9 68 102 0 1.000 3.2 A � 1�:� 1.000 2.609 4.976 59 1287 0.983 58 1266 0.046 3.2 A 0 � rl:� 1.000 2.609 4.976 72 1249 0.981 71 1225 0.058 3.4 A 0 NB 1 1 71 72 98 90 0 1.000 3.4 A Left LT LT 1.000 2.609 4.976 184 1374 0.980 180 1347 0.134 3.8 A 0 SB 1 180 184 4 123 0 1.000 3.8 A 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn Lanes and Geometrics Recent PM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.874 0.992 Rt Proteded 0.997 0.974 Satd. Rary (prot) 1623 0 1848 0 0 1814 Flt Permitted 0.997 0.974 Satd. Ra✓u (perm) 1623 0 1848 0 0 1814 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/04/2019 Syrxhro 10 Light Repa-t recent pmsyn UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A <10 B >10and<15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 5p SIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A <10 B > 10 and < 20 C > 20 and < 35 D > 35 and < 55 E > 55 and < 80 F > 80 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Any Approach Leg Movement Signalized D' E EZ Unsignalized E3 F4 Arterial/Arterial Collector/Collector Unsignalized D3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E3'S ES,a Es � In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable Z Applicable with at least 5°/o of total entering volume 3 Use weighed average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS /_1' ' ��L�1/���� Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB SB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 1 Site Code: AV001-SN-18B Date Start: 17-Oct-18 Date End: 17-Oct-18 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 10/17/18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ` ' 01:00 0 0 0 0 0 0 0 2 0 1 0 1 0 0 4 22-31 3 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' " 03:00 1 0 0 0 0 0 1 0 0 0 0 0 0 0 2 ` 1 04:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 05:00 0 0 0 0 0 0 1 2 0 0 2 0 0 0 5 19-28 3 06:00 3 0 0 0 0 0 3 3 6 6 2 2 0 0 25 21-30 16 07:00 6 0 0 0 0 0 6 20 22 18 2 0 1 1 76 21-30 62 08:00 1 0 0 0 0 1 6 13 26 28 19 5 1 0 100 24-33 77 09:00 2 0 0 0 1 0 8 8 12 24 9 4 2 0 70 24-33 48 10:00 1 0 0 0 1 0 4 4 7 15 5 3 1 0 41 24-33 28 11:00 1 0 0 0 1 4 5 8 15 21 8 2 1 0 66 22-31 47 12 PM 1 0 0 0 1 0 1 11 15 25 14 4 1 0 73 24-33 58 13:00 0 0 0 0 0 0 2 1 21 31 8 2 1 0 66 25-34 61 14:00 0 0 0 0 0 2 5 14 30 19 11 0 0 0 81 22-31 67 15:00 0 0 0 0 0 1 4 14 30 33 11 5 2 0 100 22-31 81 16:00 2 0 1 0 0 6 11 21 39 26 11 2 0 0 119 21-30 90 17:00 1 0 0 0 2 4 8 25 48 22 12 2 0 0 124 22-31 99 18:00 0 0 0 0 1 2 11 17 28 12 7 2 0 0 80 21-30 61 19:00 0 0 0 1 1 0 2 9 22 14 5 1 0 0 55 22-31 47 20:00 1 0 1 0 0 4 3 12 13 12 9 1 1 0 57 22-31 40 21:00 1 0 0 0 1 0 1 2 9 5 6 0 1 0 26 24-33 21 22:00 0 0 0 0 0 1 0 2 4 5 0 0 0 0 12 21-30 11 23:00 1 0 0 0 0 1 0 0 5 5 1 0 0 0 13 23-32 11 Total 22 0 2 1 9 26 82 189 352 322 142 36 12 1 1196 Percent 1.8% 0.0% 0.2% 0.1 % 0.8% 2.2% 6.9% 15.8% 29.4% 26.9% 11.9% 3.0% 1.0% 0.1 % AM Peak 07:00 09:00 11:00 09:00 07:00 08:00 08:00 08:00 08:00 09:00 07:00 08:00 PM Peak 16:00 16:00 19:00 17:00 16:00 16:00 17:00 17:00 15:00 12:00 15:00 15:00 17:00 Vol. 2 1 1 2 6 11 25 48 33 14 5 2 124 Total 22 0 2 1 9 26 82 189 352 322 142 36 12 1 1196 Percent 1.8% 0.0% 0.2% 0.1 % 0.8% 2.2% 6.9% 15.8% 29.4% 26.9% 11.9% 3.0% 1.0% 0.1 % 15th Percentile : 21 MPH 50th Percentile : 26 MPH 85th Percentile : 30 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 910 Percent in Pace : 76.1 % Number of Vehicles > 25 MPH : 748 Percent of Vehicles > 25 MPH : 62.5% Mean Speed(Average) : 26 MPH Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: SB and NB NB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 2 Site Code: AV001-SN-18B Date Start: 17-Oct-18 Date End: 17-Oct-18 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 10/17/18 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * * 02:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 03:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 04:00 0 0 0 0 0 0 2 3 1 3 1 0 0 0 10 21-30 8 05:00 1 0 0 0 0 0 1 0 10 5 1 1 0 0 19 25-34 16 06:00 1 0 0 0 0 0 4 8 19 8 6 1 0 0 47 22-31 37 07:00 5 0 0 0 1 0 2 26 44 27 8 1 0 0 114 22-31 100 08:00 6 0 0 0 0 5 8 31 45 30 18 1 1 1 146 22-31 112 09:00 1 0 0 0 2 3 9 19 43 20 12 5 0 0 114 22-31 86 10:00 1 0 0 0 0 1 12 8 16 24 3 1 0 0 66 21-30 52 11:00 2 0 0 0 0 3 5 16 30 26 9 3 0 0 94 22-31 75 12 PM 3 0 0 0 0 1 1 14 22 17 6 1 1 0 66 22-31 55 13:00 2 0 0 0 1 1 3 11 28 18 4 1 2 0 71 22-31 58 14:00 2 0 0 0 0 1 6 15 22 12 7 1 0 0 66 22-31 51 15:00 1 0 0 0 0 0 3 26 44 19 8 2 0 0 103 22-31 92 16:00 5 0 0 0 2 6 10 31 25 18 17 4 0 0 118 22-31 80 17:00 1 0 0 1 2 1 9 19 49 22 1 0 1 0 106 21-30 93 18:00 0 0 0 0 1 1 9 24 29 13 6 3 0 1 87 21-30 69 19:00 0 0 0 0 0 2 3 11 13 7 5 0 0 0 41 22-31 33 20:00 0 0 0 0 0 2 8 4 3 6 1 0 0 0 24 19-28 17 21:00 1 0 0 0 0 0 1 2 3 1 3 0 0 0 11 24-33 8 22:00 0 0 0 0 0 1 0 5 3 0 1 1 0 0 11 22-31 8 Total 32 0 0 1 9 30 97 276 450 278 117 Percent 2.4% 0.0% 0.0% 0.1 % 0.7% 2.3% 7.3% 20.9% 34.0% 21.0% 8.8% AM Peak 08:00 09:00 08:00 10:00 08:00 08:00 08:00 08:00 Vol. 6 2 5 12 31 45 30 18 PM Peak 16:00 17:00 16:00 16:00 16:00 16:00 17:00 17:00 16:00 Vol. 5 1 2 6 10 31 49 22 17 Total 32 0 0 1 9 30 97 276 450 278 117 Percent 2.4°/a 0.0% 0.0% 0.1 % 0.7°/a 2.3°/a 7.3% 20.9°/a 34.0% 21.0°/a 8.8% 15th Percentile : 21 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH 26 5 2 1323 2.0% 0.4% 0.2% 09:00 08:00 08:00 08:00 5 1 1 146 16:00 13:00 18:00 16:00 4 2 1 118 26 5 2 1323 2.0% 0.4% 0.2% Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1043 Percent in Pace : 78.8% Number of Vehicles > 25 MPH : 728 Percent of Vehicles > 25 MPH : 55.0% Mean Speed(Average) : 25 MPH City of Fort Collins Traffic Operations Page 3 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Site Code: AV001-SN-18B Street: Avondale Speed Study Date Start: 17-Oct-18 Location: btwn Trilby and Triangle Date End: 17-Oct-18 Traffic Direction: SB and NB SB NB Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9 12 15 18 21 24 27 30 33 36 39 999 Total Speed in Pace 10/17/18 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 01:00 0 0 0 0 0 0 0 2 0 1 0 1 0 0 4 22-31 3 02:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 03:00 1 0 0 0 0 0 1 1 0 0 0 0 0 0 3 19-28 2 04:00 0 0 0 0 0 0 2 4 1 3 1 0 0 0 11 21-30 9 05:00 1 0 0 0 0 0 2 2 10 5 3 1 0 0 24 24-33 19 06:00 4 0 0 0 0 0 7 11 25 14 8 3 0 0 72 22-31 53 07:00 11 0 0 0 1 0 8 46 66 45 10 1 1 1 190 22-31 160 08:00 7 0 0 0 0 6 14 44 71 58 37 6 2 1 246 22-31 185 09:00 3 0 0 0 3 3 17 27 55 44 21 9 2 0 184 22-31 133 10:00 2 0 0 0 1 1 16 12 23 39 8 4 1 0 107 21-30 79 11:00 3 0 0 0 1 7 10 24 45 47 17 5 1 0 160 22-31 122 12 PM 4 0 0 0 1 1 2 25 37 42 20 5 2 0 139 22-31 111 13:00 2 0 0 0 1 1 5 12 49 49 12 3 3 0 137 22-31 114 14:00 2 0 0 0 0 3 11 29 52 31 18 1 0 0 147 22-31 118 15:00 1 0 0 0 0 1 7 40 74 52 19 7 2 0 203 22-31 172 16:00 7 0 1 0 2 12 21 52 64 44 28 6 0 0 237 22-31 169 17:00 2 0 0 1 4 5 17 44 97 44 13 2 1 0 230 21-30 191 18:00 0 0 0 0 2 3 20 41 57 25 13 5 0 1 167 21-30 130 19:00 0 0 0 1 1 2 5 20 35 21 10 1 0 0 96 22-31 79 20:00 1 0 1 0 0 6 11 16 16 18 10 1 1 0 81 21-30 54 21:00 2 0 0 0 1 0 2 4 12 6 9 0 1 0 37 24-33 28 22:00 0 0 0 0 0 2 0 7 7 5 1 1 0 0 23 22-31 19 23:00 1 0 0 0 0 3 1 1 6 6 1 0 0 0 19 24-33 13 Total 54 0 2 2 18 56 179 465 802 600 259 62 17 3 2519 Percent 2.1 % 0.0% 0.1 % 0.1 % 0.7% 2.2% 7.1 % 18.5% 31.8% 23.8% 10.3% 2.5% 0.7% 0.1 % AM Peak 07:00 09:00 11:00 09:00 07:00 08:00 08:00 08:00 09:00 08:00 07:00 08:00 PM Peak 16:00 16:00 17:00 17:00 16:00 16:00 16:00 17:00 15:00 16:00 15:00 13:00 18:00 16:00 Vol. 7 1 1 4 12 21 52 97 52 28 7 3 1 237 Total 54 0 2 2 18 56 179 465 802 600 259 62 17 3 2519 Percent 2.1 % 0.0% 0.1 % 0.1 % 0.7% 2.2% 7.1 % 18.5% 31.8% 23.8% 10.3% 2.5% 0.7% 0.1 % 15th Percentile : 21 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1953 Percent in Pace : 77.5% Number of Vehicles > 25 MPH : 1476 Percent of Vehicles > 25 MPH : 58.6% Mean Speed(Average) : 26 MPH Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB Start Time 11 /06%19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Total 2 Percent 2.1 ° AM Peak 07:0 Vol. PM Peak 15:0 1 4 7 3 6 9 ) 0 0 ) 0 0 ) 0 0 ) 0 0 ) 0 0 1 0 0 2 0 0 4 0 0 ) 0 0 J 0 0 1 0 0 ) 1 0 2 0 0 3 0 0 2 0 0 7 0 0 1 1 0 3 0 0 ) 0 0 ) 0 0 ) 0 0 ) 0 0 ) 0 0 ) 0 0 3 2 0 0 0.2% 0.0% ) 11:00 � 1 ) 16:00 10 1 12 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 4 1 0.3% 1.2° 11:0 13:00 15:0 Total 26 2 0 4 Percent 2.1 % 0.2% 0.0% 0.3% 15th Percentile : 50th Percentile : 85th Percentile : 95th Percentile : Stats 10 MPH Pace Speed : Number in Pace : Percent in Pace : Number of Vehicles > 25 MPH : Percent of Vehicles > 25 MPH : Mean Speed(Average) : City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 1 Avondale btwn Trilby and Triangle Site Code: AV001-NS-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 3 16 19 22 25 28 31 34 37 40 Pace Number � 18 21 24 27 30 33 36 39 _ 999 Total Speed_ in Pace ) 0 0 0 0 0 0 0 0 0 0 * ' ) 0 0 1 0 1 0 0 0 0 2 20-29 2 ) 0 0 0 0 0 0 0 0 0 0 ` ` ) 0 0 1 0 0 0 0 0 0 1 14-23 1 ) 0 0 3 4 0 0 1 0 0 8 18-27 7 ) 1 4 1 10 3 3 0 0 0 23 24-33 16 ) 2 3 16 25 11 3 0 0 0 62 21-30 53 ) 2 6 36 47 35 8 2 1 0 141 22-31 121 3 5 11 38 70 29 11 0 0 0 167 21-30 141 1 1 7 11 30 12 2 0 0 0 64 21-30 55 1 1 5 14 30 12 2 1 0 0 67 21-30 58 � 3 8 15 23 13 8 2 0 0 77 21-30 54 1 3 3 25 13 11 1 2 1 0 62 21-30 50 1 1 10 20 14 10 3 0 0 0 64 21-30 47 ) 2 4 24 20 11 3 0 0 0 66 21-30 56 3 8 16 27 31 11 0 1 0 0 106 19-28 78 ) 4 16 40 43 19 3 0 0 0 127 21-30 107 1 1 4 14 16 20 3 3 1 0 66 21-30 51 ) 4 4 20 27 9 4 0 0 0 68 22-31 57 ) 1 7 10 13 7 2 1 0 0 41 21-30 32 ) 3 3 7 8 2 2 1 0 0 26 18-27 19 ) 1 2 2 7 2 2 0 0 0 16 19-28 12 ) 0 2 2 0 0 0 0 0 0 4 15-24 4 ) 0 0 0 0 0 0 0 0 0 0 * ` 5 43 115 327 431 218 60 14 3 0 1258 0 3.4% 9.1 % 26.0% 34.3% 17.3% 4.8% 1.1 % 0.2% 0.0% ) 08:00 08:00 08:00 08:00 07:00 08:00 07:00 07:00 08:00 � 5 11 38 70 35 11 2 1 167 ) 15:00 15:00 16:00 16:00 17:00 18:00 17:00 12:00 16:00 15 1.2% 20 MPH 24 MPH 28 MPH 30 MPH 21-30 MPH 1014 80.6% 582 46.3% 25 MPH 43 115 327 431 218 60 14 3 0 1258 3.4% 9.1 % 26.0% 34.3°/a 17.3% 4.8% 1.1 % 0.2% 0.0% Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB Start Time 11 /06%19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Total 1 Percent 1.5`. AM Peak 08:0 1 4 7 3 6 9 � 0 0 D 0 0 D 0 0 D 0 0 � 0 0 D 0 0 1 0 0 1 0 0 2 0 1 � 0 0 � 0 0 1 0 0 3 0 0 1 0 0 2 0 0 3 0 0 1 0 0 2 0 0 D 0 0 D 0 0 � 0 0 D 0 0 D 0 0 D 0 0 7 0 1 6 0.0% 0.1 % � 08:00 10 1 12 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 1 0 0 0 0 0 0 4 1 0.4% 1.0� 10:00 11:0 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 2 Avondale btwn Trilby and Triangle Site Code: AV001-NS-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 3 16 19 22 25 28 31 34 37 40 Pace Number 5 18 21 24 27 30 33 36 39 _ 999 Total _ Speed_ in Pace � 0 0 3 3 1 0 0 0 0 7 20-29 7 D 0 0 2 0 0 0 0 0 0 2 15-24 2 D 0 1 0 1 0 0 0 0 0 2 17-26 2 D 0 1 0 0 0 0 0 0 0 1 11-20 1 � 0 0 0 0 0 0 0 0 0 0 ' ' D 0 0 2 3 2 0 1 0 0 8 21-30 7 � 2 2 12 8 5 0 1 0 0 31 21-30 26 � 2 1 15 27 16 1 1 0 0 64 22-31 58 � 2 6 31 44 24 1 0 0 0 111 21-30 101 � 0 2 9 12 10 5 0 0 0 38 22-31 33 1 2 4 13 14 4 3 2 0 0 44 21-30 32 2 2 9 21 13 9 1 1 0 0 59 21-30 46 � 3 10 24 8 8 0 1 1 1 59 19-28 45 � 6 7 15 15 9 0 0 0 0 53 21-30 41 � 5 14 42 29 8 2 0 2 0 105 19-28 88 3 3 17 31 24 7 0 0 0 0 88 19-28 74 2 7 15 34 46 8 3 0 0 0 117 19-28 98 � 3 13 45 54 23 4 1 1 0 147 21-30 126 2 1 7 23 21 8 2 0 0 0 64 21-30 54 1 1 4 16 12 7 2 0 0 0 43 21-30 36 � 1 8 19 19 10 0 0 0 0 57 21-30 51 D 1 1 2 7 8 1 0 0 0 20 23-32 17 D 0 1 4 2 2 0 0 0 0 9 21-30 8 D 0 0 0 1 2 0 0 0 0 3 21-30 3 1 41 123 363 363 171 25 8 4 1 1132 6 3.6°/a 10.9°/a 32.1 °/a 32.1 % 15.1 °/a 2.2°/a 0.7°/a 0.4% 0.1 °/a � 06:00 11:00 08:00 08:00 08:00 09:00 10:00 08:00 PM Peak 12:00 14:00 15:00 16:00 15:00 17:00 17:00 17:00 17:00 12:00 14:00 12:00 17:00 Vol. 3 1 3 7 17 45 54 23 4 1 2 1 147 Total 17 0 1 4 11 41 123 363 363 171 25 8 4 1 1132 Percent 1.5% 0.0% 0.1 % 0.4% 1.0% 3.6% 10.9% 32.1 % 32.1 % 15.1 % 2.2% 0.7% 0.4% 0.1 % 15th Percentile : 20 MPH 50th Percentile : 24 MPH 85th Percentile : 27 MPH 95th Percentile : 29 MPH Stats 10 MPH Pace Speed : 21-30 MPH Number in Pace : 938 Percent in Pace : 82.9% Number of Vehicles > 25 MPH : 451 Percent of Vehic�es > 25 MPH : 39.8% Mean Speed(Average) : 24 MPH Street: Avondale Location: btwn Trilby and Triangle Traffic Direction: NB and SB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 3 Avondale btwn Trilby and Triangle Site Code: AV001-NS-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6_ 9_ 12 15 18 21 24 27 30 33 36 39 _ 999 Total Speed_ in Pace 11/06/19 0 0 0 0 0 0 0 3 3 1 0 0 0 0 7 20-29 7 01:00 0 0 0 0 0 0 0 3 0 1 0 0 0 0 4 22-31 4 02:00 0 0 0 0 0 0 1 0 1 0 0 0 0 0 2 17-26 2 03:00 0 0 0 0 0 0 1 1 0 0 0 0 0 0 2 14-23 2 04:00 0 0 0 0 0 0 0 3 4 0 0 1 0 0 8 18-27 7 05:00 1 0 0 0 0 1 4 3 13 5 3 1 0 0 31 21-30 22 06:00 3 0 0 0 0 4 5 28 33 16 3 1 0 0 93 21-30 79 07:00 5 0 0 0 0 4 7 51 74 51 9 3 1 0 205 22-31 179 08:00 2 0 1 0 3 7 17 69 114 53 12 0 0 0 278 21-30 242 09:00 0 0 0 0 1 1 9 20 42 22 7 0 0 0 102 21-30 87 10:00 1 0 0 1 2 3 9 27 44 16 5 3 0 0 111 21-30 90 11:00 1 1 0 0 6 5 17 36 36 22 9 3 0 0 136 21-30 100 12 PM 5 0 0 0 1 6 13 49 21 19 1 3 2 1 121 21-30 93 13:00 4 0 0 2 1 7 17 35 29 19 3 0 0 0 117 21-30 89 14:00 4 0 0 1 0 7 18 66 49 19 5 0 2 0 171 20-29 140 15:00 10 0 0 2 6 11 33 58 55 18 0 1 0 0 194 19-28 152 16:00 2 1 0 1 2 11 31 74 89 27 6 0 0 0 244 19-28 203 17:00 5 0 0 1 1 4 17 59 70 43 7 4 2 0 213 21-30 178 18:00 0 0 0 0 2 5 11 43 48 17 6 0 0 0 132 21-30 112 19:00 0 0 0 0 1 2 11 26 25 14 4 1 0 0 84 21-30 69 20:00 0 0 0 0 0 4 11 26 27 12 2 1 0 0 83 21-30 69 21:00 0 0 0 0 0 2 3 4 14 10 3 0 0 0 36 21-30 29 22:00 0 0 0 0 0 0 3 6 2 2 0 0 0 0 13 19-28 12 23:00 0 0 0 0 0 0 0 0 1 2 0 0 0 0 3 21-30 3 Total 43 2 1 8 26 84 238 690 794 389 85 22 7 1 2390 Percent 1.8% 0.1 % 0.0% 0.3% 1.1 % 3.5% 10.0% 28.9% 33.2% 16.3% 3.6% 0.9% 0.3% 0.0% AM Peak 07:00 11:00 08:00 10:00 11:00 08:00 08:00 08:00 08:00 08:00 08:00 07:00 07:00 08:00 PM Peak 15:00 16:00 13:00 15:00 Total 43 2 1 8 Percent 1.8% 0.1 % 0.0% 0.3% 15th Percentile : 50th Percentile : 85th Percentile : 95th Percentile : Stats 10 MPH Pace Speed : Number in Pace : Percent in Pace : Number of Vehicles > 25 MPH : Percent of Vehicles > 25 MPH : Mean Speed(Average) : 26 1.1% 20 MPH 24 MPH 28 MPH 29 MPH 21-30 MPH 1952 81.7% 1033 43.2% 24 MPH 15:00 15:00 16:00 16:00 17:00 11 33 74 89 43 84 238 690 794 389 3.5% 10.0% 28.9% 33.2°/a 16.3% 17:00 17:00 7 4 85 22 3.6% 0.9% 12:00 12:00 2 1 7 1 0.3% 0.0% `[:�GII: 2390 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 1 Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9_ 12 15 18 21 24 27 30 33 36 39 999 Total Speed_ in Pace 04/27/16 —. . � . . « . , . « , , . � . � . 01:00 * ` * > * • * < « . , < � . ,. < < 02:00 . . . . . � ,. ,t � � < ,t . � ,. ,t < 03:00 " * ' * • * < , « „ � , « „ < , . 04:00 . � � . . „ , . � „ . . � „ , . . 05:00 . . . . . . . . , . . . , . . . . 06:00 ' ` * • * « � . « « � . « « � . � 07:00 > � � . > � . . . � . . . � . . , 08:00 � � . , � , , . . , < . . , , . � 09:00 , . . . , „ . ,. . „ , ,. . „ . ,. . 10:00 . . . . . � � . � � , . � � � . . 11:00 . . � . . . „ � , . � � , . „ � . 12 PM 1 0 0 0 0 0 0 2 14 15 21 7 3 0 63 25-34 52 13:00 1 0 0 0 0 0 2 4 7 15 29 14 1 0 73 27-36 60 14:00 0 0 0 0 0 0 0 2 4 33 21 10 4 0 74 28-37 65 15:00 2 0 0 1 0 0 2 3 19 37 41 11 1 0 117 25-34 101 16:00 1 0 0 0 0 0 0 6 11 30 30 19 10 1 108 27-36 83 17:00 2 0 0 0 1 0 1 5 14 35 39 13 3 1 114 25-34 92 18:00 2 0 0 0 0 0 0 3 15 41 21 12 6 0 100 25-34 81 19:00 1 0 0 0 1 0 0 3 16 27 19 10 1 0 78 25-34 65 20:00 0 0 0 0 0 0 0 0 1 9 8 4 6 2 30 28-37 23 21:00 0 0 0 0 0 0 0 1 0 6 4 2 0 0 13 28-37 12 22:00 1 0 0 0 0 0 0 1 0 2 2 0 0 1 7 28-37 4 23:00 0 0 0 0 0 0 0 0 0 1 3 0 2 0 6 31-40 5 Total 11 0 0 1 2 0 5 30 101 251 238 102 37 5 783 Percent 1.4% 0.0% 0.0% 0.1 % 0.3% 0.0% 0.6% 3.8% 12.9% 32.1 % 30.4% 13.0% 4.7% 0.6% AM Peak Vol. PM Peak 15:00 15:00 17:00 13:00 16:00 15:00 18:00 15:00 16:00 16:00 20:00 15:00 Vol. 2 1 1 2 6 19 41 41 19 10 2 117 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 2 Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6_ 9_ 12 15 18 21 24 27 30 33 36 39 _ 999 Total _ Speed_ in Pace 04/28/16 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ` ' 02:00 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 26-35 1 03:00 0 0 0 0 0 0 0 0 0 2 0 1 1 0 4 29-38 3 04:00 0 0 0 0 0 0 0 1 0 5 3 1 0 1 11 26-35 9 05:00 0 0 0 0 0 0 0 4 0 13 19 9 6 1 52 28-37 43 06:00 0 0 0 0 0 0 0 2 11 33 39 28 9 0 122 27-36 104 07:00 0 0 0 0 0 0 0 3 15 60 79 37 9 0 203 27-36 181 08:00 1 0 0 0 0 1 2 2 18 49 58 19 8 0 158 26-35 132 09:00 4 0 1 0 0 0 1 7 7 28 25 18 7 1 99 28-37 73 10:00 1 0 0 0 0 0 0 3 8 17 26 6 5 1 67 25-34 53 11:00 0 0 0 0 0 0 0 5 11 17 25 13 3 1 75 27-36 59 12PM . . . . . „ � « � „ . � � „ � « < 13:00 . . , . . . . . . . . . . . . . < 14:00 ' * < . � « , , � « , , � « , , < 15:00 . . . . . . . � , . , � , . . � . 16:00 � � . , � , � , � , . , � , � , , 17:00 • • • • • • « . < . < . < . « . < 18:00 � � � . � , . . , , , . , , . . � 19:00 . . . . . � � . � � , . � � � . . 20:00 > . � . > „ , . . „ , . . „ , . , 21:00 . . . . . . „ . . . � . . . „ . � 22:00 . . . . . . . . . . . . . „ . . . 23:00 � . . > � . „ � , . < , , . . � � Total 6 0 1 0 0 1 3 27 70 225 274 133 48 5 793 Percent 0.8% 0.0% 0.1 % 0.0% 0.0% 0.1 % 0.4% 3.4% 8.8% 28.4% 34.6% 16.8% 6.1 % 0.6% AM Peak 09:00 09:00 08:00 08:00 09:00 08:00 07:00 07:00 07:00 06:00 04:00 07:00 Vol. 4 1 1 2 7 18 60 79 37 9 1 203 PM Peak Total 17 0 1 1 2 1 8 57 171 476 512 235 85 10 1576 Percent 1.1 % 0.0% 0.1 % 0.1 % 0.1 % 0.1 % 0.5% 3.6% 10.9% 30.2% 32.5% 14.9% 5.4% 0.6% 15th Percentile : 26 MPH 50th Percentile : 30 MPH 85th Percentile : 34 MPH 95th Percentile : 36 MPH Stats 10 MPH Pace Speed : 27-36 MPH Number in Pace : 1280 Percent in Pace : 81.2% Number of Vehicles > 25 MPH : 1432 Percent of Vehicles > 25 MPH : 90.9% Mean Speed(Average) : 30 MPH Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 3 Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9_ 12 15 18 21 24 27 30 33 36 39 999 Total Speed_ in Pace 04/27/16 —. . � . . « . , . « , , . � . � . 01:00 * ` * > * • * < « . , < � . ,. < < 02:00 . . . . . � ,. ,t � � < ,t . � ,. ,t < 03:00 " * ' * • * < , « „ � , « „ < , . 04:00 . � � . . „ , . � „ . . � „ , . . 05:00 . . . . . . . . , . . . , . . . . 06:00 ' ` * • * « � . « « � . « « � . � 07:00 > � � . > � . . . � . . . � . . , 08:00 � � . , � , , . . , < . . , , . � 09:00 , . . . , „ . ,. . „ , ,. . „ . ,. . 10:00 . . . . . � � . � � , . � � � . . 11:00 . . � . . . „ � , . � � , . „ � . 12 PM 2 0 0 0 0 0 4 9 27 16 23 8 6 1 96 24-33 69 13:00 2 0 0 0 0 0 7 6 20 16 15 8 5 3 82 25-34 54 14:00 1 0 0 0 0 1 2 4 21 25 29 13 3 0 99 25-34 79 15:00 3 0 0 2 2 1 5 21 32 43 36 12 5 2 164 24-33 118 16:00 3 0 0 0 0 1 4 19 38 60 39 22 6 2 194 25-34 144 17:00 1 0 0 0 1 2 6 21 66 65 50 18 5 1 236 24-33 188 18:00 4 0 0 0 0 1 5 16 42 39 40 21 2 0 170 25-34 128 19:00 2 0 0 0 0 1 2 9 34 44 20 11 3 2 128 25-34 102 20:00 0 0 0 0 0 0 3 10 25 27 27 8 2 2 104 24-33 82 21:00 0 0 0 0 0 0 0 6 11 16 13 9 5 2 62 25-34 43 22:00 0 0 0 0 0 1 0 7 11 9 5 2 1 1 37 22-31 29 23:00 0 0 0 0 0 0 0 1 2 1 5 3 2 1 15 30-39 10 Total 18 0 0 2 3 8 38 129 329 361 302 135 45 17 1387 Percent 1.3% 0.0% 0.0% 0.1 % 0.2% 0.6% 2.7% 9.3% 23.7% 26.0% 21.8% 9.7% 3.2% 1.2% AM Peak Vol. PM Peak 18:00 15:00 15:00 17:00 13:00 15:00 17:00 17:00 17:00 16:00 12:00 13:00 17:00 Vol. 4 2 2 2 7 21 66 65 50 22 6 3 236 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 4 Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6_ 9_ 12 15 18 21 24 27 30 _ 33 36 39 _ 999 Total _ Speed_ in Pace 04/28/16 0 0 0 0 0 0 0 1 1 3 3 0 0 1 9 24-33 7 01:00 0 0 0 0 0 0 0 1 1 1 0 0 0 0 3 22-31 3 02:00 0 0 0 0 0 0 0 1 0 1 2 0 0 0 4 28-37 3 03:00 0 0 0 0 0 0 0 1 0 0 1 0 0 0 2 24-33 1 04:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 20-29 1 05:00 0 0 0 0 0 0 1 1 1 1 0 1 0 0 5 21-30 3 06:00 0 0 0 0 0 0 1 1 4 4 1 2 0 0 13 25-34 10 07:00 3 0 0 0 0 1 0 2 14 14 6 6 1 0 47 25-34 36 08:00 2 0 0 0 0 0 3 7 9 17 14 9 6 0 67 25-34 43 09:00 5 0 0 0 0 0 0 9 9 17 9 6 2 1 58 22-31 38 10:00 2 0 0 0 0 0 1 11 14 8 7 8 1 0 52 22-31 35 11:00 0 0 0 0 0 2 6 8 16 21 12 7 4 0 76 24-33 52 12PM . . . . . „ � � � „ . « � „ � « < 13:00 . . , . . . . . . . . . . . . . < 14:00 ' * < . � « , , � « , , � « , , < 15:00 . . . . . . . � , . , � , . . � . 16:00 � � . , � , � , � , . , � , � , , 17:00 • • • • • • « . < . < . < . « . < 18:00 � � � . � , . . , , , . , , . . � 19:00 . . . . . � � . � � , . � � � . . 20:00 > . � . > „ , . . „ , . . „ , . , 21:00 . . . . . . „ . . . � . . . „ . � 22:00 . . . . . . . . . . . . . „ . . . 23:00 � . . > � . „ � , . < � , . . � � Total 12 0 0 0 0 3 12 43 69 88 55 39 14 2 337 Percent 3.6% 0.0% 0.0% 0.0% 0.0% 0.9% 3.6% 12.8% 20.5% 26.1 % 16.3% 11.6% 4.2% 0.6% AM Peak 09:00 11:00 11:00 10:00 11:00 11:00 08:00 08:00 08:00 00:00 11:00 Vol. 5 2 6 11 16 21 14 9 6 1 76 PM Peak Total 30 0 0 2 3 11 50 172 398 449 357 174 59 19 1724 Percent 1.7% 0.0% 0.0% 0.1 % 0.2% 0.6% 2.9% 10.0% 23.1 % 26.0% 20.7% 10.1 % 3.4% 1.1 % 15th Percentile : 23 MPH 50th Percentile : 28 MPH 85th Percentile : 32 MPH 95th Percentile : 35 MPH Stats 10 MPH Pace Speed : 25-34 MPH Number in Pace : 1262 Percent in Pace : 73.2% Number of Vehicles > 25 MPH : 1323 Percent of Vehicles > 25 MPH : 76.8% Mean Speed(Average) : 28 MPH Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 5 Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6 9_ 12 15 18 21 24 27 30 33 36 39 999 Total Speed_ in Pace 04/27/16 —. . � . . « . , . « , , . � . � . 01:00 * ` * > * • * < « . , < � . ,. < < 02:00 . . . . . � ,. ,t � � < ,t . � ,. ,t < 03:00 " * ' * • * < , « „ � , « „ < , . 04:00 . � � . . „ , . � „ . . � „ , . . 05:00 . . . . . . . . , . . . , . . . . 06:00 ' ` * • * « � . « « � . « « � . � 07:00 > � � . > � . . . � . . . � . . , 08:00 � � . , � , , . . , < . . , , . � 09:00 , . . . , „ . ,. . „ , ,. . „ . ,. . 10:00 . . . . . � � . � � , . � � � . . 11:00 . . � . . . „ � , . � � � . „ � . 12 PM 3 0 0 0 0 0 4 11 41 31 44 15 9 1 159 25-34 121 13:00 3 0 0 0 0 0 9 10 27 31 44 22 6 3 155 25-34 109 14:00 1 0 0 0 0 1 2 6 25 58 50 23 7 0 173 25-34 141 15:00 5 0 0 3 2 1 7 24 51 80 77 23 6 2 281 24-33 216 16:00 4 0 0 0 0 1 4 25 49 90 69 41 16 3 302 25-34 222 17:00 3 0 0 0 2 2 7 26 80 100 89 31 8 2 350 25-34 279 18:00 6 0 0 0 0 1 5 19 57 80 61 33 8 0 270 25-34 209 19:00 3 0 0 0 1 1 2 12 50 71 39 21 4 2 206 25-34 167 20:00 0 0 0 0 0 0 3 10 26 36 35 12 8 4 134 25-34 101 21:00 0 0 0 0 0 0 0 7 11 22 17 11 5 2 75 25-34 54 22:00 1 0 0 0 0 1 0 8 11 11 7 2 1 2 44 23-32 32 23:00 0 0 0 0 0 0 0 1 2 2 8 3 4 1 21 30-39 16 Total 29 0 0 3 5 8 43 159 430 612 540 237 82 22 2170 Percent 1.3% 0.0% 0.0% 0.1 % 0.2% 0.4% 2.0% 7.3% 19.8% 28.2% 24.9% 10.9% 3.8% 1.0% AM Peak Vol. PM Peak 18:00 15:00 15:00 17:00 13:00 17:00 17:00 17:00 17:00 16:00 16:00 20:00 17:00 Vol. 6 3 2 2 9 26 80 100 89 41 16 4 350 Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 6 Triangle btwn Avondale and College Site Code: TRI01-EW-16B Date Start: 27-Apr-16 Date End: 28-Apr-16 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6_ 9_ 12 15 18 21 24 27 30 _ 33 36 39 _ 999 Total Speed_ in Pace 04/28/16 0 0 0 0 0 0 0 1 1 4 3 0 0 1 10 24-33 8 01:00 0 0 0 0 0 0 0 1 1 1 0 0 0 0 3 22-31 3 02:00 0 0 0 0 0 0 0 1 0 1 2 1 0 0 5 26-35 4 03:00 0 0 0 0 0 0 0 1 0 2 1 1 1 0 6 28-37 4 04:00 0 0 0 0 0 0 0 1 0 6 3 1 0 1 12 26-35 10 05:00 0 0 0 0 0 0 1 5 1 14 19 10 6 1 57 28-37 45 06:00 0 0 0 0 0 0 1 3 15 37 40 30 9 0 135 27-36 112 07:00 3 0 0 0 0 1 0 5 29 74 85 43 10 0 250 27-36 212 08:00 3 0 0 0 0 1 5 9 27 66 72 28 14 0 225 26-35 175 09:00 9 0 1 0 0 0 1 16 16 45 34 24 9 2 157 27-36 108 10:00 3 0 0 0 0 0 1 14 22 25 33 14 6 1 119 24-33 85 11:00 0 0 0 0 0 2 6 13 27 38 37 20 7 1 151 25-34 109 12PM . . . . . . , . . . , . . . , . . 13:00 ' ' * * * * « « � � , « � � « « < 14:00 . . . . . � . . . � , . . � . . . 15:00 . . � . . � . . � � � . � � . . . 16:00 . . . . . ,� � . . ,� , . . ,� « . < 17:00 . � , > . „ . . « „ < . « „ . . � 18:00 . . . . . � � � « � , � � � � � < 19:00 ' * ' » * . « , « . . , « . « , . 20:00 � . . . � . , . . . . . . . , . � 21:00 . , . . . . . . . . . . . . . . � 22:00 � . . > � . � . � . � . � . � . � 23:00 . . . . . . . . , . , . , . . . < Total 18 0 1 0 0 4 15 70 139 313 329 172 62 7 1130 Percent 1.6% 0.0% 0.1 % 0.0% 0.0% 0.4% 1.3% 6.2% 12.3% 27.7% 29.1 % 15.2% 5.5% 0.6% AM Peak 09:00 09:00 11:00 11:00 09:00 07:00 07:00 07:00 07:00 08:00 09:00 07:00 PM Peak Total 47 0 1 3 5 12 58 229 569 925 869 409 144 29 3300 Percent 1.4% 0.0% 0.0% 0.1 % 0.2% 0.4% 1.8% 6.9% 17.2% 28.0% 26.3% 12.4% 4.4% 0.9% 15th Percentile : 24 MPH 50th Percentile : 29 MPH 85th Percentile : 33 MPH 95th Percentile : 35 MPH Stats 10 MPH Pace Speed : 25-34 MPH Number in Pace : 2499 Percent in Pace : 75.7% Number of Vehicles > 25 MPH : 2755 Percent of Vehicles > 25 MPH : 83.5% Mean Speed(Average) : 29 MPH Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Start 1 4 7 Time 3 6 _ 9 11 /06%19 1 0 0 01:00 0 0 0 02:00 0 0 0 03:00 0 0 0 04:00 0 0 0 05:00 1 0 0 06:00 4 0 0 07:00 4 0 0 08:00 1 0 0 09:00 2 0 0 10:00 0 0 0 11:00 1 0 0 12PM 0 0 0 13:00 0 0 0 14:00 3 0 0 15:00 9 0 0 16:00 7 0 0 17:00 14 0 0 18:00 11 1 0 19:00 13 0 0 20:00 12 0 0 21:00 7 0 0 22:00 7 0 0 23:00 3 0 0 Total 100 1 0 Percent 6.2% 0.1 % 0.0% AM Peak 06:00 10 1 12 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0% 0.1 � 10:0 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 1 Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 3 16 19 22 25 28 31 34 37 40 Pace Number 5 18 21 24 27 30 33 36 39 _ 999 Total Speed_ in Pace � 0 0 1 3 1 0 2 0 0 8 22-31 5 D 0 0 0 1 1 0 1 0 0 3 28-37 2 D 0 0 0 0 0 0 0 0 0 0 ` ` D 0 0 0 2 0 1 0 0 0 3 25-34 3 � 0 0 4 7 5 2 0 0 0 18 22-31 17 D 0 3 6 16 19 12 1 0 0 58 24-33 49 � 2 1 20 50 23 10 0 0 0 110 22-31 96 D 0 4 28 66 67 16 0 0 0 185 22-31 166 � 0 7 28 69 59 25 6 1 0 196 22-31 164 D 0 4 17 49 37 13 4 0 1 127 22-31 107 1 0 1 8 22 32 9 5 0 0 78 24-33 66 � 0 3 5 16 26 9 6 0 0 66 25-34 53 � 0 0 11 38 27 9 2 0 0 87 22-31 79 D 0 3 9 25 9 3 1 0 0 50 22-31 44 � 0 1 13 22 22 6 1 0 0 68 22-31 59 � 5 17 37 33 19 6 1 0 0 127 21-30 95 D 0 4 20 42 27 10 2 0 0 112 22-31 92 D 0 0 24 38 33 5 0 0 0 114 22-31 97 D 0 2 11 21 19 11 1 0 0 77 22-31 55 D 0 1 5 15 14 3 1 0 0 52 22-31 35 � 0 0 2 11 4 0 0 0 0 29 21-30 17 D 0 1 1 4 8 3 0 0 0 24 25-34 15 D 0 2 2 2 4 1 1 0 0 19 21-30 9 D 0 1 0 2 2 0 1 0 0 9 26-35 4 1 7 55 252 554 458 154 36 1 1 1620 6 0.4°/a 3.4°/a 15.6°/a 34.2% 28.3°/a 9.5°/a 2.2°/a 0.1 °/a 0.1 °/a � 06:00 08:00 07:00 08:00 07:00 08:00 08:00 08:00 09:00 08:00 PM Peak 17:00 18:00 15:00 15:00 15:00 16:00 17:00 18:00 12:00 15:00 Vol. 14 1 5 17 37 42 33 11 2 127 Total 100 1 0 0 1 7 55 252 554 458 154 36 1 1 1620 Percent 6.2% 0.1 % 0.0% 0.0% 0.1 % 0.4% 3.4% 15.6% 34.2% 28.3% 9.5% 2.2% 0.1 % 0.1 % 15th Percentile : 21 MPH 50th Percentile : 26 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1315 Percent in Pace : 81.2% Number of Vehicles > 25 MPH : 1019 Percent of Vehic�es > 25 MPH : 62.9% Mean Speed(Average) : 25 MPH Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study Page 2 Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 Start 1 4 7 10 13 16 19 22 25 28 31 34 37 40 Pace Number Time 3 6_ 9_ 12 15 18 21 24 27 30 33 36 39 _ 999 Total Speed_ in Pace 11/06/19 3 0 0 0 0 0 0 1 3 1 2 0 0 0 10 24-33 6 01:00 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 ` 1 02:00 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 14-23 1 03:00 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 * 1 04:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ° ' 05:00 1 0 0 0 0 0 0 2 0 1 0 1 0 0 5 20-29 3 06:00 6 0 0 0 2 0 0 2 4 1 0 0 1 0 16 22-31 7 07:00 20 0 0 0 0 0 0 7 9 5 6 0 1 0 48 22-31 23 08:00 8 0 0 0 0 0 4 13 22 12 9 5 2 0 75 22-31 50 09:00 1 0 0 0 0 0 0 4 15 12 11 6 0 0 49 25-34 40 10:00 1 0 0 0 0 1 0 11 25 31 16 1 2 0 88 24-33 76 11:00 1 0 0 0 0 0 2 19 25 22 9 6 0 0 84 22-31 69 12 PM 2 0 0 0 0 0 4 25 24 26 9 8 1 0 99 22-31 78 13:00 0 0 0 0 0 2 12 25 22 15 5 0 1 0 82 21-30 66 14:00 6 0 0 0 0 1 12 26 28 16 15 5 0 0 109 22-31 75 15:00 10 0 0 0 0 2 13 35 38 16 7 2 3 0 126 21-30 93 16:00 20 0 0 0 1 1 14 39 61 31 19 3 0 0 189 22-31 137 17:00 18 0 0 0 0 2 16 38 54 36 14 2 1 0 181 21-30 133 18:00 13 0 0 0 0 1 7 32 39 18 14 2 0 0 126 22-31 94 19:00 12 0 0 0 0 0 1 20 21 16 5 4 0 1 80 22-31 59 20:00 12 0 0 0 0 0 4 12 16 8 2 0 0 0 54 21-30 37 21:00 4 0 0 0 0 0 3 12 5 5 5 2 0 0 36 22-31 24 22:00 6 0 0 0 0 0 1 4 4 2 3 0 0 0 20 22-31 11 23:00 0 0 0 0 0 0 0 0 0 2 1 1 0 0 4 28-37 4 Total 146 0 0 0 3 10 93 328 415 276 152 49 12 1 1485 Percent 9.8% 0.0% 0.0% 0.0% 0.2% 0.7% 6.3% 22.1 % 27.9% 18.6°/a 10.2% 3.3% 0.8% 0.1 % AM Peak 07:00 06:00 10:00 08:00 11:00 10:00 10:00 10:00 09:00 08:00 10:00 PM Peak 16:00 16:00 13:00 17:00 16:00 16:00 17:00 16:00 12:00 15:00 19:00 16:00 Total 146 0 0 0 3 10 93 328 415 276 152 49 12 1 1485 Percent 9.8% 0.0% 0.0% 0.0% 0.2% 0.7% 6.3% 22.1 % 27.9% 18.6% 10.2% 3.3% 0.8% 0.1 % 15th Percentile : 20 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 1070 Percent in Pace : 72.1 % Number of Vehicles > 25 MPH : 767 Percent of Vehicles > 25 MPH : 51.6% Mean Speed(Average) : 24 MPH Street: Triangle Location: btwn Avondale and College Traffic Direction: EB and WB Start Time 11 /06%19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Speed Study 16 18 0 0 0 0 0 0 2 0 0 0 1 0 0 2 1 7 1 2 1 0 0 0 0 19 21 0 0 0 0 0 3 1 4 11 4 1 5 4 15 13 30 18 16 9 2 4 4 3 22 24 2 0 1 0 4 8 22 35 41 21 19 24 36 34 39 72 59 62 43 25 14 13 6 25 27 6 1 0 2 7 16 54 75 91 64 47 41 62 47 50 71 103 92 60 36 27 9 6 28 30 2 1 0 0 5 20 24 72 71 49 63 48 53 24 38 35 58 69 37 30 12 13 6 31 33 2 0 0 1 2 12 10 22 34 24 25 18 18 8 21 13 29 19 25 8 2 8 4 34 36 2 2 0 0 0 2 0 0 11 10 6 12 10 1 6 3 5 2 3 5 0 2 1 37 39 0 0 0 0 0 0 1 1 3 0 2 0 1 1 0 3 0 1 0 0 0 0 0 40 999 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 Page 3 Triangle btwn Avondale and College Site Code: TRI01-EW-19B Date Start: 06-Nov-19 Date End: 06-Nov-19 Total 18 5 1 4 18 63 126 233 271 176 166 150 186 132 177 253 301 295 203 132 83 60 39 Pace _ _Speed _ 22-31 28-37 14-23 23-32 22-31 24-33 22-31 22-31 22-31 24-33 24-33 22-31 22-31 21-30 22-31 21-30 22-31 22-31 22-31 22-31 21-30 22-31 22-31 Number in Pace 11 3 1 3 17 51 103 189 214 144 141 119 157 110 134 188 230 229 148 94 54 38 19 Total 246 1 0 0 4 17 148 580 969 734 306 85 13 2 3105 Percent 7.9% 0.0% 0.0% 0.0% 0.1 % 0.5% 4.8% 18.7% 31.2% 23.6% 9.9% 2.7% 0.4% 0.1 % AM Peak 07:00 06:00 06:00 08:00 08:00 08:00 07:00 08:00 11:00 08:00 09:00 08:00 Vol. 24 2 2 11 41 91 72 34 12 3 1 271 PM Peak 17:00 18:00 16:00 15:00 15:00 15:00 16:00 17:00 16:00 12:00 15:00 19:00 16:00 Total 246 1 0 0 4 17 148 580 969 734 306 85 13 2 3105 Percent 7.9% 0.0% 0.0% 0.0% 0.1 % 0.5% 4.8% 18.7% 31.2% 23.6% 9.9% 2.7% 0.4% 0.1 % 15th Percentile : 21 MPH 50th Percentile : 25 MPH 85th Percentile : 29 MPH 95th Percentile : 32 MPH Stats 10 MPH Pace Speed : 22-31 MPH Number in Pace : 2385 Percent in Pace : 76.8% Number of Vehicles > 25 MPH : 1786 Percent of Vehicles > 25 MPH : 57.5% Mean Speed(Average) : 25 MPH 1 3 4 1 0 1 0 2 10 24 9 3 1 2 2 0 9 19 27 32 24 25 24 11 13 4 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 10 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I�\_�.����_11� � L..i� � O 2 � Q w � M� U v �w � Z °- QZ 0 1�1� ~ 0 � w M O Q� N � � U H � � `' ! 1 U � L1J � � C� � � � � MINOR STREET __ �� >> �o �� a a � J J m m W W APPROACH - VPH .. � - � a �1G � .. a i1 � � i i � 2 � L � �, U`� Q ooa� O =°'� .��_ � ��o � �_ °�� Q a °'"Q� _ � � (6 U � � � � Q m � o o Q- o��� � ��� p = �' � � � � � J � � � c`�n Qw �a�io �a o�.� - (6 O c� �, E W � °' � � J � o � � U � o � w = � � � � � w � � O � � � ��� u� � � o � � � � � O ro� � � Q �Q � z� � � z � � � � Z O �_ OU Y W Q � �.�..� w � � 0 z z w O —' � � � Z U� � m w �� � � w N J O J � O �U Qa � � 0 _ � r��-���u►�� HCM 6th Signalized Intersection Summary Short Bkgrd AM 16: College Avenue & Carpenter Road E�cpanded C�eorretry at Trilby � �- t � � 1 Nbv�rent V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � � �� � � �� Traffic Vdume (veh/h) 327 271 1134 315 359 829 Future Vdume (veh/h) 327 271 1134 315 359 829 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 359 0 1246 141 395 911 Pe�ak Hour Facta- 0.91 0.91 0.91 0.91 0.91 0.91 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 397 1631 728 452 2407 Arrive On Green 0.22 0.00 0.46 0.46 0.37 1.00 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 359 0 1246 141 395 911 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 21.6 0.0 32.1 5.8 14.2 0.0 Gyde Q C�ear(�c), s 21.6 0.0 32.1 5.8 14.2 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 397 1631 728 452 2407 V/C Ratio(� 0.90 0.76 0.19 0.87 0.38 Avail Cap(c a), veh/h 397 1631 728 452 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.83 0.83 Unifa-m Delay (d), s/veh 41.6 0.0 24.8 17.7 29.3 0.0 Ina- Delay (d2), s�veh 23.7 0.0 3.5 0.6 14.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Bac{cOFQ(50%),vehlln 11.7 0.0 12.8 2.1 8.3 0.1 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 65.3 0.0 28.2 18.3 43.9 0.4 LnGrp LOS E C B D A Approach Vd, veh/h 359 A 1387 1306 Approad� Delay, sJveh 65.3 27.2 13.6 Approad-i LOS E C B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 80.0 6.5 73.5 2.0 6.6 26.0 54.0 6.5 4.5 19.5 49.5 16.2 34.1 0.4 7.4 30.0 6.5 23.5 23.6 0.0 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 25.8 F-K:NI 6th L06 C Note.s Unsignalized Delay fa- [WBR] is exduded from calculations of the approach delay and ir�te��#ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t sb am geo to aq�tb.syn Timing Report, Sorted By Phase Short Bkgrd AM 16: College Avenue & Carpenter Road E�cpanded C�eorretry at Trilby 1 �► t �- � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 80 72.7% 21 5.5 1 5 3 3 0 0 Yes Yes 20.5 100.5 94 94 60.5 24 24 5 ssa� � Yes f�brie 26 23.6% 11 5.5 1 4.5 3 3 0 0 f�lo Yes 74.5 100.5 94 94 4.5 24 24 6 NBT Lead Yes GMax 54 49.1% 23.5 3.5 1 5 3 3 0 0 7 10 Yes Yes 20.5 74.5 70 60 60.5 0 100 � un:?I f�brie 30 27.3% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 100.5 20.5 14 108 30.5 54 38 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 70 (64%), Referer�ced to phase 6:NBT, Start of Yellow ;.._..: 02/12/ZOZO Syrxhro 10 Light Repa-t sb am geo to aq�tb.syn Queues Short Bkgrd AM 16: College Avenue & Carpenter Road E�cpanded C�eorretry at Trilby � �- t � � 1 Lane Gra.ip VbBL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 359 298 1246 346 395 911 v/c Ratio 0.93 0.19 0.76 0.38 0.94 0.38 Contrd Delay 73.2 0.3 28.4 3.1 51.0 2.2 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.2 0.3 28.4 3.1 51.0 2.2 C�.ie Lerigth 50th (ft) 249 0 376 0 225 20 C�.ieue Lerigth 95th (ft) #421 0 463 50 #401 37 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 394 1583 1636 917 421 2408 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.91 0.19 0.76 0.38 0.94 0.38 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t sb am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Bkgrd PM 16: College Avenue & Carpenter Road E�cpanded C�eorretry at Trilby � �- t � � 1 Nbv�rent V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � � �� � � �� Traffic Vdume (veh/h) 376 412 1273 302 408 1304 Future Vdume (veh/h) 376 412 1273 302 408 1304 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 404 0 1369 122 439 1402 Peak Hour Facta- 0.93 0.93 0.93 0.93 0.93 0.93 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 423 1496 667 465 2384 Arrive On Green 0.24 0.00 0.42 0.42 0.44 1.00 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 404 0 1369 122 439 1402 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 26.8 0.0 43.6 5.8 23.0 0.0 Gyde Q C�ear(�c), s 26.8 0.0 43.6 5.8 23.0 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 423 1496 667 465 2384 �ic�t�a� o.� o.� o.�$ o.� o.� Avail Cap(c a), veh/h 423 1496 667 465 2384 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.71 0.71 Unifa-m Delay (d), s/veh 45.1 0.0 32.7 21.8 30.6 0.0 Ina- Delay (d2), s�veh 32.3 0.0 10.3 0.6 22.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 15.2 0.0 19.2 2.1 10.3 0.3 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 77.4 0.0 43.0 22.4 53.0 0.8 LnGrp LOS E D C D A Approad� Vd, veh/h 404 A 1491 1841 Approad� Delay, sJveh 77.4 41.3 13.2 Approad-i LOS E D B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 86.0 6.5 79.5 2.0 13.2 32.0 54.0 6.5 4.5 25.5 49.5 25.0 45.6 0.1 2.8 34.0 6.5 27.5 28.8 0.0 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 31.4 F-K:NI 6th L06 C Note.s Unsignalized Delay fa- [WBR] is exduded from calculations of the approach delay and ir�te��#ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn Timing Report, Sorted By Phase Short Bkgrd PM 16: College Avenue & Carpenter Road E�cpanded C�eorretry at Trilby 1 �► t �- � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 86 71.7% 21 5.5 1 5 3 3 0 0 Yes Yes 72.5 38.5 � 32 70.5 30 30 5 ssa� � Yes f�brie 32 �.%/o 11 5.5 1 4.5 3 3 0 0 f�lo Yes 6.5 38.5 32 32 4.5 � 30 6 NBT Lead Yes GMax 54 45.0% 23.5 3.5 1 5 3 3 0 0 7 10 Yes Yes 72.5 6.5 2 112 70.5 0 110 � un:?I f�brie 34 28.3% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 38.5 72.5 66 50 36.5 64 48 Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 2(2%), Referenced to phase 6:NBT, Start of Yellow ;.._..: 02/12/ZOZO Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn Queues Short Bkgrd PM 16: College Avenue & Carpenter Road E�cpanded C�eorretry at Trilby � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 404 443 1369 325 439 1402 v/c Ratio 0.96 0.28 0.92 0.38 0.97 0.59 Contrd Delay 81.1 0.4 44.0 3.7 63.2 4.6 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.1 0.4 44.0 3.7 63.2 4.6 C�.ie Lerigth 50th (ft) 311 0 518 0 229 55 C�.ieue Lerigth 95th (ft) #511 0 #1667 54 #504 14 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 420 1583 1489 854 452 2374 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.96 0.28 0.92 0.38 0.97 0.59 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Bkgrd AM 6: College Avenue & Triangle Drive E�cpandedC�eorrietryatTrilby � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j �� �� � Traffic Vdume (veh/h) 144 109 31 1379 1079 31 Future Vdume (veh/h) 144 109 31 1379 1079 31 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 160 0 34 1532 1199 18 Peak Hour Facta- 0.90 0.90 0.90 0.90 0.90 0.90 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 209 392 2781 2426 1082 Arrive On Green 0.12 0.00 0.14 1.00 0.46 0.46 Sat Flonrv, veh/h 1781 1585 1781 3647 3647 1585 Qp Vdume(v), veh/h 160 0 34 1532 1199 18 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1777 1777 1585 Q Serve(�s), s 9.6 0.0 0.5 0.0 26.0 0.7 Gyde Q C�ear(�c), s 9.6 0.0 0.5 0.0 26.0 0.7 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 209 392 2781 2426 1082 V/C Ratio(� 0.77 0.09 0.55 0.49 0.02 Avail Cap(c a), veh/h 397 392 2781 2426 1082 HCM Platoon Ratio 1.00 1.00 2.00 2.00 0.67 0.67 Upstream Flter(I) 1.00 0.00 0.71 0.71 0.87 0.87 Unifa-m Delay (d), s/veh 47.1 0.0 6.3 0.0 16.5 9.7 Ina- Delay (d2), s�veh 5.8 0.0 0.3 0.6 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.6 0.0 0.2 0.2 11.0 0.2 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 52.9 0.0 6.6 0.6 17.2 9.7 LnGrp LOS D A A B A Approad� Vd, veh/h 160 A 1566 1217 Approad� Delay, s✓veh 52.9 0.7 17.0 Approad-i LOS D A B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 11.0 80.6 4.5 6.5 6.5 62.5 2.5 28.0 0.0 9.3 4 6 18.4 91.6 6.5 6.5 23.5 73.5 11.6 2.0 0.3 15.6 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 10.3 HCM 6th L06 B Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t sb am geo to aq�tb.syn Timing Report, Sorted By Phase Short Bkgrd AM 6: College Avenue & Triangle Drive E�cpandedC�eorrietryatTrilby � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes �/�c 11 10.0% 11 3.5 1 4.5 3 3 0 0 Yes Yes 0 11 6.5 6.5 � 36.5 36.5 2 SBT � Yes GMax 69 �.%/o 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 11 80 73.5 62.5 41 103.5 92.5 4 6 EBL NBTL Nin 30 27.3% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 80 0 103.5 103.5 0 23.5 23.5 GMax 80 72.7% 24.5 5.5 1 5 3 3 0 0 Yes Yes 0 80 73.5 73.5 � 103.5 103.5 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 65 Offset: 80 (73%), Referer�ced to phase 2:SBT and 6: NBTL, Start of Red 02/12/ZOZO Syrxhro 10 Light Repa-t sb am geo to aq�tb.syn Queues Short Bkgrd AM 6: College Avenue & Triangle Drive E�cpandedC�eorrietryatTrilby � � � t 1 � Lane Group EBL EBR NBL NBT SBT SBR Lane C�-oup Row (vph) 160 121 34 1532 1199 34 v/c Ratio 0.62 0.08 0.08 0.58 0.59 0.04 Contrd Delay 53.7 0.1 6.8 11.8 13.6 0.7 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.7 0.1 6.8 11.8 13.6 0.7 C�.ie Lerigth 50th (ft) 107 0 6 242 352 2 C�.�eue Lerx�th 95th (ft) 167 0 m15 323 410 m1 Intemal Link Dist (ft) 675 2270 2933 Tum Bay Lerigth (ft) 150 425 500 Base Ca{�aatY (vph) 394 1583 434 2664 2042 928 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.41 0.08 0.08 0.58 0.59 0.04 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t sb am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Bkgrd PM 6: College Avenue & Triangle Drive E�cpandedC�eorrietryatTrilby � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j �� �� � Traffic Vdume (veh/h) 80 60 140 1541 1652 127 Future Vdume (veh/h) 80 60 140 1541 1652 127 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 82 0 144 1589 1703 92 Peak Hour Facta- 0.97 0.97 0.97 0.97 0.97 0.97 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 119 349 2990 2710 1209 Arrive On Green 0.07 0.00 0.10 1.00 1.00 1.00 Sat Flonrv, veh/h 1781 1585 1781 3647 3647 1585 Qp Vdume(v), veh/h 82 0 144 1589 1703 92 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1777 1777 1585 Q Serve(�s), s 5.4 0.0 1.9 0.0 0.0 0.0 Gyde Q C�ear(�c), s 5.4 0.0 1.9 0.0 0.0 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 119 349 2990 2710 1209 V/C Ratio(� 0.69 0.41 0.53 0.63 0.08 Avail Cap(c a), veh/h 289 446 2990 2710 1209 HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Flter(I) 1.00 0.00 0.51 0.51 0.30 0.30 Unifa-m Delay (d), s/veh 54.8 0.0 1.8 0.0 0.0 0.0 Ina- Delay (d2), s�veh 6.8 0.0 0.4 0.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 2.7 0.0 0.3 0.1 0.1 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 61.6 0.0 2.2 0.3 0.3 0.0 LnGrp LOS E A A A A Approach Vd, veh/h 82 A 1733 1795 Approad� Delay, sJveh 61.6 0.5 0.3 Approad-i LOS E A A Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 9.5 97.0 4.5 6.5 11.5 72.5 3.9 2.0 0.2 20.2 4 6 13.5 106.5 6.5 6.5 18.5 88.5 7.4 2.0 0.1 17.1 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 1.8 F-K:NI 6th L06 A Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn Timing Report, Sorted By Phase Short Bkgrd PM 6: College Avenue & Triangle Drive E�cpandedC�eorrietryatTrilby � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes I�brie 16 13.3% 11.5 3.5 1 5 3 3 0 0 No Yes 31.5 47.5 43 43 31.5 43 43 2 SBT � Yes GMax 79 65.8% 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 47.5 6.5 0 109 47.5 0 109 4 6 EBL NBTL I�br�e 25 20.8% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 6.5 31.5 25 14 6.5 25 14 GMax 95 79.2% 22.5 5.5 1 5 3 3 0 0 Yes Yes 31.5 6.5 0 0 31.5 0 0 Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 80 Offset: 0(0%), Referenced to phase 2:SBT arx16:NBTL, Start of Yella✓u 02/12/ZOZO Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn Queues Short Bkgrd PM 6: College Avenue & Triangle Drive E�cpandedC�eorrietryatTrilby � � � t 1 � Lane Group EBL EBR NBL NBT SBT SBR Lane C�-oup Row (vph) 82 62 144 1589 1703 131 v/c Ratio 0.47 0.04 0.51 0.53 0.67 0.11 Contrd Delay 59.1 0.1 17.3 12.0 23.7 7.6 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.1 0.1 17.3 12.0 23.7 7.6 C�.ie Lerigth 50th (ft) 61 0 68 371 517 28 C�.ieue Lerigth 95th (ft) 110 0 m97 rrx}16 m547 m34 Intemal Link Dist (ft) 675 2270 2933 Tum Bay Lerigth (ft) 150 425 500 Base Capacity (vph) 287 1583 314 2973 2523 1166 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.29 0.04 0.46 0.53 0.67 0.11 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Bkgrd AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j � � � �� � �j �� � Traffic Vdume (veh/h) 248 335 230 94 712 193 179 1242 90 112 750 90 Future Vdume (veh/h) 248 335 230 94 222 193 179 1242 90 112 750 90 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 258 349 47 98 231 70 186 1294 34 117 781 8 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 312 410 333 218 359 290 441 1810 807 248 1741 777 Arrive On Green 0.09 0.22 0.21 0.06 0.19 0.18 0.05 0.34 0.34 0.06 0.49 0.49 Sat Flonrv, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Qp Vdume(v), veh/h 258 349 47 98 231 70 186 1294 34 117 781 8 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(�s), s 10.0 19.7 2.7 4.8 12.5 4.2 5.4 34.9 1.6 3.5 15.8 0.3 Gyde Q C�ear(�c), s 10.0 19.7 2.7 4.8 12.5 4.2 5.4 34.9 1.6 3.5 15.8 0.3 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 312 410 333 218 359 290 441 1810 807 248 1741 777 V/C Ratio(� 0.83 0.85 0.14 0.45 0.64 0.24 0.42 0.71 0.04 0.47 0.45 0.01 Avail Cap(c a), veh/h 312 544 447 218 493 403 498 1810 807 258 1741 777 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 36.0 41.2 35.4 33.7 41.0 38.4 13.1 29.3 18.3 18.8 18.3 14.4 Ina- Delay (d2), s�veh 16.7 9.6 0.2 1.4 1.9 0.4 0.5 1.9 0.1 1.4 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.4 9.9 1.0 2.1 5.8 1.6 2.0 15.4 0.6 1.3 6.0 0.1 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 52.7 50.8 35.6 35.1 42.9 38.9 13.6 31.2 18.4 20.2 19.2 14.4 LnGrp LOS D D D D D D B C B C B B Approach Vd, veh/h 654 399 1514 906 Approad� Delay, s✓veh 50.5 40.3 28.8 19.3 Approad-i LOS D D C B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 3 4 11.5 59.4 10.0 29.1 4.0 6.5 4.0 6.0 11.0 41.5 6.0 31.0 7.4 17.8 6.8 21.7 0.2 4.8 0.0 1.4 9.4 61.5 13.0 26.1 4.0 6.5 4.0 6.0 6.0 46.5 9.0 28.0 5.5 36.9 12.0 14.5 0.0 5.5 0.0 1.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 31.7 F-K:NI 6th L06 C 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn Timing Report, Sorted By Phase Short Bkgrd AM 3: College Avenue & Trilby Road � 1 � --. �• t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBTL Lead Lag None GMax 15 48 13.6% 43.6% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 63 78 78 16 74 9.5 74 109.5 47 62 58 103.5 58 93.5 3 4 VbBL EBTL Lead Lag I�br�e f�brie 10 37 9.1% 33.6% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 16 26 26 63 22 57 22 37 0 10 6 41 6 21 5 6 SBL NBTL Lead Lag None GMax 10 53 9.1% 48.2% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 63 73 73 16 69 9.5 69 109.5 47 57 53 103.5 53 93.5 � �:. :.. Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 16 (15%), Refererx�ed to phase 2:SBTL and 6:NBTL, Start of Red 11/06/2019 :... I�br�e f�brie 13 34 11.8% 30.9% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 16 29 29 63 25 57 25 36 0 13 9 41 9 20 Syrxhro 10 Light Repa-t sb amsyn Queues Short Bkgrd AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 258 349 240 98 231 201 186 1294 94 117 781 94 v/c Ratio 0.77 0.78 0.44 0.43 0.58 0.45 0.46 0.78 0.12 0.54 0.50 0.12 Contrd Delay 43.1 50.9 6.6 29.4 44.0 12.6 13.5 24.5 5.0 24.6 24.4 1.0 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.1 50.9 6.6 29.4 44.0 12.6 13.5 24.5 5.0 24.6 24.4 1.0 C�.ie Lerigth 50th (ft) 135 228 0 46 145 25 60 257 9 35 208 0 C�.�eue Lerigth 95th (ft) 194 317 58 80 214 85 115 580 m33 #99 287 8 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 Base Capacity (vph) 337 541 618 228 491 520 422 1662 801 216 1570 785 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.77 0.65 0.39 0.43 0.47 0.39 0.44 0.78 0.12 0.54 0.50 0.12 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. m Vdume fa- 95th peroentile queue is rr�tered by upstre�am signal. 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn HCM 6th Signalized Intersection Summary Short Bkgrd PM 3: College Avenue & Trilby Road E�cpandedC�eorrietryatTrilby � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j � � �j� �� � �j�j �� � Traffic Vdume (veh/h) 170 253 159 145 361 112 274 1196 102 192 1498 278 Future Vdume (veh/h) 170 253 159 145 361 112 274 1196 102 192 1498 278 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 185 275 28 158 392 20 298 1300 54 209 1628 150 Peak Hour Facta- 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 206 433 367 286 433 367 346 1708 762 288 1649 736 Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.20 0.96 0.96 0.08 0.46 0.46 Sat Flonrv, veh/h 1781 1870 1585 1781 1870 1585 3456 3554 1585 3456 3554 1585 Qp Vdume(v), veh/h 185 275 28 158 392 20 298 1300 54 209 1628 150 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(�s), s 8.0 15.9 1.7 8.0 24.4 1.2 10.0 6.3 0.2 7.1 54.4 6.7 Gyde Q C�ear(�c), s 8.0 15.9 1.7 8.0 24.4 1.2 10.0 6.3 0.2 7.1 54.4 6.7 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 206 433 367 286 433 367 346 1708 762 288 1649 736 V/C Ratio(� 0.90 0.63 0.08 0.55 0.90 0.05 0.86 0.76 0.07 0.73 0.99 0.20 Avail Cap(c a), veh/h 206 452 383 286 452 383 346 1708 762 288 1649 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 39.3 41.5 36.0 34.0 44.8 35.9 47.2 1.3 1.2 53.7 31.8 19.0 Ina- Delay (d2), s�veh 36.1 2.7 0.1 2.3 20.9 0.1 16.9 2.7 0.2 8.8 19.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.7 7.5 0.6 3.7 13.6 0.5 4.5 1.3 0.1 3.3 25.3 2.5 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 75.4 44.3 36.1 36.3 65.7 35.9 64.1 4.1 1.4 62.5 51.1 19.7 LnGrp LOS E D D D E D E A A E D B Approach Vd, veh/h 488 570 1652 1987 Approad� Delay, sJveh 55.6 56.5 14.8 49.9 Approad-i LOS E E B D Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 15.0 61.2 11.0 32.8 13.0 63.2 11.0 32.8 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 11.0 53.5 7.0 28.0 9.0 55.5 7.0 28.0 12.0 56.4 10.0 17.9 9.1 8.3 10.0 26.4 0.0 0.0 0.0 1.1 0.0 11.3 0.0 0.4 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 39.0 HCM 6th L06 D 11/07/2019 Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn Timing Report, Sorted By Phase Short Bkgrd PM 3: College Avenue & Trilby Road E�cpandedC�eorrietryatTrilby � 1 � --. �• t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 15 60 12.5% 50.0% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 51.5 66.5 66.5 6.5 62.5 0 62.5 110 51.5 66.5 62.5 0 62.5 110 3 4 VbBL EBTL Lead Lag I�br�e f�brie 11 34 9.2% 28.3% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 17.5 17.5 51.5 13.5 45.5 13.5 25.5 6.5 17.5 13.5 45.5 13.5 25.5 � .. . None GMax 13 62 10.8% 51.7% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 51.5 64.5 64.5 6.5 60.5 0 60.5 110 51.5 64.5 60.5 0 60.5 110 � �:. :.. Iritersec�ion Surrrr�ary Gyde Lerigth 120 Contrd Type Actuatec�Coordinated Natural Gyde 120 Offset: 0(0%), Referenced to phase 2:SBT arx16: NBT, Start aF Yella✓u 11/07/2019 :... I�br�e f�brie 11 34 9.2% 28.3% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 17.5 17.5 51.5 13.5 45.5 13.5 24.5 6.5 17.5 13.5 45.5 13.5 24.5 Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn Queues Short Bkgrd PM 3: College Avenue & Trilby Road E�cpandedC�eorrietryatTrilby � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 185 275 173 158 392 122 298 1300 111 209 1628 302 v/c Ratio 1.01 0.63 0.34 0.57 0.90 0.26 0.85 0.77 0.14 0.73 1.00 0.35 Contrd Delay 101.6 48.4 7.4 37.7 69.3 7.9 77.4 33.3 6.5 68.9 55.3 5.0 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 101.6 48.4 7.4 37.7 69.3 7.9 77.4 33.3 6.5 68.9 55.3 5.0 C�.ie Lerigth 50th (ft) 103 190 0 87 293 0 122 546 15 82 -671 18 C�.�eue Lerigth 95th (ft) #241 284 56 142 #464 48 #205 623 29 #134 #�839 72 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 Base Capacity(vph) 184 450 513 279 450 475 351 1692 809 288 1627 867 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 1.01 0.61 0.34 0.57 0.87 0.26 0.85 0.77 0.14 0.73 1.00 0.35 Iritersection Surrmary - Vdurr� exceeds capaaty, queue is thea-etically infinite. C�ue��e sha�un is rr�udmum after iv�o cydes. # 95th peroentile vdume exoeecls capacity, queue rr�y be longer. Queue shown is ma�dmum after iv�o c.ydes. 11/07/2019 Syrxhro 10 Light Repa-t sb pm geo to aq�tb.syn HCM 6th TWSC Short Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road Ir�ers�ctia� Ir�t Delay, s/veh 8 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '�, �' � � Traffic Vd, veh/h 50 666 83 40 429 23 64 4 131 12 1 35 Future Vd, vehlh 50 666 83 40 429 23 64 4 131 12 1 35 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length 150 - - 150 - - - - 60 - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 53 709 88 43 456 24 68 4 139 13 1 37 Maja'/Ninoi- IVlaja'1 N}ajor2 Nina'1 Ninor2 Confliding RowAll 480 0 0 797 0 0 1432 1425 753 1485 1457 468 Stage1 - - - - - - 859 859 - 554 554 - Stage 2 - - - - - - 573 566 - 931 903 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1082 - - 825 - - 112 136 410 103 130 595 Stage1 - - - - - - 351 373 - 517 514 - Stage 2 - - - - - - 505 507 - 320 356 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1082 - - 825 - - 96 123 410 61 117 595 Mov Cap-2 Maneuver - - - - - - 96 123 - 61 117 - Stage1 - - - - - - 334 355 - 492 487 - Stage 2 - - - - - - 448 481 - 198 339 - Approach EB V�B NB SB HCM Contrd Delay, s 0.5 0.8 49.7 32.3 HCM L06 E D Ninor LanelMaja' I�Mrrt NBLn1 NBln2 EBL EBT EBR WBL WBT WBRS61�1 Capaaty (veh/h) 97 410 1082 - - 825 - - 182 HCM Lane V/C Ratio 0.746 0.34 0.049 - - 0.052 - - 0.281 HCM Coritrd Delay (s) 110.3 18.2 8.5 - - 9.6 - - 32.3 F-K;NI Lar�e LOS F C A - - A - - D HCM 95th °/�ile Q(veh) 3.9 1.5 0.2 - - 0.2 - - 1.1 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn HCM 6th TWSC Short Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road Ir�ers�ctia� Ir�t Delay, s/veh 7.5 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '�, �' � � Traffic Vd, veh/h 32 495 66 128 764 24 43 2 78 9 3 29 Future Vd, vehlh 32 495 66 128 764 24 43 2 78 9 3 29 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length 150 - - 150 - - - - 60 - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 33 516 69 133 796 25 45 2 81 9 3 30 Maja'/Ninoi- IVlaja'1 N}ajor2 Ninor'1 Ninor2 Corifliding RowAll 821 0 0 585 0 0 1708 1704 551 1733 1726 809 Stage1 - - - - - - 617 617 - 1075 1075 - Stage 2 - - - - - - 1091 1087 - 658 651 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 808 - - 990 - - 72 91 534 69 89 380 Stage 1 - - - - - - 477 481 - 266 296 - Stage 2 - - - - - - 260 292 - 453 465 - Platoon blocked, % - - - - Mov Cap�1 Manewer 808 - - 990 - - 56 76 534 50 74 380 Mov Cap-2 Maneuver - - - - - - 56 76 - 50 74 - Stage1 - - - - - - 457 461 - 255 256 - Stage 2 - - - - - - 205 253 - 367 446 - Approach EB V�B NB SB HCM Contrd Delay, s 0.5 1.3 76.3 42.4 HCM L06 F E Ninor LanelMaja' I�Mrrt NBLn1 NBln2 EBL EBT EBR WBL WBT WBRSBI�1 Capaaty (veh/h) 57 534 808 - - 990 - - 138 HCM Lane V/C Ratio 0.822 0.152 0.041 - - 0.135 - - 0.309 HCM Coritrd Delay (s) 186.2 12.9 9.6 - - 9.2 - - 42.4 F-K;NI Lar�e LOS F B A - - A - - E HCM 95th °/�ile Q(veh) 3.6 0.5 0.1 - - 0.5 - - 1.2 11/06/2019 Syrxhro 10 Light Repa-t sb pmsyn HCM 6th TWSC Short Bkgrd AM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 1.6 Nbvemer�t EBL EBT WBT V�BR SBL SBR Lane Corifigurations �' '� �' Traffic Vd, veh/h 0 204 43 19 49 0 Future Vd, vehlh 0 204 43 19 49 0 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - - - 0 - Veh in Median Storage, #- 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehides, % 2 2 2 2 2 2 Mvrnt Flow 0 215 45 ZO 52 0 Maja'/Ninoi- IVlaja'1 Maja2 Ninor2 Confliding RowAll 65 0 - 0 270 55 Stage 1 - - - - 55 - Stage 2 - - - - 215 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1537 - - - 719 1012 Stage 1 - - - - 968 - Stage 2 - - - - 821 - Platoon blocked, % - - - Mov Cap�1 Manewer 1537 - - - 719 1012 Mov Cap-2 Maneuver - - - - 719 - Stage 1 - - - - 968 - Stage 2 - - - - 821 - � • • ... : f . . �- . � � � � ■: �►l �. � Ninor LanelMaja' M�rrt EBL EBT WBT WBRSBLn1 Capaaty (veh/h) 1537 - - - 719 HCM Lane V/C Ratio - - - - 0.072 HCM Coritrd Delay (s) 0 - - - 10.4 FK�VI Larie LOS A - - - B HCM 95th °/�ile Q(veh) 0 - - - 0.2 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn HCM 6th TWSC Short Bkgrd PM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 1 Nbvemer�t EBL EBT WBT V�BR SBL SBR Lane Corifigurations �' '� �' Traffic Vd, veh/h 5 109 207 60 31 3 Future Vd, vehlh 5 109 207 60 31 3 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - - - 0 - Veh in Median Storage, #- 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehides, % 2 2 2 2 2 2 Mvrnt Flow 6 124 235 68 35 3 Maja'/Ninoi- IVlaja'1 Maja2 Ninor2 Corifliding RowAll 303 0 - 0 405 269 Stage 1 - - - - 269 - Stage 2 - - - - 136 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1258 - - - 602 T/0 Stage 1 - - - - T/6 - Stage 2 - - - - 890 - Platoon blocked, % - - - Mov Cap�1 Manewer 1258 - - - 599 T/0 Mov Cap-2 Maneuver - - - - 599 - Stage1 - - - - 772 - Stage 2 - - - - 890 - � • • ... : f . . �- . � � ■: �►l �. � Ninor LanelMaja' M�rrt EBL EBT WBT WBRSBLn1 Capaaty (veh/h) 1258 - - - 611 HCM Lane V/C Ratio 0.005 - - - 0.063 HCM Coritrd Delay (s) 7.9 0 - - 11.3 F-K;NI Lane LOS A A - - B HCM 95th °/�ile Q(veh) 0 - - - 0.2 11/06/2019 Syrxhro 10 Light Repa-t sb pmsyn HCM 6th Roundabout Short Bkgrd AM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.5 A EB 1 1 134 136 65 39 0 1.000 3.7 A � I�I:a 1.000 2.609 4.976 136 1291 0.984 134 1270 0.105 3.7 A 0 Left LTR LTR 1.000 2.609 4.976 63 1330 0.990 62 1317 0.047 3.1 A 0 V�B 1 1 62 � 36 204 0 1.000 3.1 A � I�I:� 1.000 2.609 4.976 50 1137 0.975 49 1108 0.044 3.6 A 0 NB 1 1 49 50 190 11 0 1.000 3.6 A SB 1 1 61 62 42 57 0 1.000 3.1 A Left LTR LTR 1.000 2.609 4.976 62 1322 0.984 61 1300 0.047 3.1 A 0 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn Lanes and Geometrics Short Bkgrd AM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.999 0.952 0.906 0.987 Rt Proteded 0.992 0.993 0.999 0.958 Satd. Rary (prot) 0 1846 0 0 1761 0 0 1686 0 0 1761 0 Flt Permitted 0.992 0.993 0.999 0.958 Satd. Ra✓u (perm) 0 1846 0 0 1761 0 0 1686 0 0 1761 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn HCM 6th Roundabout Short Bkgrd PM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � EB 1 1 91 92 89 130 0 1.000 3.5 A � I�I:a 1.000 2.609 4.976 92 1260 0.984 91 1240 0.073 3.5 A 0 Left LTR LTR 1.000 2.609 4.976 215 1345 0.982 211 1320 0.160 4.0 A 1 V�B 1 211 215 25 131 0 1.000 4.0 A � I�I:� 1.000 2.609 4.976 25 1207 0.994 25 1200 0.021 3.2 A 0 NB 1 25 25 131 50 0 1.000 3.2 A SB 1 76 78 141 99 0 1.000 3.6 A Left LTR LTR 1.000 2.609 4.976 78 1195 0.972 76 1162 0.065 3.6 A 0 11/06/2019 Syrxhro 10 Light Repa-t sb pmsyn Lanes and Geometrics Short Bkgrd PM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.999 0.953 0.914 0.950 Rt Protected 0.991 0.991 0.998 0.975 Satd. Rary (prot) 0 1844 0 0 1759 0 0 1699 0 0 1725 0 Flt Permitted 0.991 0.991 0.998 0.975 Satd. Ra✓u (perm) 0 1844 0 0 1759 0 0 1699 0 0 1725 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/06/2019 Syrxhro 10 Light Repa-t sb pmsyn HCM 6th Roundabout Short Bkgrd AM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.5 A V�B 1 1 87 88 102 51 0 1.000 3.5 A � 1�:� 1.000 2.609 4.976 88 1244 0.989 87 1229 0.071 3.5 A 0 � rl:� 1.000 2.609 4.976 107 1317 0.981 105 1292 0.081 3.4 A 0 NB 1 1 105 107 46 102 0 1.000 3.4 A Left LT LT 1.000 2.609 4.976 135 1362 0.980 132 1334 0.099 3.5 A 0 SB 1 1 132 135 13 177 0 1.000 3.5 A 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn Lanes and Geometrics Short Bkgrd AM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.885 0.994 Rt Protected 0.993 0.983 Satd. Rary (prot) 1637 0 1852 0 0 1831 Flt Permitted 0.993 0.983 Satd. Ra✓u (perm) 1637 0 1852 0 0 1831 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/06/2019 Syrxhro 10 Light Repa-t sb amsyn HCM 6th Roundabout Short Bkgrd PM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.5 A V�B 1 1 50 51 60 80 0 1.000 3.1 A � 1�:� 1.000 2.609 4.976 51 1298 0.980 � 1272 0.039 3.1 A 0 � rl:� 1.000 2.609 4.976 64 1277 0.982 63 1253 0.050 3.3 A 0 NB 1 1 63 64 76 99 0 1.000 3.3 A Left LT LT 1.000 2.609 4.976 171 1374 0.983 168 1351 0.124 3.7 A 0 SB 1 1 168 171 4 107 0 1.000 3.7 A 11/06/2019 Syrxhro 10 Light Repa-t sb pmsyn Lanes and Geometrics Short Bkgrd PM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.876 0.991 Rt Proteded 0.996 0.978 Satd. Rary (prot) 1625 0 1846 0 0 18?2 Flt Permitted 0.996 0.978 Satd. Ra✓u (perm) 1625 0 1846 0 0 1822 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/06/2019 Syrxhro 10 Light Repa-t sb pmsyn APPENDIX G HCM 6th Signalized Intersection Summary Long Bkgrd AM 16: College Avenue & Avondale Road/Carpenter Road Nbv�rent � � � �- � �- � t � '� 1 � EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � � ��� � �j�j ��'� Traffic Vdume (veh/h) 120 60 95 410 55 300 80 1255 410 385 890 100 Future Vdume (veh/h) 120 60 95 410 55 300 80 1255 410 385 890 100 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 125 62 0 427 57 0 83 1307 160 405 927 94 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 520 114 511 109 168 1648 512 482 1735 175 Arrive On Green 0.15 0.06 0.00 0.15 0.06 0.00 0.09 0.32 0.32 0.28 0.74 0.74 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4712 476 Qp Vdume(v), veh/h 125 62 0 427 57 0 83 1307 160 405 669 352 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1785 Q Serve(�s), s 3.5 3.5 0.0 13.2 3.3 0.0 4.9 25.6 8.4 12.1 9.4 9.5 Gyde Q C�ear(�c), s 3.5 3.5 0.0 13.2 3.3 0.0 4.9 25.6 8.4 12.1 9.4 9.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27 Lane Qp Cap(c), vehlh 520 114 511 109 168 1648 512 482 1253 657 V/C Ratio(� 0.24 0.54 0.84 0.52 0.49 0.79 0.31 0.84 0.53 0.54 Avail Cap(c a), veh/h 520 332 518 468 186 1648 512 518 1253 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Flter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.91 0.91 0.91 Unifa-m Delay (d), s/veh 41.2 50.2 0.0 45.6 50.3 0.0 47.3 33.9 28.1 38.5 10.4 10.4 Ina- Delay (d2), s�veh 0.2 4.0 0.0 11.2 3.8 0.0 2.2 4.0 1.6 10.2 1.5 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 1.5 1.8 0.0 6.3 1.6 0.0 2.2 10.4 3.3 4.9 2.6 3.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 41.4 54.2 0.0 56.8 54.1 0.0 49.6 37.9 29.7 48.7 11.9 13.2 LnGrp LOS D D E D D D C D B B Approach Vd, veh/h 187 A 484 A 1550 1426 Approad� Delay, s✓veh 45.7 56.5 37.7 22.7 Approad-i LOS D E D C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 15.9 46.0 21.8 12.2 20.9 41.0 22.0 11.9 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 2 3 4 10.5 39.5 15.5 18.5 15.5 34.5 6.9 11.5 15.2 5.5 14.1 27.6 �� 6.4 0.1 0.2 0.2 4.4 7.5 26.5 5.5 5.3 0.1 0.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 34.7 F-K:NI 6th L06 C Note.s Unsignalized Delay fa- [EBR, V�BFZJ is exduded from calculations of the approad� delay and iritersection delay. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd AM 16: College Avenue & Avondale Road/Carpenter Road � 1 � �► �• t � � � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL � Yes I�br�e 17 15.5% 11.5 5.5 1 5 3 3 0 0 No Yes 11.5 28.5 71 22 11.5 71 71 2 SBT Lead Yes Mwc 46 41.8% 25.5 5.5 1 5 3 3 0 0 7 12 Yes Yes 75.5 11.5 5 103 75.5 5 103 3 VbBL � Yes I�br�e 71 20.0% 11.5 4.5 2 5 3 3 0 0 Yes Yes 53.5 75.5 69 69 53.5 69 69 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 0(0%), Referenced to phase 6:NBT, Start of Yellow .�� ��..__ • �Z 1 �b 02/12/ZOZO Avenue & Avondale 4 EBT Lead Yes f�brie 25 �.%/o 22.5 4.5 2 5 3 3 0 0 Yes Yes 28.5 53.5 47 47 28.5 47 47 5 SBL � Yes I�br�e 71 20.0% 11 5.5 1 4.5 3 3 0 0 No Yes 6.5 28.5 71 22 6.5 71 71 6 NBT Lead Yes GMax 41 37.3% 25.5 5.5 1 5 3 3 0 0 7 12 Yes Yes 75.5 6.5 0 98 75.5 0 98 7 EBL � Yes I�br�e 14 12.7% 11.5 4.5 2 5 3 3 0 0 No Yes 61.5 75.5 69 69 61.5 69 69 '�:• . •- '�:• , y' � � �_ �_ b � 8 VbBT Lead Yes I�brie 33 30.0% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 28.5 61.5 55 39 28.5 55 39 �d � � �% Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Queues Long Bkgrd AM 16: College Avenue & Avondale Road/Carpenter Road � � � � ~ � � T � � ♦ Lane C�-oup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Cl oup Row (vph) 125 63 99 427 57 313 83 1307 427 405 1031 v/c Ratio 0.20 0.37 0.06 0.69 0.35 0.20 0.48 0.64 0.48 0.81 0.43 Contrd Delay 38.1 52.3 0.1 48.4 52.1 0.3 56.5 29.9 4.6 55.7 7.1 C�.�eue 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 38.1 52.3 0.1 48.4 52.1 0.3 56.5 29.9 4.6 55.7 7.1 C�.ie Lerigth 50th (ft) 38 43 0 146 38 0 56 281 0 157 246 C�.�eue Lerigth 95th (ft) 63 84 0 194 78 0 107 364 70 #218 12 Iritemal Link Dist (ft) 400 507 556 2270 Tum Bay Lerigth (ft) 200 200 200 200 450 500 325 Base Capacity (vph) 625 330 1583 622 465 1583 185 2(�55 894 514 2402 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.20 0.19 0.06 0.69 0.12 0.20 0.45 0.64 0.48 0.79 0.43 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd PM 16: College Avenue & Avondale Road/Carpenter Road Nbv�rent � � � �- � �- � t � '� 1 � EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � �j ��� � �j�j ��'� Traffic Vdume (veh/h) 205 70 150 480 90 445 185 1360 390 445 1400 170 Future Vdume (veh/h) 205 70 150 480 90 445 185 1360 390 445 1400 170 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 214 73 0 500 94 0 193 1417 161 468 1458 167 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 525 114 567 137 251 1751 543 536 1660 190 Arrive On Green 0.15 0.06 0.00 0.16 0.07 0.00 0.14 0.34 0.34 0.16 0.36 0.36 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4647 532 Qp Vdume(v), veh/h 214 73 0 500 94 0 193 1417 161 468 1068 557 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1775 Q Serve(�s), s 7.8 5.3 0.0 19.8 6.9 0.0 14.6 35.3 10.4 18.5 41.1 41.2 Gyde Q C�ear(�c), s 7.8 5.3 0.0 19.8 6.9 0.0 14.6 35.3 10.4 18.5 41.1 41.2 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30 Lane Qp Cap(c), vehlh 525 114 567 137 251 1751 543 536 1216 634 V/C Ratio(� 0.41 0.64 0.88 0.69 0.77 0.81 0.30 0.87 0.88 0.88 Avail Cap(c a), veh/h 525 321 580 428 261 1751 543 555 1216 634 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.67 0.67 0.67 Unifa-m Delay (d), s/veh 53.7 64.2 0.0 57.2 63.3 0.0 57.9 41.8 33.6 57.8 42.2 42.2 Ina- Delay (d2), s�veh 0.5 5.8 0.0 14.6 6.0 0.0 12.6 4.2 1.4 9.9 6.4 11.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.4 2.7 0.0 9.6 3.4 0.0 7.2 14.8 4.1 8.5 17.4 19.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 54.2 70.0 0.0 71.8 69.3 0.0 70.6 46.0 35.0 67.7 48.6 53.6 LnGrp LOS D E E E E D D E D D Approach Vd, veh/h 287 A 594 A 1771 2093 Approad� Delay, sJveh 58.2 71.4 47.7 54.2 Approad-i LOS E E D D Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 25.2 55.5 28.5 14.0 27.2 53.5 26.8 15.7 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 19.5 49.0 22.5 23.0 21.5 47.0 14.5 31.0 16.6 43.2 21.8 7.3 20.5 37.3 9.8 8.9 0.1 4.1 0.2 0.2 0.2 6.0 0.3 0.4 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 54.2 HCM 6th L06 D Note.s Unsignalized Delay fa- [EBR, V�BFZJ is exduded from calculations of the approad� delay and iritersection delay. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd PM 16: College Avenue & Avondale Road/Carpenter Road � 1 � �► �• t � � � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL � Yes I�br�e 26 18.6% 11.5 5.5 1 5 3 3 0 0 No Yes 8.5 34.5 28 28 8.5 28 28 2 SBT Lead Yes Mwc 55.5 39.6% 25.5 5.5 1 5 3 3 0 0 7 12 Yes Yes 93 8.5 2 130 93 2 130 3 VbBL � Yes I�br�e 29 20.7% 11.5 4.5 2 5 3 3 0 0 Yes Yes 64 93 86.5 86.5 64 86.5 86.5 4 EBT Lead Yes f�brie 29.5 21.1% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 34.5 64 57.5 41.5 34.5 57.5 41.5 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 110 Offset: 0(0%), Referenced to phase 6:NBT, Start of Yellow 5 SBL � Yes I�br�e 28 20.0% 11 5.5 1 4.5 3 3 0 0 No Yes 6.5 34.5 28 28 6.5 28 28 6 NBT Lead Yes GMax 53.5 38.2% 25.5 5.5 1 5 3 3 0 0 7 12 Yes Yes 93 6.5 0 128 93 0 128 :.<. 7 EBL � Yes I�br�e 21 15.0% 11.5 4.5 2 5 3 3 0 0 No Yes 72 93 86.5 86.5 72 86.5 86.5 8 VbBT Lead Yes I�brie 37.5 26.8% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 34.5 72 65.5 49.5 34.5 65.5 49.5 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Queues Long Bkgrd PM 16: College Avenue & Avondale Road/Carpenter Road � � � � ~ � � T � � ♦ Lane C�-oup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Q oup Row (vph) 214 73 156 500 94 464 193 1417 406 468 1635 v/c Ratio 0.37 0.46 0.10 0.74 0.53 0.29 0.76 0.66 0.45 0.87 0.74 Contrd Delay 52.5 69.9 0.1 59.9 70.3 0.5 77.4 35.9 4.6 74.6 36.7 C�.�eue 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 52.5 69.9 0.1 59.9 70.3 0.5 77.4 35.9 4.6 74.6 36.7 C�.ie Lerigth 50th (ft) 88 65 0 224 83 0 171 386 0 216 460 C�.ieue Lerigth 95th (ft) 123 115 0 276 139 0 #280 491 73 #�'L98 581 Iritemal Link Dist (ft) 400 507 556 2270 Tum Bay Lerigth (ft) 200 200 160 200 450 500 325 Base Capacity (vph) 593 319 1583 676 425 1583 259 2151 903 551 2197 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.36 0.23 0.10 0.74 0.22 0.29 0.75 0.66 0.45 0.85 0.74 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd AM 6: College Avenue & Triangle Drive � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j ��� ��'� Traffic Vdume (veh/h) 195 55 15 1615 1455 40 Future Vdume (veh/h) 195 55 15 1615 1455 40 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 201 0 15 1665 1500 39 Peak Hour Facta- 0.97 0.97 0.97 0.97 0.97 0.97 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 251 348 3876 3590 93 Arrive On Green 0.14 0.00 0.05 1.00 1.00 1.00 Sat Flonrv, veh/h 1781 1585 1781 5274 5286 133 Qp Vdume(v), veh/h 201 0 15 1665 998 541 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1702 1702 1846 Q Serve(�s), s 12.0 0.0 0.2 0.0 0.0 0.0 Gyde Q C�ear(�c), s 12.0 0.0 0.2 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.07 Lane Qp Cap(c), vehlh 251 348 3876 2388 1295 V/C Ratio(� 0.80 0.04 0.43 0.42 0.42 Avail Cap(c a), veh/h 526 456 3876 2388 1295 HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Flter(I) 1.00 0.00 0.84 0.84 0.81 0.81 Unifa-m Delay (d), s/veh 45.8 0.0 3.5 0.0 0.0 0.0 Ina- Delay (d2), s�veh 5.8 0.0 0.0 0.3 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 5.7 0.0 0.1 0.1 0.1 0.3 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 51.6 0.0 3.6 0.3 0.4 0.8 LnGrp LOS D A A A A Approach Vd, veh/h 201 A 1680 1539 Approad� Delay, s✓veh 51.6 0.3 0.6 Approad-i LOS D A A Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 6.3 82.7 4.5 6.5 8.5 52.5 2.2 2.0 0.0 12.7 4 6 21.0 89.0 6.5 6.5 31.5 65.5 14.0 2.0 0.5 16.7 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 3.4 F-K:NI 6th L06 A Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd AM 6: College Avenue & Triangle Drive � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes I�brie 13 11.8% 11.5 3.5 1 5 3 3 0 0 No Yes 38 51 46.5 46.5 38 46.5 46.5 2 SBT � Yes GMax 59 53.6% 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 51 0 103.5 92.5 51 103.5 92.5 4 6 EBL NBTL I�brie 38 34.5% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 38 31.5 20.5 0 31.5 20.5 GMax 72 65.5% 22.5 5.5 1 5 3 3 0 0 Yes Yes 38 0 103.5 103.5 38 103.5 103.5 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 65 Offset: 0(0%), Referenced to phase 2:SBT arx16:NBTL, Start of Red 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Queues Long Bkgrd AM 6: College Avenue & Triangle Drive � � � T ♦ Lane C�-oup EBL EBR NBL NBT SBT Lane Q oup Row (vph) 201 57 15 1665 1541 v/c Ratio 0.67 0.04 0.06 0.45 0.44 Contrd Delay 52.9 0.0 13.1 19.7 20.4 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.9 0.0 13.1 19.7 20.4 C�.ie Lerigth 50th (ft) 134 0 6 317 293 C�.�eue Lerx�th 95th (ft) 198 0 m15 441 433 Intemal Link Dist (ft) 675 2270 2933 Tum Bay Lerx�th (ft) 150 425 Base Ca{�aatY (vph) 522 1583 306 3706 3498 Starvation Cap Reduuc�n 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 Reduoed v/c Ratio 0.39 0.04 0.05 0.45 0.44 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd PM 6: College Avenue & Triangle Drive � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j ��� ��'� Traffic Vdume (veh/h) 155 20 70 1905 2115 145 Future Vdume (veh/h) 155 20 70 1905 2115 145 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 160 0 72 1964 2180 145 Peak Hour Facta- 0.97 0.97 0.97 0.97 0.97 0.97 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 198 208 4137 3644 241 Arrive On Green 0.11 0.00 0.08 1.00 0.74 0.74 Sat Flonrv, veh/h 1781 1585 1781 5274 5062 323 Qp Vdume(v), veh/h 160 0 72 1964 1511 814 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1702 1702 1812 Q Serve(�s), s 12.3 0.0 1.2 0.0 28.6 29.1 Gyde Q C�ear(�c), s 12.3 0.0 1.2 0.0 28.6 29.1 Prop In Lane 1.00 1.00 1.00 0.18 Lane Qp Cap(c), vehlh 198 208 4137 2535 1349 V/C Ratio(� 0.81 0.35 0.47 0.60 0.60 Avail Cap(c a), veh/h 337 294 4137 2535 1349 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 0.82 0.82 0.31 0.31 Unifa-m Delay (d), s/veh 60.8 0.0 8.7 0.0 8.2 8.3 Ina- Delay (d2), s�veh 7.6 0.0 0.8 0.3 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 6.0 0.0 0.6 0.1 8.2 9.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 68.4 0.0 9.5 0.3 8.5 8.9 LnGrp LOS E A A A A Approad� Vd, veh/h 160 A 2036 2325 Approad� Delay, sJveh 68.4 0.6 8.7 Approad-i LOS E A A Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 9.2 109.7 4.5 6.5 11.5 85.5 3.2 31.1 0.1 27.7 4 6 21.1 118.9 6.5 6.5 25.5 101.5 14.3 2.0 0.3 24.9 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 7.2 F-K:NI 6th L06 A Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd PM 6: College Avenue & Triangle Drive � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes I�brie 16 11.4% 11.5 3.5 1 5 3 3 0 0 No Yes � 48 43.5 43.5 � 43.5 43.5 2 SBT � Yes GMax 92 6J.%/o 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 48 0 133.5 122.5 48 133.5 122.5 4 6 EBL NBTL I�brie � 22.9% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 � 25.5 14.5 0 25.5 14.5 GMax 108 77.1% 22.5 5.5 1 5 3 3 0 0 Yes Yes 32 0 133.5 133.5 32 133.5 133.5 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 80 Offset: 0(0%), Referenced to phase 2:SBT arx16:NBTL, Start of Red 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Queues Long Bkgrd PM 6: College Avenue & Triangle Drive � � � T ♦ Lane C�-oup EBL EBR NBL NBT SBT Lane Q oup Row (vph) 160 21 72 1964 2329 v/c Ratio 0.67 0.01 0.43 0.49 0.65 Contrd Delay 70.9 0.0 23.5 12.1 12.8 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 70.9 0.0 23.5 12.1 12.8 C�.ie Lerigth 50th (ft) 141 0 37 273 383 C�.�eue Lerx�th 95th (ft) 209 0 m77 445 552 Intemal Link Dist (ft) 675 2270 2933 Tum Bay Lerx�th (ft) 150 425 Base Capacity (vph) 335 1583 216 3999 3606 Starvation Cap Reduuc�n 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 Reduoed v/c Ratio 0.48 0.01 0.33 0.49 0.65 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � �j�j ��� � �j�j ��� � Traffic Vdume (veh/h) 290 395 320 210 215 205 235 1395 160 95 915 95 Future Vdume (veh/h) 290 395 320 210 215 205 235 1395 160 95 915 95 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 305 416 194 221 226 93 247 1468 93 100 963 1 Peak Hour Facta- 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 393 468 396 311 424 359 333 2330 723 185 2111 655 Arrive On Green 0.19 0.42 0.42 0.09 0.23 0.23 0.19 0.91 0.91 0.05 0.41 0.41 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Qp Vdume(v), veh/h 305 416 194 221 226 93 247 1468 93 100 963 1 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(�s), s 9.2 22.7 9.9 6.8 11.7 5.3 7.4 6.5 0.6 3.1 15.0 0.0 Gyde Q C�ear(�c), s 9.2 22.7 9.9 6.8 11.7 5.3 7.4 6.5 0.6 3.1 15.0 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 393 468 396 311 424 359 333 2330 723 185 2111 655 V/C Ratio(� 0.78 0.89 0.49 0.71 0.53 0.26 0.74 0.63 0.13 0.54 0.46 0.00 Avail Cap(c a), veh/h 471 561 476 346 493 418 408 2330 723 220 2111 655 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 0.76 0.76 0.76 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 43.2 30.6 26.9 48.6 37.4 35.0 43.1 2.9 2.6 50.7 23.3 18.9 Ina- Delay (d2), s�veh 5.1 11.4 0.7 5.9 1.0 0.4 5.0 1.1 0.3 2.5 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.9 9.5 3.3 3.1 5.3 2.0 3.0 1.3 0.3 1.3 5.6 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 48.3 42.0 27.6 54.5 38.5 35.3 48.1 4.0 3.0 53.2 24.0 18.9 LnGrp LOS D D C D D D D A A D C B Approad� Vd, veh/h 915 540 1808 1064 Approach Delay, s✓veh 41.1 44.5 10.0 26.8 Approad-i LOS D D B C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 3 4 13.6 51.0 12.9 32.5 4.0 6.5 4.0 6.0 12.0 35.5 10.0 32.0 9.4 17.0 8.8 24.7 0.2 5.6 0.1 1.8 8.9 55.7 15.5 29.9 4.0 6.5 4.0 6.0 6.0 41.5 14.0 28.0 5.1 8.5 11.2 13.7 0.0 12.1 0.3 1.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 25.0 F-K:NI 6th L06 C 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd AM 3: College Avenue & Trilby Road � 1 � -► �- t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 16 42 14.5% 38.2% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 58.5 74.5 74.5 6.5 70.5 0 70.5 100 58.5 74.5 70.5 0 70.5 100 3 4 VbBL EBT Lead Lag I�br�e f�brie 14 38 12.7% 34.5% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 20.5 20.5 58.5 16.5 52.5 16.5 32.5 6.5 20.5 16.5 52.5 16.5 32.5 � .. . None GMax 10 48 9.1% 43.6% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 58.5 68.5 68.5 6.5 64.5 0 64.5 100 58.5 68.5 64.5 0 64.5 100 � � . .. Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 0(0%), Referenced to phase 2:SBT arx16: NBT, Start aF Yella✓u 02/12/ZOZO :... I�br�e f�brie 18 34 16.4% 30.9% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 24.5 24.5 58.5 20.5 52.5 20.5 31.5 6.5 24.5 20.5 52.5 20.5 31.5 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Queues Long Bkgrd AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 305 416 337 221 226 216 247 1468 168 100 963 100 v/c Ratio 0.69 0.83 0.60 0.66 0.51 0.44 0.63 0.70 0.23 0.43 0.52 0.15 Contrd Delay 63.7 49.1 18.9 57.8 40.1 13.7 63.3 23.7 3.0 55.2 29.3 1.7 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.7 49.1 18.9 57.8 40.1 13.7 63.3 23.7 3.0 55.2 29.3 1.7 C�.ie Lerigth 50th (ft) 118 183 52 78 136 34 73 394 7 35 204 0 C�.ieue Lerigth 95th (ft) 164 347 153 119 209 100 130 188 4 63 249 12 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 Base Capacity(vph) 468 558 606 343 491 530 411 2102 723 235 1867 675 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.65 0.75 0.56 0.64 0.46 0.41 0.60 0.70 0.23 0.43 0.52 0.15 Iritei-section Surrmary 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd PM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � �j�j ��� � �j�j ��� � Traffic Vdume (veh/h) 205 300 260 275 385 115 375 1400 205 195 1780 300 Future Vdume (veh/h) 205 300 260 275 385 115 375 1400 205 195 1780 300 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 216 316 116 289 405 24 395 1474 141 205 1874 150 Peak Hour Facta- 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 272 393 333 358 440 373 454 2490 773 278 2230 692 Arrive On Green 0.08 0.21 0.21 0.10 0.24 0.24 0.26 0.98 0.98 0.08 0.44 0.44 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Qp Vdume(v), veh/h 216 316 116 289 405 24 395 1474 141 205 1874 150 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(�s), s 8.6 22.5 8.7 11.5 29.6 1.6 15.3 2.4 0.4 8.1 45.7 8.2 Gyde Q C�ear(�c), s 8.6 22.5 8.7 11.5 29.6 1.6 15.3 2.4 0.4 8.1 45.7 8.2 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 272 393 333 358 440 373 454 2490 773 278 2230 692 V/C Ratio(� 0.80 0.80 0.35 0.81 0.92 0.06 0.87 0.59 0.18 0.74 0.84 0.22 Avail Cap(c a), veh/h 272 401 340 370 454 38,5 469 2490 773 346 2230 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 0.89 0.89 0.89 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 63.4 52.5 47.1 61.4 52.2 41.6 50.4 0.9 0.9 62.9 35.1 24.5 Ina- Delay (d2), s�veh 13.6 10.0 0.6 12.1 23.6 0.1 13.7 0.9 0.4 6.2 4.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.3 11.5 3.5 5.6 16.5 0.7 6.4 0.6 0.2 3.7 18.5 3.2 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 77.0 62.6 47.7 73.5 75.9 41.6 64.1 1.8 1.3 69.1 39.1 25.2 LnGrp LOS E E D E E D E A A E D C Approach Vd, veh/h 648 718 2010 2229 Approad� Delay, sJveh 64.7 73.8 14.0 40.9 Approad-i LOS E E B D Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 21.4 66.7 17.5 34.4 14.3 73.8 14.0 37.9 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 18.0 58.5 14.0 29.0 13.0 63.5 10.0 33.0 17.3 47.7 13.5 24.5 10.1 4.4 10.6 31.6 0.1 8.1 0.1 0.9 0.2 14.3 0.0 0.4 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 38.2 HCM 6th L06 D 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd PM 3: College Avenue & Trilby Road � 1 � -► �- t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 71 65 15.7% 46.4% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 59.5 81.5 81.5 6.5 T/.5 0 77.5 130 59.5 81.5 77.5 0 77.5 130 3 4 VbBL EBT Lead Lag I�br�e f�brie 18 35 12.9% 25.0% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 24.5 24.5 59.5 20.5 53.5 20.5 33.5 6.5 24.5 20.5 53.5 20.5 33.5 � .. . None GMax 17 70 12.1% 50.0% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 59.5 76.5 76.5 6.5 72.5 0 72.5 130 59.5 76.5 72.5 0 72.5 130 � � . .. Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 100 Offset: 0(0%), Referenced to phase 2:SBT arx16: NBT, Start aF Yella✓u 02/12/ZOZO :... I�br�e f�brie 14 39 10.0% 27.9% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 20.5 20.5 59.5 16.5 53.5 16.5 32.5 6.5 20.5 16.5 53.5 16.5 32.5 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Queues Long Bkgrd PM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Cl oup Row (vph) 216 316 274 289 405 121 395 1474 216 205 1874 316 v/c Ratio 0.80 0.81 0.57 0.80 0.92 0.26 0.86 0.61 0.26 0.63 0.85 0.37 Contrd Delay 85.3 69.8 20.4 77.9 79.7 8.3 70.8 34.8 13.0 70.3 40.5 5.8 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.3 69.8 20.4 77.9 79.7 8.3 70.8 34.8 13.0 70.3 40.5 5.8 C�.ie Lerigth 50th (ft) 101 275 64 134 360 0 156 449 92 93 562 21 C�.�eue Lerigth 95th (ft) #165 #413 161 #198 #548 52 #257 498 54 137 631 84 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 � ca�ty (�pr,) z� � as$ �� a52 476 a� Zao� szo � Zzo� $a4 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.80 0.79 0.56 0.79 0.90 0.25 0.85 0.61 0.26 0.60 0.85 0.37 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j '� �' � � Traffic Vdume (veh/h) 60 815 85 45 430 30 65 5 135 30 5 55 Future Vdume (veh/h) 60 815 85 45 430 30 65 5 135 30 5 55 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 62 849 60 47 448 29 68 5 12 31 5 5 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 825 1384 1158 465 1278 83 193 11 149 105 18 9 Arrive On Green 0.05 0.74 0.73 0.09 1.00 1.00 0.08 0.09 0.09 0.08 0.09 0.08 Sat Flonrv, veh/h 1781 1870 1585 1781 1738 112 1386 122 1585 508 193 97 Qp Vdume(v), veh/h 62 849 60 47 0 477 73 0 12 41 0 0 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 0 1850 1508 0 1585 799 0 0 Q Serve(�s), s 0.9 23.8 1.2 0.6 0.0 0.0 0.0 0.0 0.8 2.2 0.0 0.0 Gyde Q C�ear(�c), s 0.9 23.8 1.2 0.6 0.0 0.0 5.0 0.0 0.8 7.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.06 0.93 1.00 0.76 0.12 Lane Qp Cap(c), vehlh 825 1384 1158 465 0 1361 191 0 149 125 0 0 V/C Ratio(� 0.08 0.61 0.05 0.10 0.00 0.35 0.38 0.00 0.08 0.33 0.00 0.00 Avail Cap(c a), veh/h 854 1384 1158 500 0 1361 304 0 274 241 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 0.86 0.00 0.86 1.00 0.00 1.00 1.00 0.00 0.00 Unifa-m Delay (d), s/veh 2.7 6.8 4.1 5.2 0.0 0.0 47.9 0.0 45.5 49.8 0.0 0.0 Ina- Delay (d2), s�veh 0.0 2.0 0.1 0.1 0.0 0.6 1.3 0.0 0.2 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 0.2 8.0 0.3 0.2 0.0 0.2 2.0 0.0 0.3 1.2 0.0 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 2.7 8.9 4.2 5.3 0.0 0.6 49.1 0.0 45.7 51.3 0.0 0.0 LnGrp LOS A A A A A A D A D D A A Approach Vd, veh/h 971 524 85 41 Approad� Delay, s✓veh 8.2 1.0 48.7 51.3 Approad-i LOS A A D D Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 7.8 86.9 4.0 6.5 6.0 69.5 2.6 25.8 0.0 7.5 4 5 6 8 15.3 8.2 86.4 15.3 6.0 4.0 6.5 6.0 18.0 6.0 69.5 18.0 9.3 2.9 2.0 7.0 0.1 0.0 3.2 0.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 9.1 F-K:NI 6th L06 A 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road � -► 1 � '- 1 � �� n/bv�r�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 VbBL Lead Yes I�brie 10 9.1% 9.5 3 1 5 3 3 0 0 No Yes 100 0 106 106 100 106 106 2 EBTL � Yes GMax 76 69.1% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 76 69.5 58.5 0 69.5 58.5 � �?:"7 Nin 24 21.8% 24 4 2 5 3 3 0 0 7 11 Yes Yes 76 100 94 94 76 94 94 5 EBL Lead Yes f�brie 10 9.1% 9.5 3 1 5 3 3 0 0 f�lo Yes 100 0 106 106 100 106 106 6 V46TL � Yes GMax 76 69.1% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 76 69.5 58.5 0 69.5 58.5 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 80 Offset: 0(0%), Referenced to phase 2:EBTL and 6:WBTL, Start af Green . �. .�.. _. _ .,�... - :... _.,�.7 � .� ..� � � - : � . :.:. • L31 —�G32 �— �5 Oo 02/12/ZOZO � I�I:�il Nin 24 21.8% 24 4 2 5 3 3 0 0 7 11 Yes Yes 76 100 94 94 76 94 94 �� TS33 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Queues Long Bkgrd AM 13: Avondale Road/Constellation Drive & Trilby Road � � � � ~ T � 1 Lane C�-oup EBL EBT EBR WBL WBT NBT NBR SBT Lane Cl oup Row (vph) 63 849 89 47 479 73 141 93 v/c Ratio 0.09 0.64 0.08 0.11 0.36 0.53 0.46 0.42 Contrd Delay 2.9 12.6 1.7 3.3 13.2 58.6 12.0 25.4 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.9 12.6 1.7 3.3 13.2 58.6 12.0 25.4 C�.ie Lerigth 50th (ft) 7 296 0 2 200 49 0 23 C�.�eue Lerx�th 95th (ft) 19 515 18 m18 304 93 55 71 Iritemal Link Dist (ft) 521 1806 2104 432 Tum Bay Lerx�th (ft) 150 250 150 60 Base Capacity(vph) 724 1330 1142 443 1316 204 390 301 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.09 0.64 0.08 0.11 0.36 0.36 0.36 0.31 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j '� �' � � Traffic Vdume (veh/h) 45 590 65 130 850 35 45 5 80 20 5 40 Future Vdume (veh/h) 45 590 65 130 850 35 45 5 80 20 5 40 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 47 615 50 135 885 35 47 5 4 21 5 2 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 600 1486 1248 662 1430 57 140 12 105 79 17 4 Arrive On Green 0.04 0.79 0.79 0.09 1.00 1.00 0.06 0.07 0.07 0.06 0.07 0.06 Sat Flonrv, veh/h 1781 1870 1585 1781 1787 71 1373 175 1585 512 260 59 Qp Vdume(v), veh/h 47 615 50 135 0 920 52 0 4 28 0 0 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 0 1858 1548 0 1585 831 0 0 Q Serve(�s), s 0.6 14.1 1.0 1.9 0.0 0.0 0.0 0.0 0.3 1.8 0.0 0.0 Gyde Q C�ear(�c), s 0.6 14.1 1.0 1.9 0.0 0.0 4.5 0.0 0.3 6.2 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.90 1.00 0.75 0.07 Lane Qp Cap(c), vehlh 600 1486 1248 662 0 1486 141 0 105 94 0 0 V/C Ratio(� 0.08 0.41 0.04 0.20 0.00 0.62 0.37 0.00 0.04 0.30 0.00 0.00 Avail Cap(c a), veh/h 623 1486 1248 675 0 1486 241 0 215 197 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 0.59 0.00 0.59 1.00 0.00 1.00 1.00 0.00 0.00 Unifa-m Delay (d), s/veh 2.0 4.4 3.3 2.7 0.0 0.0 63.5 0.0 61.2 65.0 0.0 0.0 Ina- Delay (d2), s�veh 0.1 0.9 0.1 0.1 0.0 1.2 1.6 0.0 0.1 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 0.2 4.6 0.3 0.4 0.0 0.5 1.9 0.0 0.1 1.0 0.0 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 2.1 5.3 3.3 2.8 0.0 1.2 65.2 0.0 61.3 66.7 0.0 0.0 LnGrp LOS A A A A A A E A E E A A Approach Vd, veh/h 712 1055 56 28 Approad� Delay, s✓veh 4.9 1.4 64.9 66.7 Approad-i LOS A A E E Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 9.0 116.7 4.0 6.5 6.0 99.5 3.9 16.1 0.1 4.6 4 5 6 8 14.3 8.2 117.5 14.3 6.0 4.0 6.5 6.0 18.0 6.0 99.5 18.0 8.2 2.6 2.0 6.5 0.0 0.0 8.8 0.1 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 5.6 F-K:NI 6th L06 A 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Timing Report, Sorted By Phase Long Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road � -► 1 � '- 1 � �� n/bv�r�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 VbBL Lead Yes I�brie 10 7.1% 9.5 3 1 5 3 3 0 0 No Yes 130 0 136 136 130 136 136 2 EBTL � Yes GMax 106 75.7% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 106 99.5 88.5 0 99.5 88.5 � �?:"7 Nin 24 17.1% 24 4 2 5 3 3 0 0 7 11 Yes Yes 106 130 124 124 106 124 124 5 EBL Lead Yes f�brie 10 7.1% 9.5 3 1 5 3 3 0 0 f�lo Yes 130 0 136 136 130 136 136 6 V46TL � Yes GMax 106 75.7% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 106 99.5 88.5 0 99.5 88.5 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 0(0%), Referenced to phase 2:EBTL and 6:WBTL, Start af Green . �. .�.. _. _ .,�... - :... _.,�.7 � .� ..� � � - : � . :.:. �O 1 � —♦L32 �— � G35 a6 02/12/ZOZO � I�I:�il Nin 24 17.1% 24 4 2 5 3 3 0 0 7 11 Yes Yes 106 130 124 124 106 124 124 O� I 08 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Queues Long Bkgrd PM 13: Avondale Road/Constellation Drive & Trilby Road � � � � ~ T � 1 Lane C�-oup EBL EBT EBR V�BL WBT NBT NBR SBT Lane Q oup Row (vph) 47 615 68 135 921 52 83 68 v/c Ratio 0.11 0.43 0.06 0.21 0.64 0.50 0.39 0.41 Contrd Delay 2.4 7.6 1.4 3.5 15.0 76.4 16.7 34.2 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.4 7.6 1.4 3.5 15.0 76.4 16.7 34.2 C�.ie Lerigth 50th (ft) 5 176 0 20 325 46 0 22 C�.�eue Lerigth 95th (ft) 13 286 14 m39 rrx144 90 51 70 Iritemal Link Dist (ft) 521 1806 2104 432 Tum Bay Lerx�th (ft) 150 150 60 Base Capacity (vph) 449 1415 1208 654 1447 165 286 240 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.10 0.43 0.06 0.21 0.64 0.32 0.29 0.28 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn HCM 6th TWSC Long Bkgrd AM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 2.4 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � �, � � Traffic Vd, veh/h 1 185 1 5 30 20 1 0 15 50 0 1 Future Vd, vehlh 1 185 1 5 30 20 1 0 15 50 0 1 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length - - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak HourFactor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrit Flow 1 195 1 5 32 21 1 0 16 53 0 1 Maja'/Ninoi- IVlaja'1 N}ajor2 Ninor'1 Ninor2 Corifliding RowAll 53 0 0 196 0 0 251 261 196 259 251 43 Stage1 - - - - - - 198 198 - 53 53 - Stage 2 - - - - - - 53 63 - 206 198 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1553 - - 1377 - - 702 644 845 694 652 1027 Stage1 - - - - - - 804 737 - 960 851 - Stage 2 - - - - - - 960 842 - 796 737 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1553 - - 1377 - - 698 641 845 679 649 1027 Mov Cap-2 Maneuver - - - - - - 698 641 - 679 649 - Stage1 - - - - - - 803 736 - 959 848 - Stage 2 - - - - - - 955 839 - 780 736 - Approach EB V�B NB SB HCM Contrd Delay, s 0 0.7 9.4 10.7 F-K�VI L06 A B Ninor LanelMaja' I�Mrrt NBLn1 EBL EBT EBR VbBL WBT V�BRSBLn1 Capaaty (veh/h) 834 1553 - - 1377 - - 684 HCM Lane V/C Ratio 0.02 0.001 - - 0.004 - - 0.078 HCM Coritrd Delay (s) 9.4 7.3 0 - 7.6 0 - 10.7 F-K;NI Lane LOS A A A - A A - B HCM 95th °/�ile Q(veh) 0.1 0 - - 0 - - 0.3 11/13/2019 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th TWSC Long Bkgrd PM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 1.9 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � �, � � Traffic Vd, veh/h 5 115 1 10 145 60 1 0 30 30 0 5 Future Vd, vehlh 5 115 1 10 145 60 1 0 30 30 0 5 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length - - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak HourFactor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrit Flow 5 121 1 11 153 63 1 0 32 32 0 5 Major/Ninoi- Major1 N}ajor2 Ninor1 Ninor2 Corifliding RowAll 216 0 0 122 0 0 341 370 122 355 339 185 Stage1 - - - - - - 132 132 - 207 207 - Stage 2 - - - - - - 209 238 - 148 132 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1354 - - 1465 - - 613 560 929 600 582 857 Stage1 - - - - - - 871 787 - 795 731 - Stage 2 - - - - - - 793 708 - 855 787 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1354 - - 1465 - - 603 553 929 574 574 857 Mov Cap-2 Maneuver - - - - - - 603 553 - 574 574 - Stage1 - - - - - - 868 784 - 792 724 - Stage 2 - - - - - - 781 702 - 823 784 - Approach EB V�B NB SB HCM Coritrd Delay, s 0.3 0.3 9.1 11.4 F-K�VI L06 A B Ninor LanelMaja' I�Mrrt NBLn1 EBL EBT EBR VbBL WBT V�BRSBLn1 Capaaty (veh/h) 913 1354 - - 1465 - - 602 HCM Lane V/C Ratio 0.036 0.004 - - 0.007 - - 0.061 HCM Coritrd Delay (s) 9.1 7.7 0 - 7.5 0 - 11.4 F-K;NI Lane LOS A A A - A A - B HCM 95th °/�ile Q(veh) 0.1 0 - - 0 - - 0.2 11/13/2019 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn HCM 6th Roundabout Long Bkgrd AM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.4 A EB 1 1 121 123 59 32 0 1.000 3.6 A � I�I:a 1.000 2.609 4.976 123 1299 0.982 121 1276 0.095 3.6 A 0 Left LTR LTR 1.000 2.609 4.976 � 1321 0.990 32 1308 0.024 2.9 A 0 V�B 1 1 32 32 43 119 0 1.000 2.9 A � I�I:� 1.000 2.609 4.976 � 1237 0.978 54 1210 0.044 3.3 A 0 NB 1 1 54 55 107 75 0 1.000 3.3 A SB 1 1 57 59 32 43 0 1.000 3.1 A Left LTR LTR 1.000 2.609 4.976 59 1336 0.974 57 1301 0.044 3.1 A 0 11/13/2019 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Lanes and Geometrics Long Bkgrd AM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.953 0.954 0.920 0.988 Rt Proteded 0.991 0.992 0.990 0.978 Satd. Rary (prot) 0 1759 0 0 1763 0 0 1697 0 0 1800 0 Flt Permitted 0.991 0.992 0.990 0.978 Satd. Ra✓u (perm) 0 1759 0 0 1763 0 0 1697 0 0 1800 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th Roundabout Long Bkgrd PM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � EB 1 1 85 87 64 118 0 1.000 3.4 A � I�I:a 1.000 2.609 4.976 87 1293 0.980 85 1267 0.067 3.4 A 0 Left LTR LTR 1.000 2.609 4.976 92 1244 0.980 90 1219 0.074 3.6 A 0 V�B 1 90 92 102 102 0 1.000 3.6 A � I�I:� 1.000 2.609 4.976 129 1278 0.979 126 1251 0.101 3.7 A 0 NB 1 126 129 75 76 0 1.000 3.7 A SB 1 73 75 107 87 0 1.000 3.5 A Left LTR LTR 1.000 2.609 4.976 75 1237 0.980 73 1212 0.061 3.5 A 0 11/13/2019 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Lanes and Geometrics Long Bkgrd PM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.949 0.952 0.955 0.952 Rt Protected 0.991 0.991 0.982 0.986 Satd. Rary (prot) 0 1752 0 0 1757 0 0 1747 0 0 1749 0 Flt Permitted 0.991 0.991 0.982 0.986 Satd. Ra✓u (perm) 0 1752 0 0 1757 0 0 1747 0 0 1749 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn HCM 6th Roundabout Long Bkgrd AM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.4 A V�B 1 1 79 80 91 48 0 1.000 3.4 A � 1�:� 1.000 2.609 4.976 80 1258 0.988 79 1242 0.064 3.4 A 0 � rl:� 1.000 2.609 4.976 96 1321 0.981 94 1296 0.073 3.4 A 0 NB 1 1 94 96 43 92 0 1.000 3.4 A Left LT LT 1.000 2.609 4.976 124 1364 0.979 121 1336 0.091 3.4 A 0 SB 1 1 121 124 11 160 0 1.000 3.4 A 11/13/2019 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn Lanes and Geometrics Long Bkgrd AM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.884 0.993 Rt Protected 0.993 0.983 Satd. Rary (prot) 1635 0 1850 0 0 1831 Flt Permitted 0.993 0.983 Satd. Rovu (perm) 1635 0 1850 0 0 1831 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t Ib am geo to aq�tb.syn HCM 6th Roundabout Long Bkgrd PM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.4 A V�B 1 1 47 48 54 74 0 1.000 3.1 A � 1�:� 1.000 2.609 4.976 48 1306 0.979 47 1279 0.037 3.1 A 0 � rl:� 1.000 2.609 4.976 59 1286 0.982 58 1263 0.046 3.2 A 0 NB 1 1 58 59 69 91 0 1.000 3.2 A Left LT LT 1.000 2.609 4.976 155 1373 0.983 152 1349 0.113 3.6 A 0 SB 1 1 152 155 5 97 0 1.000 3.6 A 11/13/2019 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn Lanes and Geometrics Long Bkgrd PM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.879 0.988 Rt Proteded 0.995 0.978 Satd. Rary (prot) 1629 0 1840 0 0 18?2 Flt Permitted 0.995 0.978 Satd. Ra✓u (perm) 1629 0 1840 0 0 1822 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t Ib pm geo to aq�tb.syn /_1' ' ��L�1/��:J HCM 6th Signalized Intersection Summary Short Total AM 16: College Avenue & Carpenter Road E�cpanded C�try at Trilby � �- t � � 1 Nbv�rent V�BL WBR NBT f�R SBL SBT Lane Corifiguratioris � � �� � � �� Traffic Vdume (veh/h) 327 278 1143 315 383 858 Future Vdume (veh/h) 327 278 1143 315 383 858 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 359 0 1256 133 421 943 Pe�ak Hour Facta- 0.91 0.91 0.91 0.91 0.91 0.91 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 397 1631 728 450 2407 Arrive On Green 0.22 0.00 0.46 0.46 0.37 1.00 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 359 0 1256 133 421 943 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 21.6 0.0 32.5 5.4 17.1 0.0 Gyde Q C�ear(�c), s 21.6 0.0 32.5 5.4 17.1 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 397 1631 728 450 2407 �ic�t�a� 0.90 o.ri o.�$ o.� o.� Avail Cap(c a), veh/h 397 1631 728 450 2407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.83 0.83 Unifa-m Delay (d), s/veh 41.6 0.0 24.9 17.6 30.1 0.0 Ina- Delay (d2), s�veh 23.7 0.0 3.6 0.6 23.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle Bac{cOFQ(50%),vehlln 11.7 0.0 13.0 1.9 10.0 0.1 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 65.3 0.0 28.5 18.1 53.7 0.4 LnGrp LOS E C B D A Approach Vd, veh/h 359 A 1389 1364 Approad� Delay, sJveh 65.3 27.5 16.9 Approad-i LOS E C B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 80.0 6.5 73.5 2.0 6.9 26.0 54.0 6.5 4.5 19.5 49.5 19.1 34.5 0.1 7.3 30.0 6.5 23.5 23.6 0.0 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 27.2 F-K:NI 6th L06 C Note.s Unsignalized Delay fa- [WBR] is exduded from calculations of the approach delay and ir�te��#ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Timing Report, Sorted By Phase Short Total AM 16: College Avenue & Carpenter Road E�cpanded C�try at Trilby 1 �► t �- � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 80 72.7% 21 5.5 1 5 3 3 0 0 Yes Yes 20.5 100.5 94 94 60.5 24 24 5 ssa� � Yes f�brie 26 23.6% 11 5.5 1 4.5 3 3 0 0 f�lo Yes 74.5 100.5 94 94 4.5 24 24 6 NBT Lead Yes GMax 54 49.1% 23.5 3.5 1 5 3 3 0 0 7 10 Yes Yes 20.5 74.5 70 60 60.5 0 100 � un:?I f�brie 30 27.3% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 100.5 20.5 14 108 30.5 54 38 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 70 (64%), Referer�ced to phase 6:NBT, Start of Yellow ;.._..: 02/12/ZOZO Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Queues Short Total AM 16: College Avenue & Carpenter Road E�cpanded C�try at Trilby � �- t � � 1 Lane Gra.ip VbBL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 359 305 1256 346 421 943 v/c Ratio 0.93 0.19 0.77 0.38 1.01 0.39 Contrd Delay 73.2 0.3 28.7 3.1 67.7 2.4 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.2 0.3 28.7 3.1 67.7 2.4 C�.ie Lerigth 50th (ft) 249 0 381 0 249 23 C�.�eue Lerx,�th 95th (ft) #421 0 470 50 #448 42 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 394 1583 1636 917 418 2408 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.91 0.19 0.77 0.38 1.01 0.39 Iritersection Surrmary — Vdurr� exceeds capaaty, queue is thea-etically infinite. C�ue��e sha�un is rr�udmum after iv�o cydes. # 95th peroentile vdume exoeecls capacity, queue rr�y be longer. Queue shown is ma�dmum after iv�o c.ydes. 02/12/ZOZO Syrxhro 10 Light Repa-t st am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Total PM 16: College Avenue & Carpenter Road E�cpanded C�try at Trilby � �- t � � 1 Nbv�rent V�BL WBR NBT f�R SBL SBT Lane Corifiguratioris � � �� � � �� Traffic Vdume (veh/h) 376 436 1307 302 423 1323 Future Vdume (veh/h) 376 436 1307 302 423 1323 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No No No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 404 0 1405 115 455 1423 Peak Hour Facta- 0.93 0.93 0.93 0.93 0.93 0.93 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 436 1409 628 465 2373 Arrive On Green 0.24 0.00 0.40 0.40 0.23 0.67 Sat Flonrv, veh/h 1781 1585 3647 1585 1781 3647 Qp Vdume(v), veh/h 404 0 1405 115 455 1423 Qp Sat Ra�(s),veh/hlln 1781 1585 1777 1585 1781 1777 Q Serve(�s), s 31.0 0.0 55.3 6.6 31.5 31.1 Gyde Q C�ear(�c), s 31.0 0.0 55.3 6.6 31.5 31.1 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 436 1409 628 465 2373 V/C Ratio(� 0.93 1.00 0.18 0.98 0.60 Avail Cap(c a), veh/h 452 1409 628 465 2373 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 0.00 1.00 1.00 0.65 0.65 Unifa-m Delay (d), s/veh 51.7 0.0 42.2 27.5 51.6 12.9 Ina- Delay (d2), s�veh 25.0 0.0 23.3 0.6 28.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 16.5 0.0 27.2 2.5 18.1 10.8 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 76.6 0.0 65.5 28.1 79.8 13.6 LnGrp LOS E E C E B Approach Vd, veh/h 404 A 1520 1878 Approad� Delay, sJveh 76.6 62.7 29.7 Approad-i LOS E E C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 99.0 6.5 92.5 33.1 13.3 38.0 61.0 6.5 6.5 31.5 54.5 33.5 57.3 ����_���� 39.7 6.5 34.5 33.0 0.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 47.9 HCM 6th L06 D Note.s Unsignalized Delay fa- [WBR] is exduded from calculations of the approach delay and ir�te��#ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn Timing Report, Sorted By Phase Short Total PM 16: College Avenue & Carpenter Road E�cpanded C�try at Trilby 1 �► t �- � �� nno��,t LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) � �?:"7 �/�c 99 70.7% 21 5.5 1 5 3 3 0 0 Yes Yes 85.5 44.5 38 38 85.5 38 38 5 ssa� � Yes f�brie 38 27.1% 11 5.5 1 4.5 3 3 0 0 f�lo Yes 6.5 44.5 38 38 6.5 38 38 6 NBT Lead Yes GMax 61 43.6% 23.5 5.5 1 5 3 3 0 0 7 10 Yes Yes 85.5 6.5 0 130 85.5 0 130 � un:?I f�brie 41 29.3% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 44.5 85.5 79 63 44.5 79 � Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 110 Offset: 0(0%), Referenced to phase 6:NBT, Start of Yellow 02/12/ZOZO Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn Queues Short Total PM 16: College Avenue & Carpenter Road E�cpanded C�try at Trilby � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Q oup Row (vph) 404 469 1405 325 455 1423 v/c Ratio 0.93 0.30 0.98 0.39 0.98 0.60 Contrd Delay 80.0 0.5 61.5 4.2 84.9 13.8 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.0 0.5 61.5 4.2 84.9 13.8 C�.ie Lerigth 50th (ft) 358 0 -671 0 363 352 C�.�eue Lerigth 95th (ft) #1549 0 #1840 60 #591 415 Iritemal Link Dist (ft) 507 556 2270 Tum Bay Lerigth (ft) 225 500 325 Base Capacity (vph) 448 1583 1428 832 464 2389 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.90 0.30 0.98 0.39 0.98 0.60 Iritersection Surrmary - Vdurr� exceeds capaaty, queue is thea-etically infinite. C�ue��e sha�un is rr�udmum after iv�o cydes. # 95th peroentile vdume exoeecls capacity, queue rr�y be longer. Queue shown is ma�dmum after iv�o c.ydes. 02/12/ZOZO Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Total AM 6: College Avenue & Triangle Drive E�cpandedC�ornetryatTrilby � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j �� �� � Traffic Vdume (veh/h) 144 109 31 1379 1079 31 Future Vdume (veh/h) 144 109 31 1379 1079 31 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 160 0 34 1532 1199 18 Peak Hour Facta- 0.90 0.90 0.90 0.90 0.90 0.90 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap, veh/h 209 392 2781 2426 1082 Arrive On Green 0.12 0.00 0.14 1.00 0.46 0.46 Sat Flonrv, veh/h 1781 1585 1781 3647 3647 1585 Qp Vdume(v), veh/h 160 0 34 1532 1199 18 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1777 1777 1585 Q Serve(�s), s 9.6 0.0 0.5 0.0 26.0 0.7 Gyde Q C�ear(�c), s 9.6 0.0 0.5 0.0 26.0 0.7 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 209 392 2781 2426 1082 V/C Ratio(� 0.77 0.09 0.55 0.49 0.02 Avail Cap(c a), veh/h 397 392 2781 2426 1082 HCM Platoon Ratio 1.00 1.00 2.00 2.00 0.67 0.67 Upstream Flter(I) 1.00 0.00 0.71 0.71 0.87 0.87 Unifa-m Delay (d), s/veh 47.1 0.0 6.3 0.0 16.5 9.7 Ina- Delay (d2), s�veh 5.8 0.0 0.3 0.6 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.6 0.0 0.2 0.2 11.0 0.2 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 52.9 0.0 6.6 0.6 17.2 9.7 LnGrp LOS D A A B A Approad� Vd, veh/h 160 A 1566 1217 Approad� Delay, s✓veh 52.9 0.7 17.0 Approad-i LOS D A B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 11.0 80.6 4.5 6.5 6.5 62.5 2.5 28.0 0.0 9.3 4 6 18.4 91.6 6.5 6.5 23.5 73.5 11.6 2.0 0.3 15.6 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 10.3 HCM 6th L06 B Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Timing Report, Sorted By Phase Short Total AM 6: College Avenue & Triangle Drive E�cpandedC�ornetryatTrilby � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes �/�c 11 10.0% 11 3.5 1 4.5 3 3 0 0 Yes Yes 0 11 6.5 6.5 � 36.5 36.5 2 SBT � Yes GMax 69 �.%/o 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 11 80 73.5 62.5 41 103.5 92.5 4 6 EBL NBTL Nin 30 27.3% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 80 0 103.5 103.5 0 23.5 23.5 GMax 80 72.7% 24.5 5.5 1 5 3 3 0 0 Yes Yes 0 80 73.5 73.5 � 103.5 103.5 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 65 Offset: 80 (73%), Referer�ced to phase 2:SBT and 6: NBTL, Start of Red 02/12/ZOZO Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Queues Short Total AM 6: College Avenue & Triangle Drive E�cpandedC�ornetryatTrilby � � � t 1 � Lane C�-oup EBL EBR NBL NBT SBT SBR Lane C�-oup Row (vph) 160 121 34 1532 1199 34 v/c Ratio 0.62 0.08 0.08 0.58 0.59 0.04 Contrd Delay 53.7 0.1 6.9 11.9 13.6 0.7 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.7 0.1 6.9 11.9 13.6 0.7 C�.ie Lerigth 50th (ft) 107 0 7 244 352 2 C�.�eue Lerx�th 95th (ft) 167 0 m15 324 410 m1 Intemal Link Dist (ft) 675 2270 2933 Tum Bay Lerigth (ft) 150 425 500 Base Ca{�aatY (vph) 394 1583 434 2664 2042 928 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.41 0.08 0.08 0.58 0.59 0.04 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t st am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Total PM 6: College Avenue & Triangle Drive E�cpandedC�ornetryatTrilby � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j �� �� � Traffic Vdume (veh/h) 119 93 196 1541 1652 191 Future Vdume (veh/h) 119 93 196 1541 1652 191 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 123 0 202 1589 1703 132 Peak Hour Facta- 0.97 0.97 0.97 0.97 0.97 0.97 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 159 331 2957 2693 1201 Arrive On Green 0.09 0.00 0.10 1.00 1.00 1.00 Sat Flonrv, veh/h 1781 1585 1781 3647 3647 1585 Qp Vdume(v), veh/h 123 0 202 1589 1703 132 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1777 1777 1585 Q Serve(�s), s 9.5 0.0 3.5 0.0 0.0 0.0 Gyde Q C�ear(�c), s 9.5 0.0 3.5 0.0 0.0 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 159 331 2957 2693 1201 V/C Ratio(� 0.77 0.61 0.54 0.63 0.11 Avail Cap(c a), veh/h 248 504 2957 2693 1201 HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00 Upstream Flter(I) 1.00 0.00 0.48 0.48 0.30 0.30 Unifa-m Delay (d), s/veh 62.4 0.0 2.5 0.0 0.0 0.0 Ina- Delay (d2), s�veh 7.7 0.0 0.9 0.3 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.7 0.0 0.7 0.1 0.1 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 70.1 0.0 3.3 0.3 0.3 0.1 LnGrp LOS E A A A A Approad� Vd, veh/h 123 A 1791 1835 Approad� Delay, sJveh 70.1 0.7 0.3 Approad-i LOS E A A Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 10.4 111.6 4.5 6.5 19.5 84.5 5.5 2.0 0.4 21.1 4 6 18.0 122.0 6.5 6.5 18.5 108.5 11.5 2.0 0.2 17.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 2.8 F-K:NI 6th L06 A Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn Timing Report, Sorted By Phase Short Total PM 6: College Avenue & Triangle Drive E�cpandedC�ornetryatTrilby � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes I�br�e 24 17.1% 11.5 3.5 1 5 3 3 0 0 No Yes 31.5 55.5 51 51 31.5 51 51 2 SBT � Yes GMax 91 65.0% 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 55.5 6.5 0 129 55.5 0 129 4 6 EBL NBTL I�br�e 25 17.9% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 6.5 31.5 25 14 6.5 25 14 GMax 115 82.1% 22.5 5.5 1 5 3 3 0 0 Yes Yes 31.5 6.5 0 0 31.5 0 0 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 0(0%), Referenced to phase 2:SBT arx16:NBTL, Start of Yella✓u 02/12/ZOZO Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn Queues Short Total PM 6: College Avenue & Triangle Drive E�cpandedC�ornetryatTrilby � � � t 1 � Lane C�-oup EBL EBR NBL NBT SBT SBR Lane Q oup Row (vph) 123 96 202 1589 1703 197 v/c Ratio 0.62 0.06 0.68 0.55 0.71 0.17 Contrd Delay 73.0 0.1 28.6 13.3 24.8 7.5 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.0 0.1 28.6 13.3 24.8 7.5 C�.ie Lerigth 50th (ft) 108 0 139 394 517 40 C�.�eue Lerx�th 95th (ft) 173 0 m161 rrx}15 rr�548 m�6 Intemal Link Dist (ft) 675 2270 2933 Tum Bay Lerigth (ft) 150 425 500 Base Capacity (vph) 246 1583 360 2867 2395 1135 Starvation Cap Reduuc�n 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 Reduoed v/c Ratio 0.50 0.06 0.56 0.55 0.71 0.17 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Total AM 3: College Avenue & Trilby Road C�eorrietrynecessaryfa-acceptableoper�ation � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j�j � � �j�j � � �j�j �� � �j�j �� � Traffic Vdume (veh/h) 248 335 231 98 712 193 181 1291 101 112 764 90 Future Vdume (veh/h) 248 335 231 98 222 193 181 1291 101 112 764 90 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 258 349 88 102 231 86 189 1345 44 117 796 30 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 341 404 328 187 320 257 281 1852 826 204 1773 791 Arrive On Green 0.16 0.36 0.35 0.05 0.17 0.16 0.08 0.52 0.52 0.06 0.50 0.50 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 3456 3554 1585 3456 3554 1585 Qp Vdume(v), veh/h 258 349 88 102 231 86 189 1345 44 117 796 30 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(�s), s 7.8 19.1 4.4 3.2 12.8 5.3 5.8 32.1 1.5 3.6 15.9 1.1 Gyde Q C�ear(�c), s 7.8 19.1 4.4 3.2 12.8 5.3 5.8 32.1 1.5 3.6 15.9 1.1 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 341 404 328 187 320 257 281 1852 826 204 1773 791 V/C Ratio(� 0.76 0.86 0.27 0.55 0.72 0.33 0.67 0.73 0.05 0.57 0.45 0.04 Avail Cap(c a), veh/h 346 561 461 220 493 403 346 1852 826 220 1773 791 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 0.83 0.83 0.83 1.00 1.00 1.00 0.75 0.75 0.75 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 44.7 33.7 30.0 50.7 43.1 40.8 49.1 20.3 13.0 50.4 17.8 14.1 Ina- Delay (d2), s�veh 7.7 8.5 0.4 2.5 3.1 0.8 2.8 1.9 0.1 3.1 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.5 8.0 1.6 1.4 6.1 2.1 2.5 12.0 0.5 1.6 6.0 0.4 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 52.4 42.2 30.4 53.2 46.2 41.6 51.9 22.2 13.1 53.5 18.6 14.2 LnGrp LOS D D C D D D D C B D B B Approach Vd, veh/h 695 419 1578 943 Approad� Delay, s✓veh 44.5 46.9 25.5 22.8 Approad-i LOS D D C C Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 11.9 60.4 4.0 6.5 10.0 41.5 7.8 17.9 0.1 5.0 3 4 5 6 7 8 9.0 28.7 9.5 62.8 13.8 23.8 4.0 6.0 4.0 6.5 4.0 6.0 6.0 32.0 6.0 45.5 10.0 28.0 5.2 21.1 5.6 34.1 9.8 14.8 0.0 1.7 0.0 6.4 0.0 1.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 30.9 F-K:NI 6th L06 C 11/06/2019 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Timing Report, Sorted By Phase Short Total AM 3: College Avenue & Trilby Road C�eorrietrynecessaryfa-acceptableoper�ation � 1 � -► �- t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 14 48 12.7% 43.6% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 67 81 81 19 77 12.5 77 2.5 48 62 58 103.5 58 93.5 3 4 VbBL EBT Lead Lag I�br�e f�brie 10 38 9.1% 34.5% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 19 29 29 67 25 61 25 41 0 10 6 42 6 22 � .. . None GMax 10 52 9.1% 47.3% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 67 77 77 19 73 12.5 73 2.5 48 58 54 103.5 54 93.5 � � . .. Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 19 (17%), Referer�ced to phase 2:SBT and 6:NBT, Start of Red 11/06/2019 :... I�br�e f�brie 14 34 12.7% 30.9% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 19 33 33 67 29 61 29 40 0 14 10 42 10 21 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Queues Short Total AM 3: College Avenue & Trilby Road C�eorrietrynecessaryfa-acceptableoper�ation � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 258 349 241 102 231 201 189 1345 105 117 796 94 v/c Ratio 0.75 0.77 0.47 0.47 0.60 0.48 0.53 0.82 0.13 0.43 0.51 0.12 Contrd Delay 69.0 44.7 8.2 57.1 45.4 16.4 63.4 18.9 1.4 53.9 24.9 3.5 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.0 44.7 8.2 57.1 45.4 16.4 63.4 18.9 1.4 53.9 24.9 3.5 C�.ie Lerigth 50th (ft) 88 228 18 36 147 38 73 173 0 40 215 0 C�.�eue Lerx�th 95th (ft) #151 266 50 64 214 100 111 #470 m10 72 294 26 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 Base Capacity(vph) 343 558 595 218 491 505 366 1644 794 269 1555 757 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.75 0.63 0.41 0.47 0.47 0.40 0.52 0.82 0.13 0.43 0.51 0.12 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. m Vdume fa- 95th peroentile queue is rr�tered by upstre�am signal. 11/06/2019 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Short Total PM 3: College Avenue & Trilby Road E�cpandedC�ornetryatTrilby � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j � � �j� �� � �j�j �� � Traffic Vdume (veh/h) 169 252 160 157 360 112 274 1226 109 192 1546 276 Future Vdume (veh/h) 169 252 160 157 360 112 274 1226 109 192 1546 276 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 184 274 31 171 391 19 298 1333 69 209 1680 168 Peak Hour Facta- 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 213 450 382 285 424 359 346 1760 785 282 1695 756 Arrive On Green 0.08 0.24 0.24 0.06 0.23 0.23 0.20 0.99 0.99 0.08 0.48 0.48 Sat Flonrv, veh/h 1781 1870 1585 1781 1870 1585 3456 3554 1585 3456 3554 1585 Qp Vdume(v), veh/h 184 274 31 171 391 19 298 1333 69 209 1680 168 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 1870 1585 1728 1777 1585 1728 1777 1585 Q Serve(�s), s 11.0 18.2 2.1 9.0 28.6 1.3 11.7 2.0 0.1 8.3 65.6 8.7 Gyde Q C�ear(�c), s 11.0 18.2 2.1 9.0 28.6 1.3 11.7 2.0 0.1 8.3 65.6 8.7 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 213 450 382 285 424 359 346 1760 785 282 1695 756 V/C Ratio(� 0.86 0.61 0.08 0.60 0.92 0.05 0.86 0.76 0.09 0.74 0.99 0.22 Avail Cap(c a), veh/h 213 454 385 285 428 362 346 1760 785 346 1695 756 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 40.8 47.3 41.1 42.1 52.9 42.4 55.1 0.3 0.3 62.8 36.3 21.4 Ina- Delay (d2), s�veh 28.8 2.3 0.1 3.5 25.4 0.1 16.6 2.6 0.2 6.5 19.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 6.5 8.7 0.8 1.3 16.2 0.5 5.2 0.8 0.1 3.8 30.7 3.3 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 69.5 49.6 41.2 45.6 78.4 42.4 71.6 2.9 0.5 69.4 56.1 22.1 LnGrp LOS E D D D E D E A A E E C Approach Vd, veh/h 489 581 1700 2057 Approad� Delay, sJveh 56.6 67.5 14.8 54.7 Approad-i LOS E E B D Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 17.0 72.3 12.0 38.7 14.4 74.8 14.0 36.7 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 13.0 65.5 8.0 33.0 13.0 65.5 10.0 31.0 13.7 67.6 11.0 20.2 10.3 4.0 13.0 30.6 0.0 0.0 0.0 1.2 0.2 12.3 0.0 0.1 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 42.4 HCM 6th L06 D 11/13/2019 Syrxhro 10 Light Repa-t st pm 140 secs.syn Timing Report, Sorted By Phase Short Total PM 3: College Avenue & Trilby Road E�cpandedC�ornetryatTrilby � 1 � --. �• t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 17 72 12.1% 51.4% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 57.5 74.5 74.5 6.5 70.5 0 70.5 130 57.5 74.5 70.5 0 70.5 130 3 4 VbBL EBTL Lead Lag Nor�e Nin 12 39 8.6% 27.9% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 18.5 18.5 57.5 14.5 51.5 14.5 51.5 6.5 18.5 14.5 51.5 14.5 51.5 � .. . None GMax 17 72 12.1% 51.4% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 57.5 74.5 74.5 6.5 70.5 0 70.5 130 57.5 74.5 70.5 0 70.5 130 � �:. :.. Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 130 Offset: 0(0%), Referenced to phase 2:SBT arx16: NBT, Start aF Yella✓u and Phases: 3: Cdleae Av�ue & Trilbv Road � �� � �z �� 5 I Oo 11/13/2019 Nor�e Nin 14 37 10.0% 26.4% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 20.5 20.5 57.5 16.5 51.5 16.5 51.5 6.5 20.5 16.5 51.5 16.5 51.5 ��, -�� ■-- L37 03 Syrxhro 10 Light Repa-t st pm 140 secs.syn Queues Short Total PM 3: College Avenue & Trilby Road E�cpandedC�ornetryatTrilby � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 184 274 174 171 391 122 298 1333 118 209 1680 300 v/c Ratio 0.94 0.62 0.34 0.62 0.94 0.27 0.86 0.78 0.15 0.64 0.99 0.34 Contrd Delay 88.1 54.4 7.7 46.5 84.2 8.7 83.0 47.3 12.9 70.6 56.4 6.5 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 88.1 54.4 7.7 46.5 84.2 8.7 83.0 47.3 12.9 70.6 56.4 6.5 C�.ie Lerigth 50th (ft) 123 223 0 113 350 0 136 656 26 95 789 33 C�.�eue Lerigth 95th (ft) #265 322 60 176 #543 53 #220 733 47 139 #974 92 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 Base Capacity(vph) 195 452 516 274 425 455 347 1716 812 343 1693 879 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.94 0.61 0.34 0.62 0.92 0.27 0.86 0.78 0.15 0.61 0.99 0.34 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 11/13/2019 Syrxhro 10 Light Repa-t st pm 140 secs.syn HCM 6th TWSC Short Total AM 13: Avondale Road/Constellation Drive & Trilby Road E�cpandedC�ornetryatTrilby Ir�ers�ctia� Ir�t Delay, s/veh 8.8 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '�, �' � � Traffic Vd, veh/h 50 667 84 40 431 23 68 4 131 12 1 35 Future Vd, vehlh 50 667 84 40 431 23 68 4 131 12 1 35 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length 150 - - 150 - - - - 60 - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 53 710 89 43 459 24 72 4 139 13 1 37 Maja'/Ninoi- IVlaja'1 N}ajor2 Nina'1 Ninor2 Corifliding RowAll 483 0 0 799 0 0 1437 1430 755 1489 1462 471 Stage1 - - - - - - 861 861 - 557 557 - Stage 2 - - - - - - 576 569 - 932 905 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1080 - - 824 - - 111 135 409 102 129 593 Stage1 - - - - - - 350 372 - 515 512 - Stage 2 - - - - - - 503 506 - 320 355 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1080 - - 824 - - 95 122 409 60 116 593 Mov Cap-2 Maneuver - - - - - - 95 122 - 60 116 - Stage1 - - - - - - 333 354 - 490 485 - Stage 2 - - - - - - 446 480 - 198 338 - Approach EB V�B NB SB HCM Contrd Delay, s 0.5 0.8 55 32.9 HCM L06 F D Ninor LanelMaja' I�Mrrt NBLn1 NBln2 EBL EBT EBR WBL WBT WBRS61�1 Capaaty (veh/h) 96 409 1080 - - 824 - - 179 HCM Lane V/C Ratio 0.798 0.341 0.049 - - 0.052 - - 0.285 HCM Coritrd Delay (s) 121.7 18.3 8.5 - - 9.6 - - 32.9 F-K;NI Lar�e LOS F C A - - A - - D HCM 95th °/�ile Q(veh) 4.3 1.5 0.2 - - 0.2 - - 1.1 02/05J2020 Syrxhro 10 Light Repa-t st amsyn HCM 6th TWSC Short Total PM 13: Avondale Road/Constellation Drive & Trilby Road E�cpandedC�ornetryatTrilby Ir�ers�ctia� Ir�t Delay, s/veh 7.5 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � '� � '�, �' � � Traffic Vd, veh/h 32 495 66 128 764 24 43 2 78 9 3 29 Future Vd, vehlh 32 495 66 128 764 24 43 2 78 9 3 29 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length 150 - - 150 - - - - 60 - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 33 516 69 133 796 25 45 2 81 9 3 30 Maja'/Ninoi- IVlaja'1 N}ajor2 Ninor'1 Ninor2 Corifliding RowAll 821 0 0 585 0 0 1708 1704 551 1733 1726 809 Stage1 - - - - - - 617 617 - 1075 1075 - Stage 2 - - - - - - 1091 1087 - 658 651 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 808 - - 990 - - 72 91 534 69 89 380 Stage 1 - - - - - - 477 481 - 266 296 - Stage 2 - - - - - - 260 292 - 453 465 - Platoon blocked, % - - - - Mov Cap�1 Manewer 808 - - 990 - - 56 76 534 50 74 380 Mov Cap-2 Maneuver - - - - - - 56 76 - 50 74 - Stage1 - - - - - - 457 461 - 255 256 - Stage 2 - - - - - - 205 253 - 367 446 - Approach EB V�B NB SB HCM Contrd Delay, s 0.5 1.3 76.3 42.4 HCM L06 F E Ninor LanelMaja' I�Mrrt NBLn1 NBln2 EBL EBT EBR WBL WBT WBRSBI�1 Capaaty (veh/h) 57 534 808 - - 990 - - 138 HCM Lane V/C Ratio 0.822 0.152 0.041 - - 0.135 - - 0.309 HCM Coritrd Delay (s) 186.2 12.9 9.6 - - 9.2 - - 42.4 F-K;NI Lar�e LOS F B A - - A - - E HCM 95th °/�ile Q(veh) 3.6 0.5 0.1 - - 0.5 - - 1.2 11/07/2019 Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn HCM 6th TWSC Short Total AM 19: Apartment Access & Triangle Drive E�cpandedC�ornetryatTrilby Ir�ers�ctia� Irit Delay, s/veh 1.1 Nbvemer�t EBT EBR WBL WBT NBL NBR Lane Corifigurations '� � � � Traffic Vd, veh/h 331 1 13 85 1 38 Future Vd, vehlh 331 1 13 85 1 38 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Graaclee, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 Mvrrit Flow 345 1 14 89 1 40 Maja'/Ninoi- IVlaja'1 Major2 Nina'1 Confliding RowAll 0 0 34G 0 463 346 Stage 1 - - - - 346 - Stage 2 - - - - 117 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1213 - 557 697 Stage 1 - - - - 716 - Stage 2 - - - - 908 - Platoon blocked, % - - - Mov Cap�1 Manewer - - 1213 - 550 697 Mov Cap-2 Maneuver - - - - 550 - Stage 1 - - - - 716 - Stage 2 - - - - 897 - P�pproach EB VbB NB HCM Coritrd Delay, s 0 1.1 10.5 HCM L06 B Ninor LanelMaja' M�rrt NBLn1 EBT EBR WBL WBT Capaaty (veh/h) 692 - - 1213 - HCM Lane V/C Ratio 0.059 - - 0.011 - HCM Coritrd Delay (s) 10.5 - - 8 - F-K;NI Larie LOS B - - A - HCM 95th °/�ile Q(veh) 0.2 - - 0 - 02/05J2020 Syrxhro 10 Light Repa-t st amsyn HCM 6th TWSC Short Total PM 19: Apartment Access & Triangle Drive E�cpandedC�ornetryatTrilby Ir�ers�ctia� Ir�t Delay, s/veh 0.9 Nbvemer�t EBT EBR WBL WBT NBL NBR Lane Corifigurations '� � � � Traffic Vd, veh/h 187 1 38 349 1 25 Future Vd, vehlh 187 1 38 349 1 25 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Graaclee, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 Mvrrit Flaw 195 1 40 364 1 26 Maja'/Ninoi- IVlaja'1 Maja2 Nina'1 Corifliding RowAll 0 0 196 0 640 196 Stage 1 - - - - 196 - Stage 2 - - - - 444 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1377 - 440 845 Stage 1 - - - - 837 - Stage 2 - - - - 646 - Platoon blocked, % - - - Mov Cap�1 Manewer - - 1377 - 427 845 Mov Cap-2 Maneuver - - - - 427 - Stage 1 - - - - 837 - Stage 2 - - - - 627 - � • • ... f . . �-. � �: •. ■: �►l _ �. � Ninor LanelMaja' M�rtt NBLn1 EBT EBR WBL WBT Capaaty (veh/h) 814 - - 1377 - HCM Lane V/C Ratio 0.033 - - 0.029 - HCM Coritrd Delay (s) 9.6 - - 7.7 - F-K;NI Lar�e LOS A - - A - HCM 95th °/�ile Q(veh) 0.1 - - 0.1 - 02/05J2020 Syrxhro 10 Light Repa-t st pmsyn HCM 6th TWSC Short Total AM 7: Triangle Drive & Strasburg Drive E�andedC�ornetryatTrilby Ir�ers�ctia� Ir�t Delay, s/veh 3.8 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � � '�, � � Traffic Vd, veh/h 0 204 1 23 43 19 1 0 78 49 0 0 Future Vd, vehlh 0 204 1 23 43 19 1 0 78 49 0 0 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Sta'age Length - - - 150 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 96 96 95 95 96 96 96 95 96 95 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 0 215 1 24 45 20 1 0 81 52 0 0 Maja'/Ninoi- IVlaja'1 N}ajor2 Ninor'1 Ninor2 Confliding RowAll 65 0 0 216 0 0 319 329 216 359 319 55 Stage1 - - - - - - 216 216 - 103 103 - Stage 2 - - - - - - 103 113 - 256 216 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1537 - - 1354 - - 634 590 824 596 598 1012 Stage1 - - - - - - 786 724 - 903 810 - Stage 2 - - - - - - 903 802 - 749 724 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1537 - - 1354 - - 625 579 824 530 587 1012 Mov Cap-2 Maneuver - - - - - - 625 579 - 530 587 - Stage1 - - - - - - 786 724 - 903 795 - Stage 2 - - - - - - 887 788 - 675 724 - Approach EB V�B NB SB HCM Contrd Delay, s 0 2.1 9.9 12.5 F-K�VI L06 A B Ninor LanelMaja' I�Mrrt NBLn1 EBL EBT EBR VbBL WBT V�BRSBLn1 Capaaty (veh/h) 821 1537 - - 1354 - - 530 HCM Lane V/C Ratio 0.1 - - - 0.018 - - 0.097 HCM Coritrd Delay (s) 9.9 0 - - 7.7 - - 12.5 F-K;NI Lar�e LOS A A - - A - - B HCM 95th °/�ile Q(veh) 0.3 0 - - 0.1 - - 0.3 02/05J2020 Syrxhro 10 Light Repa-t st amsyn HCM 6th TWSC Short Total PM 7: Triangle Drive & Strasburg Drive E�andedC�ornetryatTrilby Ir�ers�ctia� Ir�t Delay, s/veh 3.3 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � � '�, � � Traffic Vd, veh/h 5 109 1 82 207 60 1 0 78 31 0 3 Future Vd, vehlh 5 109 1 82 207 60 1 0 78 31 0 3 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length - - - 60 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrnt Flow 5 114 1 85 216 63 1 0 81 32 0 3 Major/Ninoi- Major1 N}ajor2 Ninor1 Ninor2 Confliding RowAll 279 0 0 115 0 0 544 574 115 583 543 248 Stage1 - - - - - - 125 125 - 418 418 - Stage 2 - - - - - - 419 449 - 165 125 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1284 - - 1474 - - 450 429 937 424 447 791 Stage1 - - - - - - 879 792 - 612 591 - Stage 2 - - - - - - 612 572 - 837 792 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1284 - - 1474 - - 427 402 937 369 419 791 Mov Cap-2 Maneuver - - - - - - 427 402 - 369 419 - Stage1 - - - - - - 875 789 - 610 557 - Stage 2 - - - - - - 574 539 - 761 789 - Approach EB V�B NB SB HCM Contrd Delay, s 0.3 1.8 9.3 15.2 F-K�VI L06 A C Ninor LanelMaja' I�Mrrt NBLn1 EBL EBT EBR VbBL WBT V�BRSBLn1 Capaaty (veh/h) 923 1284 - - 1474 - - 387 HCM Lane V/C Ratio 0.089 0.004 - - 0.058 - - 0.092 HCM Coritrd Delay (s) 9.3 7.8 0 - 7.6 - - 15.2 F-K;NI Lane LOS A A A - A - - C HCM 95th °/�ile Q(veh) 0.3 0 - - 0.2 - - 0.3 02/05J2020 Syrxhro 10 Light Repa-t st pmsyn HCM 6th Roundabout Short Total AM 8: Avondale Road & Triangle Drive C�eorrietrynecessaryfa-acceptableoper�ation Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.5 A EB 1 1 134 136 66 39 0 1.000 3.7 A � I�I:a 1.000 2.609 4.976 136 1290 0.984 134 1269 0.105 3.7 A 0 Left LTR LTR 1.000 2.609 4.976 65 1325 0.990 64 1312 0.049 3.1 A 0 V�B 1 1 64 65 40 204 0 1.000 3.1 A � I�I:� 1.000 2.609 4.976 54 1137 0.975 � 1108 0.048 3.6 A 0 NB 1 1 53 54 190 12 0 1.000 3.6 A SB 1 1 62 � 42 � 0 1.000 3.1 A Left LTR LTR 1.000 2.609 4.976 63 1322 0.984 62 1300 0.048 3.1 A 0 11/06/2019 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Lanes and Geometrics Short Total AM 8: Avondale Road & Triangle Drive C�eorrietrynecessaryfa-acceptableoper�ation � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.999 0.949 0.913 0.987 Rt Proteded 0.992 0.993 0.999 0.958 Satd. Rary (prot) 0 1846 0 0 1755 0 0 1699 0 0 1761 0 Flt Permitted 0.992 0.993 0.999 0.958 Satd. Ra✓u (perm) 0 1846 0 0 1755 0 0 1699 0 0 1761 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/06/2019 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn HCM 6th Roundabout Short Total PM 8: Avondale Road & Triangle Drive E�cpanded C�ornetry at Trilby Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � EB 1 1 91 92 94 130 0 1.000 3.5 A � I�I:a 1.000 2.609 4.976 92 1254 0.984 91 1234 0.073 3.5 A 0 Left LTR LTR 1.000 2.609 4.976 215 1341 0.982 211 1316 0.160 4.1 A 1 V�B 1 211 215 28 132 0 1.000 4.1 A � I�I:� 1.000 2.609 4.976 28 1206 0.992 28 1197 0.023 3.2 A 0 NB 1 28 28 132 54 0 1.000 3.2 A SB 1 81 83 141 102 0 1.000 3.7 A Left LTR LTR 1.000 2.609 4.976 83 1195 0.973 81 1163 0.069 3.7 A 0 11/07/2019 Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn HCM 6th Roundabout Short Total AM 12: Avondale Road & Strasburg Drive C�eorrietrynecessaryfa-acceptableoper�ation Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.5 A V�B 1 1 87 88 107 51 0 1.000 3.5 A � 1�:� 1.000 2.609 4.976 88 1237 0.989 87 1223 0.071 3.5 A 0 � rl:� 1.000 2.609 4.976 112 1317 0.981 110 1292 0.085 3.5 A 0 NB 1 1 110 112 46 103 0 1.000 3.5 A Left LT LT 1.000 2.609 4.976 136 1362 0.980 133 1334 0.100 3.5 A 0 SB 1 1 133 136 13 182 0 1.000 3.5 A 11/06/2019 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Lanes and Geometrics Short Total AM 12: Avondale Road & Strasburg Drive C�eorrietrynecessaryfa-acceptableoper�ation � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.885 0.994 Rt Protected 0.993 0.983 Satd. Rary (prot) 1637 0 1852 0 0 1831 Flt Permitted 0.993 0.983 Satd. Ra✓u (perm) 1637 0 1852 0 0 1831 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/06/2019 Syrxhro 10 Light Repa-t st am geo to aq�tb.syn Lanes and Geometrics Short Total PM 8: Avondale Road & Triangle Drive E�cpanded C�ornetry at Trilby � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.999 0.953 0.923 0.953 Rt Protected 0.991 0.991 0.998 0.976 Satd. Rary (prot) 0 1844 0 0 1759 0 0 1716 0 0 1733 0 Flt Permitted 0.991 0.991 0.998 0.976 Satd. Ra✓u (perm) 0 1844 0 0 1759 0 0 1716 0 0 1733 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/07/2019 Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn HCM 6th Roundabout Short Total PM 12: Avondale Road & Strasburg Drive E�cpanded C�ornetry at Trilby Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � V�B 1 50 51 62 104 0 1.000 3.1 A � 1�:� 1.000 2.609 4.976 51 1295 0.980 � 1270 0.039 3.1 A 0 � rl:� 1.000 2.609 4.976 66 1246 0.982 65 1223 0.053 3.4 A 0 NB 1 65 66 100 99 0 1.000 3.4 A Left LT LT 1.000 2.609 4.976 195 1374 0.980 191 1347 0.142 3.8 A 0 SB 1 191 195 4 109 0 1.000 3.8 A 11/07/2019 Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn Lanes and Geometrics Short Total PM 12: Avondale Road & Strasburg Drive E�cpanded C�ornetry at Trilby � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.876 0.992 Rt Proteded 0.996 0.975 Satd. Rary (prot) 1625 0 1848 0 0 1816 Flt Permitted 0.996 0.975 Satd. Ra✓u (perm) 1625 0 1848 0 0 1816 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/07/2019 Syrxhro 10 Light Repa-t st pm geo to aq�tb.syn lil' ' �►1 ���J HCM 6th Signalized Intersection Summary Long Total AM 16: College Avenue & Avondale Road/Carpenter Road Nbv�rent � � � �- � �- � t � '� 1 � EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j�j � � �j�j � � �j ��� � �j�j ��'� Traffic Vdume (veh/h) 135 75 115 410 60 305 85 1260 410 395 900 105 Future Vdume (veh/h) 135 75 115 410 60 305 85 1260 410 395 900 105 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 141 78 0 427 62 0 89 1312 160 416 938 98 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 540 130 511 115 172 1648 512 492 1729 180 Arrive On Green 0.16 0.07 0.00 0.15 0.06 0.00 0.10 0.32 0.32 0.28 0.74 0.74 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4697 489 Qp Vdume(v), veh/h 141 78 0 427 62 0 89 1312 160 416 679 357 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1782 Q Serve(�s), s 3.9 4.5 0.0 13.2 3.5 0.0 5.2 25.8 8.4 12.5 9.6 9.7 Gyde Q C�ear(�c), s 3.9 4.5 0.0 13.2 3.5 0.0 5.2 25.8 8.4 12.5 9.6 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.27 Lane Qp Cap(c), vehlh 540 130 511 115 172 1648 512 492 1253 656 V/C Ratio(� 0.26 0.60 0.84 0.54 0.52 0.80 0.31 0.85 0.54 0.54 Avail Cap(c a), veh/h 540 332 518 468 186 1648 512 518 1253 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Flter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.89 0.89 0.89 Unifa-m Delay (d), s/veh 40.8 49.7 0.0 45.6 50.1 0.0 47.2 34.0 28.1 38.2 10.4 10.4 Ina- Delay (d2), s�veh 0.3 4.3 0.0 11.2 3.9 0.0 2.4 4.1 1.6 10.7 1.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 1.7 2.2 0.0 6.3 1.7 0.0 2.3 10.4 3.3 5.0 2.6 3.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 41.1 54.0 0.0 56.8 54.1 0.0 49.6 38.0 29.7 48.9 11.9 13.3 LnGrp LOS D D E D D D C D B B Approach Vd, veh/h 219 A 489 A 1561 1452 Approad� Delay, s✓veh 45.7 56.5 37.8 22.9 Approad-i LOS D E D C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 16.2 46.0 21.8 13.2 21.2 41.0 22.7 12.2 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 2 3 4 10.5 39.5 15.5 18.5 15.5 34.5 7.2 11.7 15.2 6.5 14.5 27.8 �� 6.5 0.1 0.2 0.2 4.3 7.5 26.5 5.9 5.5 0.1 0.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 34.9 F-K:NI 6th L06 C Note.s Unsignalized Delay fa- [EBR, V�BFZJ is exduded from calculations of the approad� delay and iritersection delay. 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Timing Report, Sorted By Phase Long Total AM 16: College Avenue & Avondale Road/Carpenter Road � 1 � �► �• t � � � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL � Yes I�br�e 17 15.5% 11.5 5.5 1 5 3 3 0 0 No Yes 11.5 28.5 71 22 11.5 71 71 2 SBT Lead Yes Mwc 46 41.8% 21 5.5 1 5 3 3 0 0 Yes Yes 75.5 11.5 5 5 75.5 5 5 3 VbBL � Yes I�br�e 71 20.0% 22 4.5 2 5 3 3 0 0 Yes Yes 53.5 75.5 69 69 53.5 69 69 4 EBT Lead Yes f�brie 25 �.%/o 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 28.5 53.5 47 36 28.5 47 36 5 SBL � Yes I�br�e 71 20.0% 11 5.5 1 4.5 3 3 0 0 No Yes 6.5 28.5 71 22 6.5 71 71 6 NBT Lead Yes GMax 41 37.3% 23.5 5.5 1 5 3 3 0 0 7 10 Yes Yes 75.5 6.5 0 100 75.5 0 100 7 EBL � Yes I�br�e 14 12.7% 11.5 4.5 2 5 3 3 0 0 No Yes 61.5 75.5 69 69 61.5 69 69 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 85 Offset: 0(0%), Referenced to phase 6:NBT, Start of Yellow .�� ��..__ • �Z 1 �b 02/12/ZOZO Avenue & Avondale '�:• . •- '�:• , y' � � �_ �_ b � 8 VbBT Lead Yes I�brie 33 30.0% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 28.5 61.5 55 39 28.5 55 39 �d � � �% Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Queues Long Total AM 16: College Avenue & Avondale Road/Carpenter Road � � � � ~ � � T � � ♦ Lane C�-oup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Q oup Row (vph) 141 78 120 427 63 318 89 1313 427 416 1047 v/c Ratio 0.22 0.42 0.08 0.70 0.37 0.20 0.51 0.65 0.48 0.82 0.44 Contrd Delay 38.4 52.8 0.1 49.1 52.2 0.3 57.9 30.5 4.7 52.1 4.5 C�.�eue 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 38.4 52.8 0.1 49.1 52.2 0.3 57.9 30.5 4.7 52.1 4.5 C�.ie Lerigth 50th (ft) 43 53 0 146 43 0 60 286 0 161 13 C�.�eue Lerigth 95th (ft) 71 98 0 197 84 0 113 367 70 #227 14 Iritemal Link Dist (ft) 400 507 556 2270 Tum Bay Lerx�th (ft) 160 500 325 Base Capacity (vph) 630 330 1583 614 465 1583 185 2028 888 514 2377 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.22 0.24 0.08 0.70 0.14 0.20 0.48 0.65 0.48 0.81 0.44 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Total PM 16: College Avenue & Avondale Road/Carpenter Road Nbv�rent � � � �- � �- � t � '� 1 � EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � �j ��� � �j�j ��'� Traffic Vdume (veh/h) 215 80 160 480 105 455 205 1370 390 450 1405 185 Future Vdume (veh/h) 215 80 160 480 105 455 205 1370 390 450 1405 185 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 224 83 0 500 109 0 214 1427 152 474 1464 182 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 515 124 567 152 253 1751 543 541 1643 204 Arrive On Green 0.15 0.07 0.00 0.16 0.08 0.00 0.14 0.34 0.34 0.16 0.36 0.36 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 1781 5106 1585 3456 4600 571 Qp Vdume(v), veh/h 224 83 0 500 109 0 214 1427 152 474 1083 563 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1781 1702 1585 1728 1702 1767 Q Serve(�s), s 8.3 6.1 0.0 19.8 8.0 0.0 16.4 35.7 9.8 18.8 42.0 42.1 Gyde Q C�ear(�c), s 8.3 6.1 0.0 19.8 8.0 0.0 16.4 35.7 9.8 18.8 42.0 42.1 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32 Lane Qp Cap(c), vehlh 515 124 567 152 253 1751 543 541 1216 631 V/C Ratio(� 0.43 0.67 0.88 0.72 0.84 0.82 0.28 0.88 0.89 0.89 Avail Cap(c a), veh/h 515 321 580 428 261 1751 543 555 1216 631 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.62 0.62 0.62 Unifa-m Delay (d), s/veh 54.2 63.8 0.0 57.2 62.7 0.0 58.5 42.0 33.4 57.7 42.4 42.4 Ina- Delay (d2), s�veh 0.6 6.0 0.0 14.6 6.2 0.0 21.2 4.3 1.3 9.6 6.6 11.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.6 3.0 0.0 9.6 4.0 0.0 8.6 14.9 3.9 8.6 17.8 19.4 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 54.8 69.9 0.0 71.8 68.9 0.0 79.8 46.3 34.7 67.3 49.0 54.2 LnGrp LOS D E E E E D C E D D Approach Vd, veh/h 307 A 609 A 1793 2120 Approad� Delay, sJveh 58.8 71.3 49.3 54.5 Approad-i LOS E E D D Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 25.4 55.5 28.5 14.8 27.4 53.5 26.4 16.9 6.5 6.5 6.5 6.5 6.5 6.5 6.5 6.5 19.5 49.0 22.5 23.0 21.5 47.0 14.5 31.0 18.4 44.1 21.8 8.1 20.8 37.7 10.3 10.0 0.1 3.6 0.2 0.2 0.2 5.9 0.3 0.4 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 55.0 HCM 6th L06 D Note.s Unsignalized Delay fa- [EBR, V�BFZJ is exduded from calculations of the approad� delay and iritersection delay. 02/12/ZOZO Syrxhro 10 Light Repa-t Page 3 Timing Report, Sorted By Phase Long Total PM 16: College Avenue & Avondale Road/Carpenter Road � 1 � �► �• t � � � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL � Yes I�br�e 26 18.6% 11.5 5.5 1 5 3 3 0 0 No Yes 8.5 34.5 28 28 8.5 28 28 2 SBT Lead Yes Mwc 55.5 39.6% 25.5 5.5 1 5 3 3 0 0 7 12 Yes Yes 93 8.5 2 130 93 2 130 3 VbBL � Yes I�br�e 29 20.7% 11.5 4.5 2 5 3 3 0 0 Yes Yes 64 93 86.5 86.5 64 86.5 86.5 4 EBT Lead Yes f�brie 29.5 21.1% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 34.5 64 57.5 41.5 34.5 57.5 41.5 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 120 Offset: 0(0%), Referenced to phase 6:NBT, Start of Yellow 5 SBL � Yes I�br�e 28 20.0% 11 5.5 1 4.5 3 3 0 0 No Yes 6.5 34.5 28 28 6.5 28 28 6 NBT Lead Yes GMax 53.5 38.2% 25.5 5.5 1 5 3 3 0 0 7 12 Yes Yes 93 6.5 0 128 93 0 128 :.<. 7 EBL � Yes I�br�e 21 15.0% 11.5 4.5 2 5 3 3 0 0 No Yes 72 93 86.5 86.5 72 86.5 86.5 8 VbBT Lead Yes I�brie 37.5 26.8% 29.5 4.5 2 5 3 3 0 0 7 16 Yes Yes 34.5 72 65.5 49.5 34.5 65.5 49.5 02/12/ZOZO Syrxhro 10 Light Repa-t Page 2 Queues Long Total PM 16: College Avenue & Avondale Road/Carpenter Road � � � � ~ � � T � � ♦ Lane C�-oup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Cl oup Row (vph) 224 83 167 500 109 474 214 1427 406 474 1657 v/c Ratio 0.37 0.50 0.11 0.77 0.56 0.30 0.84 0.69 0.46 0.88 0.79 Contrd Delay 52.2 70.2 0.1 61.9 70.4 0.5 86.0 37.8 4.7 75.5 39.1 C�.�eue 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 70.2 0.1 61.9 70.4 0.5 86.0 37.8 4.7 75.5 39.1 C�.ie Lerigth 50th (ft) 93 73 0 224 96 0 192 394 0 219 473 C�.�eue Lerigth 95th (ft) 131 126 0 278 154 0 #326 496 73 #306 592 Iritemal Link Dist (ft) 400 507 556 2270 Tum Bay Lerigth (ft) 200 200 160 200 450 500 325 Base Capacity(vph) 604 319 1583 662 425 1583 259 2060 882 551 2108 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.37 0.26 0.11 0.76 0.26 0.30 0.83 0.69 0.46 0.86 0.79 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t Page 1 HCM 6th Signalized Intersection Summary Long Total AM 6: College Avenue & Triangle Drive � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j ��� ��'� Traffic Vdume (veh/h) 245 75 25 1630 1460 55 Future Vdume (veh/h) 245 75 25 1630 1460 55 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 253 0 26 1680 1505 54 Peak Hour Facta- 0.97 0.97 0.97 0.97 0.97 0.97 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 303 345 3726 3359 121 Arrive On Green 0.17 0.00 0.05 0.97 1.00 1.00 Sat Flonrv, veh/h 1781 1585 1781 5274 5229 182 Qp Vdume(v), veh/h 253 0 26 1680 1012 547 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1702 1702 1838 Q Serve(�s), s 15.1 0.0 0.5 1.9 0.0 0.0 Gyde Q C�ear(�c), s 15.1 0.0 0.5 1.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.10 Lane Qp Cap(c), vehlh 303 345 3726 7Z60 1220 �ic �t�a� o.$s o.os o.a5 o.a5 o.a5 Avail Cap(c a), veh/h 526 439 3726 2260 1220 HCM Platoon Ratio 1.00 1.00 1.33 1.33 2.00 2.00 Upstream Flter(I) 1.00 0.00 0.83 0.83 0.81 0.81 Unifa-m Delay (d), s/veh 44.1 0.0 4.5 0.5 0.0 0.0 Ina- Delay (d2), s�veh 6.0 0.0 0.1 0.3 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 7.2 0.0 0.1 0.4 0.2 0.3 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 50.1 0.0 4.5 0.8 0.5 1.0 LnGrp LOS D A A A A Approach Vd, veh/h 253 A 1706 1559 Approad� Delay, s✓veh 50.1 0.9 0.7 Approad-i LOS D A A Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 7.2 78.5 4.5 6.5 8.5 52.5 2.5 2.0 0.0 13.0 4 6 24.2 85.8 6.5 6.5 31.5 65.5 17.1 3.9 0.6 16.9 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 4.3 F-K:NI 6th L06 A Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Timing Report, Sorted By Phase Long Total AM 6: College Avenue & Triangle Drive � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes I�brie 13 11.8% 11.5 3.5 1 5 3 3 0 0 No Yes 38 51 46.5 46.5 38 46.5 46.5 2 SBT � Yes GMax 59 53.6% 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 51 0 103.5 92.5 51 103.5 92.5 4 6 EBL NBTL I�brie 38 34.5% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 38 31.5 20.5 0 31.5 20.5 GMax 72 65.5% 22.5 5.5 1 5 3 3 0 0 Yes Yes 38 0 103.5 103.5 38 103.5 103.5 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 65 Offset: 0(0%), Referenced to phase 2:SBT arx16:NBTL, Start of Red 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Queues Long Total AM 6: College Avenue & Triangle Drive � � � T ♦ Lane C�-oup EBL EBR NBL NBT SBT Lane Q oup Row (vph) 253 77 26 1680 1562 v/c Ratio 0.71 0.05 0.10 0.47 0.48 Contrd Delay 52.0 0.1 16.0 22.3 25.4 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 0.1 16.0 22.3 25.4 C�.ie Lerigth 50th (ft) 168 0 11 330 383 C�.�eue Lerigth 95th (ft) 238 0 rr�27 443 457 Intemal Link Dist (ft) 374 2270 2933 Tum Bay Lerx�th (ft) 150 425 Base Capacity (vph) 522 1583 289 3559 3244 Starvation Cap Reduuc�n 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 Reduoed v/c Ratio 0.48 0.05 0.09 0.47 0.48 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Total PM 6: College Avenue & Triangle Drive � � � t 1 � Mov�rent EBL EBR NBL NBT SBT SBR Lane Corifiguratioris � � �j ��� ��'� Traffic Vdume (veh/h) 185 30 90 1915 2130 195 Future Vdume (veh/h) 185 30 90 1915 2130 195 Initial Q(C�), veh 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� No I�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 191 0 93 1974 2196 195 Peak Hour Facta- 0.97 0.97 0.97 0.97 0.97 0.97 Per'oent Fieavy Veh, % 2 2 2 2 2 2 Cap,veh/h 229 197 4049 3470 305 Arrive On Green 0.13 0.00 0.06 1.00 0.73 0.73 Sat Flonrv, veh/h 1781 1585 1781 5274 4948 419 Qp Vdume(v), veh/h 191 0 93 1974 1557 834 Qp Sat Ra�(s),veh/hlln 1781 1585 1781 1702 1702 1795 Q Serve(�s), s 14.7 0.0 1.7 0.0 32.3 33.3 Gyde Q C�ear(�c), s 14.7 0.0 1.7 0.0 32.3 33.3 Prop In Lane 1.00 1.00 1.00 0.23 Lane Qp Cap(c), vehlh 229 197 4049 2472 1303 V/C Ratio(� 0.83 0.47 0.49 0.63 0.64 Avail Cap(c a), veh/h 337 282 4049 2472 1303 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Flter(I) 1.00 0.00 0.80 0.80 0.26 0.26 Unifa-m Delay (d), s/veh 59.6 0.0 15.2 0.0 9.7 9.8 Ina- Delay (d2), s�veh 11.1 0.0 1.4 0.3 0.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 7.4 0.0 1.5 0.1 9.6 10.6 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 70.6 0.0 16.6 0.3 10.0 10.5 LnGrp LOS E B A A B Approach Vd, veh/h 191 A 2067 2391 Approach Delay, sJveh 70.6 1.1 10.2 Approad-i LOS E A B Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 9.4 107.1 4.5 6.5 11.5 85.5 3.7 35.3 0.1 28.0 4 6 23.5 116.5 6.5 6.5 25.5 101.5 16.7 2.0 0.3 25.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 8.6 F-K:NI 6th L06 A Note.s Unsignalized Delay fa- [EBR] is exduded from calculatia�s of the approach delay and ir�terse�ion delay. 02/12/ZOZO Syrxhro 10 Light Repa-t Page 3 Timing Report, Sorted By Phase Long Total PM 6: College Avenue & Triangle Drive � 1 �' t � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 NBL Lead Yes I�brie 16 11.4% 11.5 3.5 1 5 3 3 0 0 No Yes � 48 43.5 43.5 � 43.5 43.5 2 SBT � Yes GMax 92 6J.%/o 24.5 5.5 1 5 3 3 0 0 7 11 Yes Yes 48 0 133.5 122.5 48 133.5 122.5 4 6 EBL NBTL I�brie � 22.9% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 � 25.5 14.5 0 25.5 14.5 GMax 108 77.1% 22.5 5.5 1 5 3 3 0 0 Yes Yes 32 0 133.5 133.5 32 133.5 133.5 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 80 Offset: 0(0%), Referenced to phase 2:SBT arx16:NBTL, Start of Red 02/12/ZOZO Syrxhro 10 Light Repa-t Page 2 Queues Long Total PM 6: College Avenue & Triangle Drive � � � T ♦ Lane C�-oup EBL EBR NBL NBT SBT Lane Q oup Row (vph) 191 31 93 1974 2397 v/c Ratio 0.72 0.02 0.54 0.50 0.70 Contrd Delay 71.9 0.0 30.6 13.2 15.9 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 71.9 0.0 30.6 13.2 15.9 C�.ie Lerigth 50th (ft) 168 0 54 286 446 C�.�eue Lerx�th 95th (ft) 243 0 m100 448 609 Iriterr�al Link Dist (ft) 402 2270 2933 Tum Bay Lerx�th (ft) 150 425 Base Capacity (vph) 335 1583 210 3924 3419 Starvation Cap Reduuc�n 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 Reduoed v/c Ratio 0.57 0.02 0.44 0.50 0.70 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t Page 1 HCM 6th Signalized Intersection Summary Long Total AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � �j� ��� � �j�j ��� � Traffic Vdume (veh/h) 290 395 320 215 215 205 240 1445 170 95 930 95 Future Vdume (veh/h) 290 395 320 215 215 205 240 1445 170 95 930 95 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 305 416 194 226 226 93 253 1521 104 100 979 1 Peak Hour Facta- 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 393 468 396 316 426 361 339 2323 721 185 2096 651 Arrive On Green 0.19 0.42 0.42 0.09 0.23 0.23 0.20 0.91 0.91 0.05 0.41 0.41 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Qp Vdume(v), veh/h 305 416 194 226 226 93 253 1521 104 100 979 1 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(�s), s 9.2 22.7 9.9 7.0 11.7 5.3 7.6 7.3 0.7 3.1 15.4 0.0 Gyde Q C�ear(�c), s 9.2 22.7 9.9 7.0 11.7 5.3 7.6 7.3 0.7 3.1 15.4 0.0 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 393 468 396 316 426 361 339 2323 721 185 2096 651 V/C Ratio(� 0.78 0.89 0.49 0.72 0.53 0.26 0.75 0.65 0.14 0.54 0.47 0.00 Avail Cap(c a), veh/h 471 561 476 346 493 418 408 2323 721 220 2096 651 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 0.75 0.75 0.75 1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 43.2 30.6 26.9 48.6 37.3 34.8 42.9 3.0 2.7 50.7 23.6 19.1 Ina- Delay (d2), s�veh 5.1 11.2 0.7 6.2 1.0 0.4 5.2 1.3 0.4 2.5 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 3.9 9.5 3.3 3.2 5.3 2.0 3.1 1.4 0.3 1.3 5.8 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 48.3 41.9 27.6 54.8 38.3 35.2 48.2 4.3 3.1 53.2 24.4 19.1 LnGrp LOS D D C D D D D A A D C B Approad� Vd, veh/h 915 545 1878 1080 Approach Delay, s✓veh 41.0 44.6 10.1 27.1 Approad-i LOS D D B C Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 3 4 13.8 50.7 13.1 32.5 4.0 6.5 4.0 6.0 12.0 35.5 10.0 32.0 9.6 17.4 9.0 24.7 0.2 5.7 0.1 1.8 8.9 55.5 15.5 30.1 4.0 6.5 4.0 6.0 6.0 41.5 14.0 28.0 5.1 9.3 11.2 13.7 0.0 12.7 0.3 1.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 24.9 F-K:NI 6th L06 C 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Timing Report, Sorted By Phase Long Total AM 3: College Avenue & Trilby Road � 1 � -► �- t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 16 42 14.5% 38.2% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 58.5 74.5 74.5 6.5 70.5 0 70.5 100 58.5 74.5 70.5 0 70.5 100 3 4 VbBL EBT Lead Lag I�br�e f�brie 14 38 12.7% 34.5% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 20.5 20.5 58.5 16.5 52.5 16.5 32.5 6.5 20.5 16.5 52.5 16.5 32.5 � .. . None GMax 10 48 9.1% 43.6% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 58.5 68.5 68.5 6.5 64.5 0 64.5 100 58.5 68.5 64.5 0 64.5 100 � � . .. Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 0(0%), Referenced to phase 2:SBT arx16: NBT, Start aF Yella✓u 02/12/ZOZO :... I�br�e f�brie 18 34 16.4% 30.9% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 24.5 24.5 58.5 20.5 52.5 20.5 31.5 6.5 24.5 20.5 52.5 20.5 31.5 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Queues Long Total AM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 305 416 337 226 226 216 253 1521 179 100 979 100 v/c Ratio 0.69 0.83 0.60 0.67 0.51 0.44 0.64 0.72 0.25 0.43 0.53 0.15 Contrd Delay 63.6 49.3 19.3 58.3 40.1 13.7 68.4 22.6 2.9 55.2 29.5 1.7 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.6 49.3 19.3 58.3 40.1 13.7 68.4 22.6 2.9 55.2 29.5 1.7 C�.ie Lerigth 50th (ft) 118 184 55 80 136 34 84 412 7 35 208 0 C�.ieue Lerigth 95th (ft) 164 347 154 121 209 100 142 117 6 63 254 12 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 Base Capacity(vph) 468 558 605 343 491 530 411 2100 724 235 1864 674 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.65 0.75 0.56 0.66 0.46 0.41 0.62 0.72 0.25 0.43 0.53 0.15 Iritei-section Surrmary 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Total PM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris �j� � � �j�j � � �j� ��� � �j�j ��� � Traffic Vdume (veh/h) 205 300 265 285 385 115 380 1430 210 195 1830 300 Future Vdume (veh/h) 205 300 265 285 385 115 380 1430 210 195 1830 300 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 216 316 108 300 405 26 400 1505 146 205 1926 150 Peak Hour Facta- 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 272 388 329 368 440 373 459 2490 773 278 7124 690 Arrive On Green 0.08 0.21 0.21 0.11 0.24 0.24 0.27 0.98 0.98 0.08 0.44 0.44 Sat Flonrv, veh/h 3456 1870 1585 3456 1870 1585 3456 5106 1585 3456 5106 1585 Qp Vdume(v), veh/h 216 316 108 300 405 26 400 1505 146 205 1926 150 Qp Sat Ra�(s),veh/hlln 1728 1870 1585 1728 1870 1585 1728 1702 1585 1728 1702 1585 Q Serve(�s), s 8.6 22.6 8.1 11.9 29.6 1.8 15.5 2.5 0.4 8.1 47.9 8.3 Gyde Q C�ear(�c), s 8.6 22.6 8.1 11.9 29.6 1.8 15.5 2.5 0.4 8.1 47.9 8.3 Prop In L.ane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Qp Cap(c), vehlh 272 388 329 368 440 373 459 2490 773 278 7124 690 V/C Ratio(� 0.80 0.81 0.33 0.82 0.92 0.07 0.87 0.60 0.19 0.74 0.87 0.22 Avail Cap(c a), veh/h 272 401 340 370 454 38,5 469 2490 773 346 2224 690 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Flter(I) 0.89 0.89 0.89 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00 Unifa-m Delay (d), s/veh 63.4 52.9 47.2 61.2 52.2 41.6 50.3 0.9 0.9 62.9 35.8 24.6 Ina- Delay (d2), s�veh 13.6 10.7 0.5 13.1 23.6 0.1 14.0 0.9 0.5 6.2 4.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 4.3 11.6 3.2 5.8 16.5 0.7 6.5 0.6 0.2 3.7 19.5 3.2 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 77.0 63.7 47.7 74.3 75.9 41.7 64.2 1.8 1.3 69.1 40.6 25.4 LnGrp LOS E E D E E D E A A E D C Approad� Vd, veh/h 640 731 2051 2281 Approad� Delay, sJveh 65.5 74.0 14.0 42.2 Approad-i LOS E E B D Timer - Assigned Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 2 3 4 21.6 66.5 17.9 34.0 14.3 73.8 14.0 37.9 4.0 6.5 4.0 6.0 4.0 6.5 4.0 6.0 18.0 58.5 14.0 29.0 13.0 63.5 10.0 33.0 17.5 49.9 13.9 24.6 10.1 4.5 10.6 31.6 0.1 6.8 0.0 0.9 0.2 14.8 0.0 0.4 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 38.7 HCM 6th L06 D 02/12/ZOZO Syrxhro 10 Light Repa-t Page 3 Timing Report, Sorted By Phase Long Total PM 3: College Avenue & Trilby Road � 1 � -► �- t � '- � �� Nbverr�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 2 NBL SBT Lead Lag None GMax 71 65 15.7% 46.4% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 59.5 81.5 81.5 6.5 T/.5 0 77.5 130 59.5 81.5 77.5 0 77.5 130 3 4 VbBL EBT Lead Lag I�br�e f�brie 18 35 12.9% 25.0% 9.5 33 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 � No Yes Yes Yes 6.5 24.5 24.5 59.5 20.5 53.5 20.5 33.5 6.5 24.5 20.5 53.5 20.5 33.5 � .. . None GMax 17 70 12.1% 50.0% 9.5 23.5 3 5.5 1 1 5 5 3 3 3 3 0 0 0 0 7 10 No Yes Yes Yes 59.5 76.5 76.5 6.5 72.5 0 72.5 130 59.5 76.5 72.5 0 72.5 130 � � . .. Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 110 Offset: 0(0%), Referenced to phase 2:SBT arx16: NBT, Start aF Yella✓u 02/12/ZOZO :... I�br�e f�brie 14 39 10.0% 27.9% 9.5 34 3 4 1 2 5 5 3 3 3 3 0 0 0 0 7 21 No Yes Yes Yes 6.5 20.5 20.5 59.5 16.5 53.5 16.5 32.5 6.5 20.5 16.5 53.5 16.5 32.5 Syrxhro 10 Light Repa-t Page 2 Queues Long Total PM 3: College Avenue & Trilby Road � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Q oup Row (vph) 216 316 279 300 405 121 400 1505 221 205 1926 316 v/c Ratio 0.80 0.82 0.58 0.82 0.92 0.26 0.87 0.63 0.27 0.63 0.87 0.37 Contrd Delay 85.3 70.2 21.4 80.0 79.7 8.3 72.9 36.1 13.2 70.3 41.9 5.8 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.3 70.2 21.4 80.0 79.7 8.3 72.9 36.1 13.2 70.3 41.9 5.8 C�.ie Lerigth 50th (ft) 101 275 69 140 360 0 160 459 81 93 587 21 C�.�eue Lerigth 95th (ft) #165 #413 167 #210 #548 52 #262 508 42 137 658 84 Iritemal Link Dist (ft) 1806 814 2933 707 Tum Bay Lerigth (ft) 300 300 200 300 275 150 300 325 � ca�ty (�pr,) z� � as� �� a52 476 a� Zao� szo �� $� Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.80 0.79 0.57 0.82 0.90 0.25 0.86 0.63 0.27 0.60 0.87 0.37 Iritersection Surrmary # 95th peroentile volume exoeeds capaaty, qu�e rr�y be longer. C�ue��e sha�un is rr�udmum after iv�o cydes. 02/12/ZOZO Syrxhro 10 Light Repa-t Page 1 HCM 6th Signalized Intersection Summary Long Total AM 13: Avondale Road/Constellation Drive & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j '� �' � � Traffic Vdume (veh/h) 60 815 90 45 435 30 70 5 135 30 5 55 Future Vdume (veh/h) 60 815 90 45 435 30 70 5 135 30 5 55 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 62 849 65 47 453 29 73 5 12 31 5 5 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 819 1376 1152 459 1273 81 199 10 155 105 18 9 Arrive On Green 0.05 0.74 0.73 0.09 1.00 1.00 0.09 0.10 0.10 0.09 0.10 0.09 Sat Flonrv, veh/h 1781 1870 1585 1781 1739 111 1391 101 1585 486 185 93 Qp Vdume(v), veh/h 62 849 65 47 0 482 78 0 12 41 0 0 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 0 1850 1492 0 1585 764 0 0 Q Serve(�s), s 0.9 24.1 1.3 0.7 0.0 0.0 0.0 0.0 0.8 2.2 0.0 0.0 Gyde Q C�ear(�c), s 0.9 24.1 1.3 0.7 0.0 0.0 5.5 0.0 0.8 7.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.06 0.94 1.00 0.76 0.12 Lane Qp Cap(c), vehlh 819 1376 1152 459 0 1354 195 0 155 125 0 0 �ic�t�a� o.os o.� 0.06 0.�0 0.00 0.� o.ao o.00 o.os o.� o.00 o.00 Avail Cap(c a), veh/h 847 1376 1152 494 0 1354 303 0 274 235 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 0.85 0.00 0.85 1.00 0.00 1.00 1.00 0.00 0.00 Unifa-m Delay (d), s/veh 2.8 7.0 4.3 5.3 0.0 0.0 47.7 0.0 45.1 49.7 0.0 0.0 Ina- Delay (d2), s�veh 0.0 2.1 0.1 0.1 0.0 0.6 1.3 0.0 0.2 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 0.2 8.2 0.4 0.2 0.0 0.2 2.2 0.0 0.3 1.2 0.0 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 2.8 9.1 4.4 5.4 0.0 0.6 49.0 0.0 45.3 51.2 0.0 0.0 LnGrp LOS A A A A A A D A D D A A Approach Vd, veh/h 976 529 90 41 Approad� Delay, s✓veh 8.4 1.0 48.5 51.2 Approad-i LOS A A D D Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 7.8 86.4 4.0 6.5 6.0 69.5 2.7 26.1 0.0 7.5 4 5 6 8 15.7 8.2 86.0 15.7 6.0 4.0 6.5 6.0 18.0 6.0 69.5 18.0 9.7 2.9 2.0 7.5 0.1 0.0 3.2 0.2 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 9.3 F-K:NI 6th L06 A 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Timing Report, Sorted By Phase Long Total AM 13: Avondale Road/Constellation Drive & Trilby Road � -► 1 � '- 1 � �� n/bv�r�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 VbBL Lead Yes I�brie 10 9.1% 9.5 3 1 5 3 3 0 0 No Yes 100 0 106 106 100 106 106 2 EBTL � Yes GMax 76 69.1% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 76 69.5 58.5 0 69.5 58.5 � �?:"7 Nin 24 21.8% 24 4 2 5 3 3 0 0 7 11 Yes Yes 76 100 94 94 76 94 94 5 EBL Lead Yes f�brie 10 9.1% 9.5 3 1 5 3 3 0 0 f�lo Yes 100 0 106 106 100 106 106 6 V46TL � Yes GMax 76 69.1% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 76 69.5 58.5 0 69.5 58.5 Iritersec�ion Surrrr�ary Gyde Lerigth 110 Contrd Type Actuatec�Coordinated Natural Gyde 80 Offset: 0(0%), Referenced to phase 2:EBTL and 6:WBTL, Start af Green . �. .�.. _. _ .,�... - :... _.,�.7 � .� ..� � � - : � . :.:. • L31 —�G32 �— �5 Oo 02/12/ZOZO � I�I:�il Nin 24 21.8% 24 4 2 5 3 3 0 0 7 11 Yes Yes 76 100 94 94 76 94 94 �� TS33 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Queues Long Total AM 13: Avondale Road/Constellation Drive & Trilby Road � � � � ~ T � 1 Lane C�-oup EBL EBT EBR WBL WBT NBT NBR SBT Lane Cl oup Row (vph) 63 849 94 47 484 78 141 93 v/c Ratio 0.09 0.64 0.08 0.11 0.37 0.55 0.45 0.41 Contrd Delay 3.0 12.8 1.7 3.5 13.5 58.7 11.7 24.8 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.0 12.8 1.7 3.5 13.5 58.7 11.7 24.8 C�.ie Lerigth 50th (ft) 7 301 0 2 205 53 0 23 C�.�eue Lerx�th 95th (ft) 19 515 18 m19 308 98 54 70 Iritemal Link Dist (ft) 521 1806 2104 432 Tum Bay Lerx�th (ft) 150 250 150 60 Base Capacity(vph) 713 1324 1138 438 1310 205 390 301 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.09 0.64 0.08 0.11 0.37 0.38 0.36 0.31 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th Signalized Intersection Summary Long Total PM 13: Avondale Road/Constellation Drive & Trilby Road � � � �- � �- � t � '� 1 � Mov�rent EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � �j '� �' � � Traffic Vdume (veh/h) 45 595 70 130 855 35 50 5 80 20 5 40 Future Vdume (veh/h) 45 595 70 130 855 35 50 5 80 20 5 40 Initial Q(C�), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pec�BikeAdj(A�b1j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V�kxlc Zorie On Approad� f�lo No f�lo No Adj Sat Ron�v, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flcr�v Rate, veh/h 47 620 54 135 891 35 52 5 4 21 5 2 Peak Hour Facta- 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Per'oent Fieavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 476 1479 1242 652 1423 56 146 10 111 79 17 4 Arrive On Green 0.04 0.79 0.78 0.04 0.80 0.79 0.06 0.07 0.07 0.06 0.07 0.06 Sat Flonrv, veh/h 1781 1870 1585 1781 1788 70 1377 143 1585 480 243 56 Qp Vdume(v), veh/h 47 620 54 135 0 926 57 0 4 28 0 0 Qp Sat Ra�(s),veh/hlln 1781 1870 1585 1781 0 1858 1520 0 1585 779 0 0 Q Serve(�s), s 0.7 14.5 1.1 1.9 0.0 28.4 0.0 0.0 0.3 1.8 0.0 0.0 Gyde Q C�ear(�c), s 0.7 14.5 1.1 1.9 0.0 28.4 5.0 0.0 0.3 6.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.04 0.91 1.00 0.75 0.07 Lane Qp Cap(c), vehlh 476 1479 1242 652 0 1479 145 0 111 94 0 0 V/C Ratio(� 0.10 0.42 0.04 0.21 0.00 0.63 0.39 0.00 0.04 0.30 0.00 0.00 Avail Cap(c a), veh/h 499 1479 1242 671 0 1479 239 0 215 191 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Flter(I) 1.00 1.00 1.00 0.58 0.00 0.58 1.00 0.00 1.00 1.00 0.00 0.00 Unifa-m Delay (d), s/veh 5.1 4.6 3.4 3.0 0.0 5.8 63.3 0.0 60.7 64.8 0.0 0.0 Ina- Delay (d2), s�veh 0.1 0.9 0.1 0.1 0.0 1.2 1.7 0.0 0.1 1.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50%),vehlln 0.2 4.8 0.3 0.5 0.0 9.0 2.1 0.0 0.1 1.0 0.0 0.0 Unsig. Nbvement Delay, sJveh LnGrp Delay(d),sJveh 5.2 5.5 3.5 3.1 0.0 7.0 65.0 0.0 60.8 66.5 0.0 0.0 LnGrp LOS A A A A A A E A E E A A Approad� Vd, veh/h 721 1061 61 28 Approad� Delay, s✓veh 5.3 6.5 64.7 66.5 Approad-i LOS A A E E Timer - Assianed Phs Phs Duration (G+Y+Rc), s Charige Period (Y+Rc), s Max Green Setting (Q�r�ax), s Max Q Clear Time (cLc+l1), s Green Ext Time (p c), s 1 2 9.0 116.2 4.0 6.5 6.4 99.1 3.9 16.5 0.1 4.7 4 5 6 8 14.8 8.2 117.0 14.8 6.0 4.0 6.5 6.0 18.0 6.0 99.5 18.0 8.8 2.7 30.4 7.0 0.0 0.0 8.9 0.1 Iritersec�ion Surrrr�ary HCM 6th Ctri Delay 8.8 F-K:NI 6th L06 A 02/12/ZOZO Syrxhro 10 Light Repa-t Page 3 Timing Report, Sorted By Phase Long Total PM 13: Avondale Road/Constellation Drive & Trilby Road � -► 1 � '- 1 � �� n/bv�r�ent LeadlLag Leac�Lag Optimize Recall Nbde Ma�dmum Split (s) Ma�drrum Split (%) Ninimum Split (s) YellovuTime (s) All-Red Time (s) Ninimum Initial (s) Vehide F�ctension (s) Ninimum Gep (s) Time Befa-e Reduce (s) Time To Reduoe (s) V�ialk Time (s) Flash Dorit Walk (s) D�.�al Entry Inhibit N}ax Start Time (s) Erid Time (s) YeIdlForce Off (s) YeIdlForce OfF 170(s) Local Start Time (s) Local Yeld (s) Local Ydd 170(s) 1 VbBL Lead Yes I�brie 10.4 7.4% 9.5 3 1 5 3 3 0 0 No Yes 129.6 0 136 136 129.6 136 136 2 EBTL � Yes GMax 105.6 75.4% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 0 105.6 99.1 88.1 0 99.1 88.1 � �?:"7 Nin 24 17.1% 24 4 2 5 3 3 0 0 7 11 Yes Yes 105.6 129.6 123.6 123.6 105.6 123.6 123.6 5 EBL Lead Yes f�brie 10 7.1% 9.5 3 1 5 3 3 0 0 f�lo Yes 129.6 139.6 135.6 135.6 129.6 135.6 135.6 6 V46TL � Yes GMax 106 75.7% 24.5 4.5 2 5 3 3 0 0 7 11 Yes Yes 139.6 105.6 99.1 88.1 139.6 99.1 88.1 Iritersec�ion Surrrr�ary Gyde Lerigth 140 Contrd Type Actuatec�Coordinated Natural Gyde 90 Offset: 0(0%), Referenced to phase 2:EBTL and 6:WBTL, Start af Green . �. .�.. _. _ .,�... - :... _.,�.7 � .� ..� � � - : � . :.:. �O 1 * �L32 � � 05 a6 02/12/ZOZO � I�I:�il Nin 24 17.1% 24 4 2 5 3 3 0 0 7 11 Yes Yes 105.6 129.6 123.6 123.6 105.6 123.6 123.6 O� I 08 Syrxhro 10 Light Repa-t Page 2 Queues Long Total PM 13: Avondale Road/Constellation Drive & Trilby Road � � � � ~ T � 1 Lane C�-oup EBL EBT EBR V�BL WBT NBT NBR SBT Lane C�-oup Row (vph) 47 620 73 135 927 57 83 68 v/c Ratio 0.11 0.44 0.06 0.21 0.64 0.52 0.38 0.39 Contrd Delay 2.6 7.9 1.4 3.8 15.7 76.5 16.2 33.2 C�.�eue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 2.6 7.9 1.4 3.8 15.7 76.5 16.2 33.2 C�.ie Lerigth 50th (ft) 5 183 0 22 336 50 0 22 C�ueue Lerigth 95th (ft) 14 292 14 rrxl1 ma59 96 50 69 Iritemal Link Dist (ft) 521 1806 2104 432 Tum Bay Lerx�th (ft) 150 200 150 60 Base Capacity (vph) 440 1408 1204 645 1438 165 286 240 Starvation Cap Reduuc�n 0 0 0 0 0 0 0 0 Spillbadc Cap Redudn 0 0 0 0 0 0 0 0 Sta-age Cap Reductn 0 0 0 0 0 0 0 0 Reduoed v/c Ratio 0.11 0.44 0.06 0.21 0.64 0.35 0.29 0.28 Iritersection Surrmary m Vdume fa- 95th peroentile queue is metered by upstream signal. 02/12/ZOZO Syrxhro 10 Light Repa-t Page 1 HCM 6th TWSC Long Total AM 20: Apartment Access & Triangle Drive Ir�ers�ctia� Ir�t Delay, s/veh 0.9 Nbvemer�t EBT EBR WBL WBT NBL NBR Lane Corifigurations '� � � �' Traffic Vd, veh/h 295 1 10 70 1 25 Future Vd, vehlh 295 1 10 70 1 25 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Graaclee, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 Mvrrit Flow 307 1 10 73 1 26 Maja'/Ninoi- IVlaja'1 Major2 Nina'1 Confliding RowAll 0 0 308 0 401 308 Stage 1 - - - - 308 - Stage 2 - - - - 93 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1253 - 605 732 Stage 1 - - - - 745 - Stage 2 - - - - 931 - Platoon blocked, % - - - Mov Cap�1 Manewer - - 1253 - 600 732 Mov Cap-2 Maneuver - - - - G00 - Stage1 - - - - 745 - Stage 2 - - - - 924 - � • • ... f . . �- . � � ■: �►l �. � Ninor LanelMaja' M�rrt NBLn1 EBT EBR WBL WBT Capaaty (veh/h) 726 - - 1253 - HCM Lane V/C Ratio 0.037 - - 0.008 - HCM Coritrd Delay (s) 10.2 - - 7.9 - F-K;NI Larie LOS B - - A - HCM 95th °/�ile Q(veh) 0.1 - - 0 - 02/05J2020 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th TWSC 20: Apartment Access & Triangle Drive �/�✓� Ir�ers�ctia� Ir�t Delay, s/veh 0.7 Nbvemer�t EBT EBR WBL WBT NBL NBR Lane Corifigurations '� � � �' Traffic Vd, veh/h 200 1 25 260 1 15 Future Vd, vehlh 200 1 25 260 1 15 Confliding Peds, #!hr 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Stop Stop RT Chanridized - None - Norie - Norie Sta'age Length - - 150 - 0 - Veh in Median Storage, # 0 - - 0 0 - Graaclee, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehides, % 2 2 2 2 2 2 Mvrrit Flow 208 1 26 271 1 16 Maja'/Ninoi- IVlaja'1 Major2 Nina'1 Confliding RowAll 0 0 209 0 532 209 Stage 1 - - - - 209 - Stage 2 - - - - 323 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical I-Id�niy Stg 1 - - - - 5.42 - Qitical Hdwy Stg 2 - - - - 5.42 - Fdlo�nFup �kiwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1362 - 508 831 Stage 1 - - - - 826 - Stage 2 - - - - 734 - Platoon blocked, % - - - Mov Cap�1 Maneuver - - 1362 - 498 831 Mov Cap-2 Maneuver - - - - 498 - Stage 1 - - - - 826 - Stage 2 - - - - 720 - � • • ... f . . �-. � � •. ■: �►l _ �. � Ninor LanelMaja' M�rtt NBLn1 EBT EBR WBL WBT Capaaty (veh/h) 798 - - 1362 - HCM Lane V/C Ratio 0.021 - - 0.019 - HCM Coritrd Delay (s) 9.6 - - 7.7 - F-K;NI Lar�e LOS A - - A - HCM 95th °/�ile Q(veh) 0.1 - - 0.1 - Baseline Syrxhro 10 Light Repa-t Page 2 HCM 6th TWSC Long Total AM 7: Triangle Drive & Strasburg Drive Ir�ers�ctia� Ir�t Delay, s/veh 3.6 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � � '�, � � Traffic Vd, veh/h 1 185 1 20 30 20 1 0 60 50 0 1 Future Vd, vehlh 1 185 1 20 30 20 1 0 60 50 0 1 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Sta'age Length - - - 150 - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak HourFactor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrit Flow 1 195 1 21 32 21 1 0 63 53 0 1 Maja'/Ninoi- IVlaja'1 N}ajor2 Ninor'1 Ninor2 Corifliding RowAll 53 0 0 196 0 0 283 293 196 314 283 43 Stage1 - - - - - - 198 198 - 85 85 - Stage 2 - - - - - - 85 95 - 229 198 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1553 - - 1377 - - 669 618 845 639 626 1027 Stage 1 - - - - - - 804 737 - 923 824 - Stage 2 - - - - - - 923 816 - 774 737 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1553 - - 1377 - - 660 608 845 584 616 1027 Mov Cap-2 Maneuver - - - - - - 660 608 - 584 616 - Stage1 - - - - - - 803 736 - 922 812 - Stage 2 - - - - - - 908 804 - 715 736 - Approach EB V�B NB SB HCM Contrd Delay, s 0 2.2 9.6 11.7 F-K�VI L06 A B Ninor LanelMaja' I�Mrrt NBLn1 EBL EBT EBR VbBL WBT V�BRSBLn1 Capaaty (veh/h) 841 1553 - - 1377 - - 589 HCM Lane V/C Ratio 0.076 0.001 - - 0.015 - - 0.091 HCM Coritrd Delay (s) 9.6 7.3 0 - 7.7 - - 11.7 F-K;NI Lane LOS A A A - A - - B HCM 95th °/�ile Q(veh) 0.2 0 - - 0 - - 0.3 02/05J2020 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th TWSC 7: Triangle Drive & Strasburg Drive �/�✓� Ir�ers�ctia� Ir�t Delay, s/veh 3 Nbverrer�t EBL EBT EBR WBL WBT V1�BR NBL NBT NBR SBL SBT SBR Lane Corifigurations � �, � � Traffic Vd, veh/h 5 115 1 55 145 60 1 0 55 30 0 5 Future Vd, vehlh 5 115 1 55 145 60 1 0 55 30 0 5 Confliding Peds, #!hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Coritrd Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chanridized - - Norie - - Norie - - Norie - - Norie Storage Length - - - - - - - - - - - - Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak HourFactor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvrrit Flow 5 121 1 58 153 63 1 0 58 32 0 5 Major/Ninoi- Major1 N}ajor2 Ninor1 Ninor2 Corifliding RowAll 216 0 0 122 0 0 435 464 122 462 433 185 Stage1 - - - - - - 132 132 - 301 301 - Stage 2 - - - - - - 303 332 - 161 132 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Qitical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Fdlwv-up �kiwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1354 - - 1465 - - 531 495 929 510 516 857 Stage1 - - - - - - 871 787 - 708 665 - Stage 2 - - - - - - 706 644 - 841 787 - Platoon blocked, % - - - - Mov Cap�1 Manewer 1354 - - 1465 - - 508 471 929 461 491 857 Mov Cap-2 Maneuver - - - - - - 508 471 - 461 491 - Stage1 - - - - - - 868 784 - 705 635 - Stage 2 - - - - - - 670 615 - 785 784 - Approach EB V�B NB SB HCM Contrd Delay, s 0.3 1.6 9.2 12.9 F-K�VI L06 A B Ninor LanelMaja' I�Mrrt NBLn1 EBL EBT EBR VbBL WBT V�BRSBLn1 Capaaty (veh/h) 915 1354 - - 1465 - - 494 HCM Lane V/C Ratio 0.064 0.004 - - 0.04 - - 0.075 HCM Coritrd Delay (s) 9.2 7.7 0 - 7.6 0 - 12.9 F-K;NI Lane LOS A A A - A A - B HCM 95th °/�ile Q(veh) 0.2 0 - - 0.1 - - 0.2 Baseline Syrxhro 10 Light Repa-t Page 1 HCM 6th Roundabout Long Total AM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.4 A EB 1 1 121 123 65 32 0 1.000 3.6 A � I�I:a 1.000 2.609 4.976 123 1291 0.982 121 1269 0.095 3.6 A 0 Left LTR LTR 1.000 2.609 4.976 � 1314 0.990 32 1301 0.024 3.0 A 0 V�B 1 1 32 32 48 119 0 1.000 3.0 A � I�I:� 1.000 2.609 4.976 � 1237 0.978 59 1210 0.048 3.4 A 0 NB 1 1 59 60 107 81 0 1.000 3.4 A SB 1 1 63 65 32 48 0 1.000 3.2 A Left LTR LTR 1.000 2.609 4.976 65 1336 0.975 � 1302 0.049 3.2 A 0 11/13/2019 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Lanes and Geometrics Long Total AM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.953 0.954 0.927 0.989 Rt Protected 0.991 0.992 0.991 0.980 Satd. Rary (prot) 0 1759 0 0 1763 0 0 1711 0 0 1805 0 Flt Permitted 0.991 0.992 0.991 0.980 Satd. Ra✓u (perm) 0 1759 0 0 1763 0 0 1711 0 0 1805 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th Roundabout Long Total PM 8: Avondale Road & Triangle Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue � EB 1 1 85 87 70 118 0 1.000 3.4 A � I�I:a 1.000 2.609 4.976 87 1285 0.980 85 1259 0.068 3.4 A 0 Left LTR LTR 1.000 2.609 4.976 92 1237 0.980 90 1212 0.074 3.6 A 0 V�B 1 90 92 107 102 0 1.000 3.6 A � I�I:� 1.000 2.609 4.976 134 1278 0.979 131 1251 0.105 3.7 A 0 NB 1 131 134 75 82 0 1.000 3.7 A SB 1 79 81 107 92 0 1.000 3.5 A Left LTR LTR 1.000 2.609 4.976 81 1237 0.980 79 1212 0.065 3.5 A 0 11/13/2019 Syrxhro 10 Light Repa-t It pm geo to aq�tb.syn Lanes and Geometrics Long Total PM 8: Avondale Road & Triangle Drive � � � �- � �- � t � '� 1 � Lane Group EBL EBT EBR V�BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Corifiguratioris � � � � Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Q"� (%� 0% 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 0 0 0 0 Sta-age Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.949 0.952 0.957 0.956 Rt Protected 0.991 0.991 0.982 0.987 Satd. Rary (prot) 0 1752 0 0 1757 0 0 1751 0 0 1758 0 Flt Permitted 0.991 0.991 0.982 0.987 Satd. Ra✓u (perm) 0 1752 0 0 1757 0 0 1751 0 0 1758 0 Link Speed (rrph) 25 25 25 25 Link Distarioe (ft) 426 1476 402 1871 Travel Time (s) 11.6 40.3 11.0 51.0 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t It pm geo to aq�tb.syn HCM 6th Roundabout Long Total AM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.4 A V�B 1 1 79 80 97 48 0 1.000 3.4 A � 1�:� 1.000 2.609 4.976 80 1250 0.988 79 1234 0.064 3.4 A 0 � rl:� 1.000 2.609 4.976 102 1321 0.981 100 1296 0.077 3.4 A 0 NB 1 1 100 102 43 97 0 1.000 3.4 A Left LT LT 1.000 2.609 4.976 129 1364 0.979 126 1336 0.095 3.4 A 0 SB 1 1 126 129 11 166 0 1.000 3.4 A 11/13/2019 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn Lanes and Geometrics Long Total AM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.884 0.993 Rt Protected 0.993 0.984 Satd. Rary (prot) 1635 0 1850 0 0 1833 Flt Permitted 0.993 0.984 Satd. Rovu (perm) 1635 0 1850 0 0 1833 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t It am geo to aq�tb.syn HCM 6th Roundabout Long Total PM 12: Avondale Road & Strasburg Drive Ir�ers�ctia� Intersection Delay, sJveh Ir�tersection L06 Eritry Lar�es Confliding Glyde Lanes Adj Approach Row, veh/h Derr�and Flow Rate, vehTh Vehides C�rculating, veh/h Vehides F�dting, veh/h Ped Vd Q'ossing Leg, #/h Ped Cap Adj Approad� Delay, sJveh Approad� LOS Lane Designated Moves Assumed Nbves RT (��anr�lized Lane Util Fdlo�nFUp FieadNray, s Critical Fieadvuay, s F�try Ra✓v, veh/h Cap F�try Larie, vehlh F�try HV Acij Facta' Flaw F�try, veh/h Cap Entry, veh/h V/C Ratio Contrd Delay, s/veh LOS 95th °/�ile Clueue, veh ueue 3.4 A V�B 1 1 47 48 59 74 0 1.000 3.1 A � 1�:� 1.000 2.609 4.976 48 1299 0.979 47 1272 0.037 3.1 A 0 � rl:� 1.000 2.609 4.976 64 1286 0.982 63 1263 0.050 3.2 A 0 � � . � � ��� Left LT LT 1.000 2.609 4.976 160 1373 0.983 157 1349 0.117 3.6 A 0 SB 1 1 157 160 5 102 0 1.000 3.6 A 11/13/2019 Syrxhro 10 Light Repa-t It pm geo to aq�tb.syn Lanes and Geometrics Long Total PM 12: Avondale Road & Strasburg Drive � �- t � � 1 Lane Gra.ip V�BL WBR NBT NBR SBL SBT Lane Corifiguratioris � '� �' Ide�al Radv(vphpl) 1900 1900 1900 1900 1900 1900 Lane 1Mdth (ft) 12 12 12 12 12 12 Q"� (%) 0% 0% 0% Sta-age Lerigth (ft) 0 0 0 0 Sta-age Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane lltil. Facta- 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Fada- Frt 0.879 0.989 Rt Proteded 0.995 0.979 Satd. Rary (prot) 1629 0 1842 0 0 1824 Flt Permitted 0.995 0.979 Satd. Ra✓u (perm) 1629 0 1842 0 0 1824 Link Speed (rrph) 25 25 25 Link Distarioe (ft) 479 1871 2184 Travel Time (s) 13.1 51.0 59.6 Iritersec�ion Surrrr�ary Area Type: Other 11/13/2019 Syrxhro 10 Light Repa-t It pm geo to aq�tb.syn APPENDIX J SCALE: 1 "=600' PEDESTRIAN INFLUENCE AREA �� �-DELICH �� rASSOCIATES Triangle Drive Development TIS, November 2019 Pedestrian LOS Worksheet Prged �«�tia, aa�ific�tia-,: sd�ool v�a�bng a-ea/ar�er Description of Destination Level af Service (rrinirrum based on projed loc�ation dassification) Applicable Destination Area �.� usuai Area W(thin 132(Y Classification arectne� corninuity �� i�l�� sea�rity The residential Ninimum C C C C C � neighbaiiood to the ��tial Actual A A B B B north arid v�est (Fadc,3e�n�ood Fills) Pro�osed A A B B B Ninimum B B B C B 2 D��e ��� Institutional Actual A A B B B Pro�Osed A A B B B The residential Ninimum C C C C C 3 neighborhood to the ��ial Actual A D C D C �st af the site �ctoria Estates) Pro�osed A D C D C Ninimum C C C C C 4 The carrr�eraal area to ��pal Actual A E C E D the sa.itheast of the site Prq�osed A E C E D Ninimum 5 Actual Proposed Ninimum 6 Adual Proposed Ninimum 7 Actual Proposed IVinimum 8 Actual Pro�Osed Ninimum 9 Actual Proposed Ninimum 10 Actual Proposecl