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Item 2 - Attch 5 - Traffic Ltr Assessment
January 25, 2016 Engineers & Planners Traffic Transportation Parking Dr..Hamid Mani California Retina Associates Linscotl, Law & 835 Third Avenue, Suite A Greenspan, Engineers Chula Vista, CA 91911 4542 Ruffner Street Suite 100 LLG Reference: 3 -15 -2558 San Diego, CA 92111 858.380.8800 T 858.300.0810 F Subject: Vista Del Mar Project — Traffic Letter Assessment www.ligerrgineers.com Dear Dr. Marti: Pasadena Costa Mesa Linscott, Law & Greenspan Engineers (LLG) is pleased to provide you with this traffic San Diego letter assessment addressing the potential near -term traffic impacts associated with the Las Vegas proposed Vista Del Mar project consisting of 76 condominium units and 511 SF of retail space. The project site is located on the northeast corner of Third Avenue and K Street in the City of Chula Vista. Figure A depicts the project area. All figures are included at the end of this letter. A. INTRODUCTION I PROJECT UNDERSTANDING The Vista Del Mar project proposes the construction of a 5 -story building located on the northeast corner of Third Avenue and K Street within the City of Chula Vista. The mixed -use project proposes 76 condominium units within floor levels 2 -5 of the building. Street level floor space will contain common areas associated with the residential use (1,770 SF Resident Fitness Center and 2,572 SF Resident Lounge, comprising community kitchen, meeting room(s), management office) and separate commercial space for lease (511 SF). Access to the project site would be provided via one driveway /ramp to .an enclosed parking garage situated along K Street. The project will provide 136 resident parking spaces and 8 guest/commercial spaces. Figure B depicts the Project's site plan. P3a1liD'M. l,iasCOTt, PEtPnza -3N07 .Pack M_ Greenspm, PF {R�.o tYi:iians A. Law, PE #fiat s Paul W. Wilk'fflson, PE Jahn P Keating, PE David S, Sherider, RE John A. Boasman, PE Clare M, i;oaWReger, RE Richard E. Barretto, PE Attachment 6 Dr. Hamid Mani January 25, 2016 Page 2 B. STUDY AREA/ EXISTING CONDITIONS I DATA COLLECTION Study Area The study area was determined based on the Project's trip distribution and the most likely locations to be impacted by the Project. The study area analyzed includes the following locations. INTERSECTIONS 1. Third Avenue 1 J Street 2. Third Avenue 1 K Street 3. K Street 1 Project Driveway 4. K Street / Church Avenue 5. Third Avenue 1 L Street Existing Conditions Based on the study area, the following are brief descriptions of the existing streets in the project area. Figure C depicts the existing conditions within the study area. Third Avenue is classified as a four -lane Commercial Boulevard in the City of Chula Vista General Play between J Street and L Street. South of L Street, Third Avenue is reclassified as a Class I Collector. Third Avenue is constructed as a four -lane undivided roadway with a Two -Way Left -Turn median (TWLTL) within the study area. Bus stops are provided intermittently along both sides of the roadway. No bike lanes are provided and curbside parking is prohibited. The posted speed limit is 35 rnph. J Street is an unclassified roadway in the City of Chula Vista General Plan. Currently, J Street is constructed as a two -lane undivided roadway. No bus stops or bike lanes are provided. Curbside parking is permitted along both sides of the roadway. The posted speed limit is 30 mph. K Street is an unclassified roadway in the City of Chula Vista General Plan. Currently, K Street is constructed as a two -lane undivided roadway with a TWLTL median. No bus stops or bike lanes are provided. Curbside parking is permitted along both sides of the roadway. The posted speed limit is 30 mph. L Street is classified as a Class I Collector in the City of Chula Vista General Plan. Currently, L Street is constructed as a four -lane undivided roadway within the study area. Bus stops are provided intermittently along both sides of the roadway. No bike lanes are provided and curbside parking is prohibited. The posted speed limit is 35 mph. Dr. Hamid Mani January 25, 2016 Page 3 Church Avenue is an unclassified roadway in the City of Chula Vista General Plan. Currently, Church Avenue is constructed as a two -lane undivided roadway and serves residential single - family homes. No bus stops or bike lanes are provided. Curbside parking is permitted along both sides of the roadway. Data Collection Existing weekday AM and PM peals hour (7:00 -9:00 AM and 4:00 -6:00 PM) turning movement counts at the study intersections were conducted during December (2015) and January (2016) while schools in the area were in session. Figure D depicts the existing traffic volumes. Attachment A contains the existing traffic volumes. C. TRIP GENERATION I EXISTING LAND USES 1 DISTRIBUTION & ASSIGNMENT Trip Generation As detailed in Section A, the Project proposes to construct a 5 -story building replacing the current existing land uses on -site. Based on the project description, trip generation rates for the Project were obtained from the (Not So) Brief Guide of Traffic Generators for the San Diego Region published by the San Diego Association of Governments (SANDAG) in April 2002. The high "sit -down restaurant" was used for the commercial space for lease, to be conservative. Table I summarizes the trip generation for the Project. As shown in Table 1, the Project is calculated to generate 690 Average Daily Trips (ADT) with a total of 56 trips during the AM peas{ hour (14 inbound /42 outbound trips) and 68 trips during the PM peak hour (47 inbound/ 21 outbound trips). It should be noted that to be conservative, no credit was applied to the trip generation summary to account for the existing operational land uses currently on- .site, which will be renovated. Dr. Hamid Mani January 25, 2016 Page 4 TABLE TRIP GENERATION SUMMARY Footnotes: a. Average Daily Trips K Trip Generation Rate from the SANDAG's Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, 2002. Existing Land Uses As detailed in the above section, the site is currently occupied and open for business and generating traffic to and from the site. Table 2 details the existing land uses on- site and the amount of current traffic calculated to be generating. As shown in Table 2, the existing land uses were calculated to currently generate 361 ADT with 18 trips during the AM peak hour and 34 trips during the PM peals hour. With the replacement of the existing land uses with the proposed project, the overall "New -Net" trips would be an additional 329 ADT with 38 additional trips during the AM peals hour and 34 additional trips during the PM peak hour. Daily Trip Ends (AD TS� AM Peak Hour PM Peak Hour Rate' Volume % of ADT In:Out Split Volume % of ADT In:Out split Volume Use Quantity In Out In Out Condos 76 Units 8.0 / DU 608 8% 20:80 10 39 10% 70:30 43 733 Commercial 511 sf 160.0 / ksf 82 8% 50:50 4 3 8% 1--6-0, :40 4 Footnotes: a. Average Daily Trips K Trip Generation Rate from the SANDAG's Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, 2002. Existing Land Uses As detailed in the above section, the site is currently occupied and open for business and generating traffic to and from the site. Table 2 details the existing land uses on- site and the amount of current traffic calculated to be generating. As shown in Table 2, the existing land uses were calculated to currently generate 361 ADT with 18 trips during the AM peak hour and 34 trips during the PM peals hour. With the replacement of the existing land uses with the proposed project, the overall "New -Net" trips would be an additional 329 ADT with 38 additional trips during the AM peals hour and 34 additional trips during the PM peak hour. Dr. 1-lamid Mani January 25, 2016 Page 5 TABLE 2 EXISTING LAND USES TRIP GENERATION SUMMARY Footnotes. a. Average Daily Trips b. Trip Generation Rate flour the SANDAG's Not So Brief Garide of Vehicular Traffic Generation Rater, for the San Diego Region, 2002. P, '/ ofthe SANDAG Health Club rate utilized. Distribution & Assignment The Project's distribution was derived by the location of the proposed access point, neighboring shopping locations, and employment opportunities, freeway access, and the local circulation system. Figure E shows the local distribution of the Project trips. Figure F shows the total Project traffic volumes. Figure G shows the Existing + Project traffic volumes. D. ANALYSIS METHODOLOGY Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taping into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments. Daily Trip Ends AM Peale. Hour PM Peak Hour (AD S)' ti n /o of In:Out Volume a /� of In:Out Volume Use Quantity Rate Volume ADT Split ADT Split In Out In Out Health Club 18.0 ksf 15.011csf ` 270 4% 60:40 7 4 9% 60:40 14 10 Office Space 1.05 ksf 20.0/ksf 21 1.4% 90:10 2 1 13% 20:80 1 2 Medical Office 1.4 ksf 50.011(sf 70 6% 80:20 3 1 11% 30:70 2 6 Footnotes. a. Average Daily Trips b. Trip Generation Rate flour the SANDAG's Not So Brief Garide of Vehicular Traffic Generation Rater, for the San Diego Region, 2002. P, '/ ofthe SANDAG Health Club rate utilized. Distribution & Assignment The Project's distribution was derived by the location of the proposed access point, neighboring shopping locations, and employment opportunities, freeway access, and the local circulation system. Figure E shows the local distribution of the Project trips. Figure F shows the total Project traffic volumes. Figure G shows the Existing + Project traffic volumes. D. ANALYSIS METHODOLOGY Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taping into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments. Dr. Hamid Mani January 25, 2016 Page 6 Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the methodology found in Chapter 1.8 of the 2010 Highway Capacity Manual (HCM), with the assistance of the Synchro (version 9) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection LOS. Attachment B provides the LOS analysis worksheets. Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and Levels of Service (LOS) was determined based upon the procedures found in Chapter 17 of the 2010 Highway Capacity Manual (HCM), with the assistance of the Synchro (version 9) computer software. Attachment .13 provides the LOS analysis worksheets. Generally LOS D or better operations are considered acceptable during peak periods in the City of Chula Vista. E. ANALYSIS RESULTS This section provides the assessment results of the study area intersections for both existing and existing + project conditions. Level of Service Operations Fable 3 summarizes the peak hour intersection operations under Existing conditions in the study area. As shown, the study area intersections are calculated to currently operate acceptably at LOS C or better during the AM and PM peak hours. Existing+ Project Operations Table 3 summarizes the peak hour intersection operations with the addition of project traffic. As shown, the study area intersections are calculated to continue to operate acceptably at LOS C or better during the AM and PM peak hours. Dr. "amid Mani January 25, 2016 Page 7 TABLE 3 INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Existing + Project A Delay' Impact Type Decay $ LOS" delay LOS AM 19.8 B 199 B 0.1 None 1. Third Avenue I J Street Signal PM 34.2 C 34.6 C 0.4 None AM 16.6 B 17.2 B 0.6 None 2. Third Avenue IKStreet Signal PM 21.7 C 22.6 C 09 None AM 9.1 A 9.7 A 0.6 None 3. K Street/ Project Dwy. TWSC a PM 10.0 A 10.4 B 0.4 None AM 9.4 A 9.5 A 0.1 None 4. K Street / Church Avenue TWSC d PM 9.8 A 9.8 A 0.0 None AM 24.6 C 24.9 C 0.3 None 5. Third Avenue 1 L Street Signal PM 34.5 C 34.8 C 0.3 None Footnotes: a Average delay expressed in seconds per vehicle. b. Level of Service. c, Increase in delay due to project traffic. d. TWSC - Two Way Stop Controlled. Minor Street left-turn delay and LOS reported SIGNALIZED UWONALIZED DELAYILOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS General Notes: 0.0 < 10.0 A 0.0 < 10.0 A 1. BOLT] = Indicates significant impact. 10.1 to 20.0 B 101 to 15.0 B 20.1 to 35.0 C 15.1 to 25,0 C 35.1 to 55.0 D 25.1 to 350 D 55.1 to 80.0 E 35.1 to 50.0 E > 80.1 F > 50_1 F Dr. Hamid Mani January 25, 2016 Page 8 F. PROJECT ACCESS Project access is proposed via a single two -way unsignalized driveway to K Street, east of Third Avenue and aligned opposite of the existing two -way driveway serving the fronting Bank of America building. This distance measures approximately 160 feet from intersection centerline to intersection centerline. The existing westbound to southbound turn pocket on K Street at Third Avenue is approximately 100 feet including a 25 -foot transition which extends across the existing bank driveway. Curbside parking is prohibited in both direction on K Street from Third Avenue eastward to just east of the bank driveway. The majority of Project traffic (85 %) is distributed to/fi•om west of the Project driveway. This traffic will make a left -turn into the site from K Street, and will be highest during the PM peak hour (40 peak hour left- turns). There is potential for westbound queuing on K Street at Third Avenue to block access to the driveway, resulting in the possibility that PM Project trips would block eastbound thru- traffic on K Street. Were this to occur, inbound Project trips could instead potentially use eastbound Kearny Street to southbound Church Avenue, which would allow for a westbound right -turn in to the site from K Street. To ensure orderly ingress during the PM peak hour and discourage any potential cut - through trips to Church Avenue, it is recommended that a "Keep Clear" striping detail be placed on K Street at the combined Project Driveway/Bank of America Driveway. For reference, a similar improvement is provided two blocks north of the Project on J Street between Third Avenue and Church Avenue. This improvement will ensure that vehicles queuing westbound on K Street at Third Avenue do not block the driveway. Mr. Hamid Mani January 25, 2016 Page 9 G. CONCLUSIONS Based on the above analysis, no capacity - related impacts were calculated due to the project. Capacity - related mitigation measures are not necessary. However, based on the site plan review and proposed driveway location, it is recommended that a "Keep Clear" striping detail be provide on K Street at the combined Project Driveway /Bank of America unsignalized intersection. Please call if you have any questions. Sincerely, Linscott, Law & Greenspan, Engineers Cl is Mendiara Associate Principal cc: File Attachments: Figure A, Project Area Map Figure B, Site Plan Figure C, Existing Conditions Diagram Figure D, Existing Traffic Volumes Figure E, Project Trip Distribution Figure F, Project Traffic Volumes Figure G, Existing + Project Traffic Volumes AtlachnmentA, Existing 2015 Traffic Volumes Attachment B, LOS Analysis Worksheets � 1 Jose Nunez Transportation Planner II FIGURES r �a a W1255Uigures Figure A Date: 120115 Project Area Map VISTA DEL MAR W ww t a'. ;F a 1,06 TM; y5� €s Jr $4 is i itk W1255Uigures Figure A Date: 120115 Project Area Map VISTA DEL MAR K Street N:9558ftores Date: 12!08115 Figure B Site Plan VISTA DEL MAR - f;apa a ultae p s a_.^ - b - - 4Ciawx4d. Vaphp;a # ^ E W. } AX. �gq I LR, 1 � E '. [ { - - Ij � ?r . G3 c 6 E a ._._- ........,._.,max.. - . _ 9 C� K Street N:9558ftores Date: 12!08115 Figure B Site Plan VISTA DEL MAR WV5581figuresUan2016 Figure C Im Date: 01122116 VISTA DEL MAR Study Intersections AM 1 PMT AM ! PM Intersection > Peak Hour Volumes W25581Figuresl an 2016 Date: 01122]36 J Sk o- 7 K Sk Figure s � VISTA DEL MAR N 0 85147 — 2531204 �j -721100 J 8t 102187 J } I r 1631282 — 851160 --, a ti O-- ti ---------- - �m2 22136 m oo ca -- .-92192 a m m ,r 561102 K St 78153 771117 106186 o�m o N +- 1481132 ,r 10116 K St } 1081230 a 10140-, o ° m a 418 ° --- .1431111 -3/0 K St 7 1 J ++ r 1251229 --- of - alo�, "-111023 123 . —5151393 1731187 LSt 123195 ' 4 I 301 1462 m 1291138 > b �Z7 r Study Intersections AM 1 PMT AM ! PM Intersection > Peak Hour Volumes W25581Figuresl an 2016 Date: 01122]36 J Sk o- 7 K Sk Figure s � VISTA DEL MAR N,12 NFiguresUan 2016 Date: 01122116 r Figure E VISTA DEL MAR N:1255ffiguresljan 2016 Date: 07122116 Figure F a07 Pill illilllillilillillilll VISTA DEL NEAR N I Sk 2l7�, [p r N 1 C N '`18110 X613 � X1315 K 5t z17-- � � .r 4 r= Y �`2t7 �. T L K Si G CD O U ---217 K 5f �{St ., 0 a J�4 �s, 312 - c' 2 r 4 S� 0 Study Intersections AM 1 PMT AM ! PM Intersection Peak Hour Volumes o- CD N:1255ffiguresljan 2016 Date: 07122116 Figure F a07 Pill illilllillilillillilll VISTA DEL NEAR N I x312 2l7�, [p r N C N '`18110 X613 � X1315 K 5t z17-- � � .r 4 r= Y �`2t7 K Si 121 AD � O U ---217 K 5f 6 ! 3---� 0 a J�4 �s, 312 - c' 2 r N:1255ffiguresljan 2016 Date: 07122116 Figure F a07 Pill illilllillilillillilll VISTA DEL NEAR Q Study intersections AM I PMT AM 1 PM Intersection Peak Hour Volumes 14 :125581Figures1jan 2816 Date: 01122116 LU Figure G 111111 iiii",�illillilillill !1111111 1111rill 111111 VISTA DEL MAR 85147 »- 2531204 M 731102 J S1 102187 ' + I 4631282 — 5 u 871167 a N u �J ti m "� '` 41 146 m N 98195 ,-671107 K st 78153 -'' 791124 r 1D6186--, d a a' a a a�218 = = -- 1481132 , -10116 K St 12141 } r 1081230 -- 2 N 10140 g o ry Oa' -- 1451118 K St } 1311232— P 1131128 —5151393 4 r 173!187 L St 124/97--1 r 3011462- Tyr Q Study intersections AM I PMT AM 1 PM Intersection Peak Hour Volumes 14 :125581Figures1jan 2816 Date: 01122116 LU Figure G 111111 iiii",�illillilillill !1111111 1111rill 111111 VISTA DEL MAR , s ■ 11 , A. EXISTING TRAFFIC VOLUME SHEETS Vlaw icul r Count Accurate Video Counts Inc info@accuratevideocounts.com (619) 987.5136 Location: J Street @ 3rd Avenue AM Intersection Nak H our Tntersc.ctioll 1111, : 0 93... sl PM Intersection Peak Hour: &,{6„ 5i 2aJ3�f Int£rsection 1'HF : ttC1';,, Southbound Westbound Northbound Eastbound TOTAL Right Thru Left Right Thru Left Right Thru Left Right Tbru Lett Volume 47 363 31 85 253 72 48 516 Tat 85 163 1 02 1.839 PHF 0.84 0.41 0,65 11.73 0.82 0.86 0.75 0.94 €1.77 0.b5 01.85 0.73 0.93 Movement i1 IF 1 0.92 1 0.44 1 0.114 0.92 0.93 PM Intersection Peak Hour: &,{6„ 5i 2aJ3�f Int£rsection 1'HF : ttC1';,, www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Southbound Westbound Northbound Eastbound fOl'�L Right Thru Left Right Thru Left. Right Thru Left Right Tluu Left Volume 121 702 76 17 204 100 59 525 134 160 282 87 2497 PHF o.70 0.873 0.712 0,734 0.944 0.735 0.509 0.41 0. 28 0.784 0.792 0.906 0.90 Movement PHF 1 0.87 0.90 0.76 0.87 0.90 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Data for Cc Count 41 SiteCode Loc #1 3rd Avenue & K Street StartDate 12/8/2015 StartTime 700 IntervalTin 15 North Leg -3rd Avenue - Southbound time keyl key2 keys key4 Peds Rights Thrus Lefts 700 2 20 44 715 0 37 94 730 0 18 110 745 4 17 106 800 1 24 76 815 2 21 104 830 1 34 111 845 1 34 152 Data for Cc Count N7 SiteCode Loc 411 3rd Avenue & K Street StartDate 12/8/2015 StartTime 1600 intervalTin i5 North Leg - 3rd Avenue - Southbound time keyl key2 keys key4 Peds Rights Thrus Lefts 1600 2 35 196 1615 2 38 212 1630 7 53 212 1645 3 34 239 1700 1 35 204 1715 3 26 186 1730 2 34 164 1745 3 31 155 East Leg - K Street - Westbound keys key6 key? keys Peds Rights Thrus Lefts 6 0 6 21 8 2 5 33 11 0 7 27 11 3 8 20 6 1 2 12 12 6 7 11 16 2 8 9 13 2 7 17 East Leg- K Street - Westbound keys keys key? keys Peds Rights Thrus Lefts 23 3 9 17 31 0 10 25 32 4 9 25 39 5 9 26 31 1 8 16 24 2 9 19 23 4 8 19 7 3 12 14 South Leg -3rd Avenue - Northbound keys key10 keyll key12 Peds Rights Thrus Lefts 7 25 6 142 li 7 11 180 14 13 8 180 17 2 8 198 14 4 7 156 6 7 7 145 13 9 9 135 15 3 8 112 South Leg -3rd Avenue - Northbound key9 key10 keyii key12 Peds Rights Thrus Lefts 14 11 16 143 23 i6 15 175 28 6 19 182 26 12 7 126 25 7 19 150 16 0 16 144 27 1 17 143 17 2 10 129 West Leg- K Street - Eastbound key13 key14 key15 keyl6 Peds Rights Thrus Lefts 21 4 14 15 7 36 7 30 18 14 24 2 31 19 24 34 5 24 23 13 7 3 21 17 27 7 2 16 15 i3 19 8 12 10 16 18 1 15 10 11 West Leg - K Street - Eastbound key13 key14 key15 key16 Peds Rights Thrus lefts 17 9 18 18 14 i5 7 12 34 13 17 9 24 37 19 19 8 23 24 8 18 9 27 22 13 17 1 1 31 22 15 24 1 14 25 14 6 4 19 15 13 hku ar Count Accurate Video Counts Inc infoa@accuratevideocounts.com 1619) 987 -5136 Location: K Street @ Driveway AM Intersection Peak Houa kt,d6dt�7.. Infeascction l'1 iE Pm Intersection Pear Hour !'14t Intersection PHI Southbound Westbound Northbound Eastbound TOTAL Right `ibru Left Right Thru Left Might Tfiru left Right Thru Let% Volume 1 0 2 0 148 10 2 0 4 16 108 0 285 PHI' 0.25 Pf,4,i 0,50 41,i�443V 0.80 0.63 0.50 4-fl0 0.50 0.50 0.79 4044 0.78 Movement PFQ 0.75 0.79 0.75 0 78 0.78 Pm Intersection Pear Hour !'14t Intersection PHI www.accuratevideocounts.corn P.O. Box 261425 San Diego CA 92196 Southbound Westbound Northbound Eastbound IOTA L Right Thru Left Right Thru Lett Right Thru Left Right Thnt Left volume 29 1 8 1 132 IE 12 0 35 40 230 I 505 I3HI' 0.60 0.25 0.5 0.25 0.808 0.667 0.75 i4444 0.972 0.667 0.845 0.25 0.91 Movement PHF 0.59 0.93 0.90 0.90 0.91 www.accuratevideocounts.corn P.O. Box 261425 San Diego CA 92196 Count #1 Site Code Loc #2 -B Church Street & K Street / Fountain Apartments Driveway Start Date # ### # # ## StartTime 700 keys keyla keyll keyl2 Peds Rights IntervalTin IntervalTin 15 0 0 0 0 4 North Leg - Church Street- Southbound North Leg - Church Street - Southbound time East Leg - K Street - Westbound time keyl key2 key3 key4 keys key6 key? key8 Lefts Peds Rights Thrus Lefts Peds Rights Thrus Lefts 700 a 0 0 ❑ 0 0 0 715 a 0 0 0 0 0 0 730 0 a 0 0 0 0 ❑ 745 0 0 0 0 0 0 0 800 0 0 0 0 0 0 0 815 ❑ 0 0 0 0 0 0 830 ❑ 0 0 0 a 0 0 845 0 O 0 0 0 0 0 Count #2 Sltecode Loc #2 -B Church Street & K Street / Fountain Apartments Driveway StartDate # # # # # # ## StartTime 1600 keys keyla keyll keyl2 Peds Rights IntervalTin 15 1 0 0 0 0 0 4 North Leg - Church Street- Southbound East Leg - K Street- Westbound time keyl key2 key3 key4 key5 key6 key7 0 a Peds Rights Thrus Lefts Peds Rights Thrus 1600 0 0 0 o a o 1615 0 0 0 0 0 0 1630 0 0 1 0 0 0 1645 0 0 0 0 0 0 1700 0 0 0 0 0 0 1715 a 0 0 0 0 0 1730 0 0 0 0 0 0 1745 0 0 0 0 0 0 South Leg - Fountain Apts - Northbound keys keyla keyll keyl2 Peds Rights Thrus Lefts 1 0 0 0 0 0 4 0 0 0 2 0 0 a 0 0 0 a 0 0 0 a 2 0 1 fl 0 0 1 0 1 0 West Leg - K Street - Eastbound key13 key14 key15 key16 Peds Rights Thrus Lefts 2 0 1 0 0 0 0 1 0 0 0 0 0 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 a 0 0 0 1 fl o o ❑ South Leg - Fountain Apts - Northbound West Leg - K Street - Eastbound key8 keys key10 keyll key12 keyl3 key14 key15 key16 Lefts Peds Rights Thrus Lefts Peds Rights Thrus Lefts 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 2 a fl a 0 0 0 0 0 0 1 a 0 0 1 0 0 0 0 0 0 0 a 0 1 0 2 0 a 0 0 a 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 1 0 0 0 0 Vehicular Count Accurate Video Counts Inc info @accuratevideocounts.com (619) 987 -5136 Location: L Street @ 3rd Avenue ........ ............................... AM Inter section Peak Hour : 7.. 5 , . t ..8x1.6 :: #. �.: Intersection P] IF : dl PM Intersection Peak Hour: i s 4�€0 M Intersection VHF : 9 Southbound Westbound Northbound Eastbound TOTAL Right Thru l.,efl Right Thru heft Right Thru Left Right Thru Left Volume 66 374 56 1.11 515 1'73 112 591 102 129 301 123 2,653 11HF 0,97 0.94 0.82 0.7" 13.77 0.76 0.76 0.88 0.80 0.52 0.86 0.67 0.;4 Movement P1IF 0.91 {4.78 0.87 0. %8 0.84 PM Intersection Peak Hour: i s 4�€0 M Intersection VHF : 9 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 Southbound westbound Northbound EastbOUDd TOTAL Right Thru Lett Right Tluu Left Right Thru Left Right Thru. Left Volume 1'24 668 202 1.23 393 187 180 562 65 138 452 91 .;199 PIIF 0.79 13.933 0.8 "1 0.879 0.819 0,806 0.849 0.969 0.739 0.863 0.875 0.95 0.98 Movement PHF 0.96 0.93 1 0.95 0.92 0.98 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 ATTACHMENT HCM 2010 Signalized Intersection Summary Ex - AM 1: Third Ave & J Streeet 1/2512016 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 A�] Sat Flow vghlhlln Lane Configurations 7 $63 ... 1900 1863 18G3 1900 1863 1,883 1908..... 1863 :, ..1863: ,1900 Traffic Uolu me (uehl h),: 02 , .. _... 163 . 85 -_ 72 . , 253....:..85. _ . . _ .4 51.0,.... :... 52 31 363 ;'. 47 Future Volume (vehlh) 102 163 85 72 253 85 74 516 48 31 363 47 dumber 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 0.92 Initial Q {Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 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 A�] Sat Flow vghlhlln 1`863 7 $63 ... 1900 1863 18G3 1900 1863 1,883 1908..... 1863 :, ..1863: ,1900 Adj Flow Rate, vehlh 111 177 92 78 275 92 80 561 52 34 395 51 Ad N4,of Lanes 1..... 7... -> 10{1.....,` 4 0 4 0 _..__. Max Green Setting (Gmax), s ._ 6.0 017 1, 0? ` .. 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 Percent HeavyVeh, %.._ i7 „00 ... A4 9 '0 78, . ,;0 00 0 71 2 07„ 0 5$ 0,6 5.:j HCM 2010 Ctrl Delay Cav,vehlh 145 364 189 ,., . . 100 . 387 129 102 976 90 53 852 109 Sat Flow, vehlh 1774 1156 601 1774 1337 447 1774 3276 303 1774 3156 405 Grp Sat Flow(s),vehlhlln 1774 0 1757 1774 0 1784 1774 1770 1809 1774 1770 1791 _ 3 3 0 0 6 6 B _� :::� _.......:' .._B. D 0 ..;! 9 8 .;• 2 4.'. . 7 7 :.. 7.7 .; 1.D, ...5.__, - -... ..: Cycle Q Clear(g c), s...... 3,3 0,0 6,6 2.3 0.0 9.8 2,4 7.7 7.7 1.0 5,5 5.6 40. 00 .... 4 0 0 34 10{1.....,` 4 0 4 0 _..__. Max Green Setting (Gmax), s ._ 6.0 017 1, 0? ` .. 0 2 Lane Grp Cap(c), vehlh 145 0 553 100 0 517 102 527 539 53 478 483 0.0 i7 „00 ... A4 9 '0 78, . ,;0 00 0 71 0 78.. 07„ 0 5$ 0,6 5.:j HCM 2010 Ctrl Delay Avail Cap(c_a), vehlh 401 0 1059 301 0 974 301 900 920 200 800 810 00.. ;'; , -1 00 7,.00, . 1 00 1 Ob Upstream Filter(l) 1.00 0.00 1,00 1.00 0,00 1,00 1.00 1.00 1,00 1.00 1.00 1.00 L)niforr Delay (t!) slveti` 23 0, ...., 0.0...: >14 7.....,:24 7 0 0 16 9 24 7 :; 15 8 , : 15 $ z5 5 16 2 Incr Delay (d2), slveh 8.2 0.0 0.7 12.5 0.0 1,8 12,2 1.0 1.0 12.4 0.7 03 In tial.:Q Delay(d.3),lveh ",` 4 0, , 0,0, ' 0 0 0 0 0 0 0 0 .' 0 0 0 D ' D ©' . 0 0 0 0,....b.Q: %ile BackOfQ(50 %),vehlln 1.9 0.0 3.2 1.5 0.0 5.1 1.5 3.8 3.9 0.7 2.8 2.9 LnGrp pelay(d)slveh LnGrD LOS C B D B D B B D B B Approach Delay, slveh 20.3 22.0 19.1 18.4 Apprch LOS' .....: , C... . ......;< ......::.....� _..._ .........:: B _� :::� _.......:' .._B. H W M MsignsdFhs - 7.. -' -: 2 3 4.....: ...5.__, - -... ..: !...`._. 8 � Phs Duration (G +Y +Rc), s 5.6 19.8 7.0 20.7 7,1 18.3 8.3 19.4 Change Period „(YRc), s 4 0 40. 4 0 4 0 4 0 4 0 4 0 4 0 _..__. Max Green Setting (Gmax), s ._ 6.0 27.0 9.0 32.0 9.0 24.0 12 0 29.0 Max Q C[ar 4 3 ...: 8 6 4 4 Green Ext Time (p-c), s 0.0 6.1 0.1 4.0 0.1 5.9 0.1 3.6 a_,EM HCM 2010 Ctrl Delay 19.8 N;125581SynchrolEx AM.syn Synchro 7 - Report Page 1 HCM 2010 Signalized Intersection Summary Ex - AM 2: Third Ave & K Street 1125/2016 -1, 'r *--- 'I- W-1-m� Ifl:R -g MIS Lane Configurations 0.0 1.6 10:9 0.0 T* 9,2 1.3 1.3 10.5 0.7 tT* nftiaW Delay(d3) K. 'V h -7 -10 6. 6 - "1", 2' .... . 10. 7.5 17.5 6.7 �3 6 6 ............ %ile BackOfQ(50%),vehild A Future Volume (veh/h) 78 77 106 56 92 22 101 714 34 36 386 96 . ... .......... 14"' . . ..... ..... . ...... ... . . ........ . ...... ........ .. .... 1-'A'8 ........ .. .. .... ...... ... .... .. 'B 0.0 ..... ... . 3 2� ... ... .......... L n Grp LOS O' 0 0""'' 0 0 0 0 0 0 ........ .. 0 0 0 P6d" 1V6 6- ...... ..... . I 9. _00 Parking Bus, Add 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 ,e eVhi'.Ih ativ 150. 0 �,%I !8' 6 3;': 71900' ' X363, 1863,1906...`: , Adj Flow Rate, veh/h 85 84 115 61 100 24 110 776 37 39 420 104 . ... .. ... . .......... . . .. .... A vd�� qj f 1 '11" 'A .... ... ..... ..... ... Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 Percent Heavy V h OV"' 2 . 7� . ......�2 Cap, ve h/h 107 144 197 85 279 67 140 1202 57 61 860 211 AM V� q-';_ �q�Gre& - f 6"o I '.0 '0 . .. .. . . .... .. ...... .. .... ... .................. ... ....... .... . . . Sat Flow, veh/h 1774 702 962 1774 1450 348 1774 3432 164 1774 2814 690 199 61 ... Grp Sat Flow(s),Veh/h/ln1774 0 1664 1774 .. .. .... .. 0 1797 1774 1770 1826 1774 1770 ..... .. .. .. 1734 Z A Cycle Q Clear(g-c), s 2.1 0.0 4,8 1.5 0.0 2,6 2.7 8.4 8.4 1.0 5.3 5.4 Prgp n e'e 0 1 -1;- '9 1, .1 00 - -"' mo . .. .. . .... Lane Grp Cakc), v-eh/h 107 0 341 85 0 346 140 620 640 61 541 530 72Z',--` HO '0 36 66' :6 "G, Avail Cap(ca), veh/h 201 0 603 201 0 652 241 762 786 161 682 668 ... a-f] 0, ... ... ... .. 100....1''04 ....... .. . " . ...... .... ... 4, 0, . . ....... .. ... 'i", 1 '0'0 100 Upstream Filter(l) 1,00 0.00 1,00 1,00 0.00 1100 1.00 1.00 1.00 1.00 --1.-0-0 tob Incr Delay (d2), s/veh 12.6 0.0 1.6 10:9 0.0 0.6 9,2 1.3 1.3 10.5 0.7 OY nftiaW Delay(d3) K. .......... 0 0, ... ........ .......... .... . 13.1 7.5 17.5 6.7 12,5 0 %ile BackOfQ(50%),vehild A 0.0 2.3 1,0 0.0 1.4 1,7 4.2 4.4 0.6 2.7 2.6 Grp: 6 4'.7 .0 0.0 1.3 'B 0.0 1.4 3 2� HC M 2010 Ctrl Delay L n Grp LOS C B C H'M2010 Loa B C . B C B B Approach Delay, siveh 22.1 21.2 15.2 14.5 Ais' n-'d Pb .. .... . ... Phs Duration (G+Y+Rc), s5.5 19.5 6.1 13.1 7.5 17.5 6.7 12,5 .. .. ..... ..... I , 4 "a .' 4' -5.0 ., N, (}:......4 .0.: 4 Setting 19.0 e . ing (Gma4. Max Green 6.0 17.0 .. 5, .. 0 160 Max iCie T .5 6 4'.7 Green Ext Time (p-c), s 0.0 5.0 0.0 1.3 0.0 5.3 0.0 1.4 HC M 2010 Ctrl Delay 16.6 H'M2010 Loa . .. .. ..... ..... . .. .. .... ..... ... . N:1255MSynchro\Ex AM-syn Synchro 7 - Report Page 2 HCM 2010 TWSC Ex - AM 3: K Strut & Prod Dwy 112512016 Grade, Heavy Vehicles, % Int Delay, slveh 0.5 2 2 2 2 2 2 2 2 2 2 MvnntFlow maw- ..._.�- :.�.� - ,°-�B� Fraffc 10 4`,,:.:... ...:. 0 ........_� ... _...1 Future Vol, vehlh 0 108 10 10 148 0 4 0 2 0 0 1 Gonflit�ng Peels, #hr .....�:....._. �...... �....... 0 'Free �:> .._Q.... I'83.. Sign Control Free ...� Free Free .� ..: Free Free ......... ... .. Stop .�_ Stop Stop ....... .: Stop Stop Stop 128 Cr €ficalHdwy 4,1? . ._r.. _ None "...._ �:_ .......:� ......None.....: 7.2 Storage Length - - - - - - - - - - Grade, Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvnntFlow 0 Conflicting Flow All 161 0 0 128 0 0 306 306 123 307 311 161 Ste.1...�. 13 ".' . ..... ..::....._ I'83.. Stage 2 183 183 124 128 Cr €ficalHdwy 4,1? . ._r.. _ 412....;' 71 652 : 622 7.2 652 6 22 Critical Hdw y St 9 1 - - - 6.12 5.52 - 6.12 5.52 - . Gnffida.l; Hdwy "St g 2 ." " " ":- 612 5 52 ..... " 6.:12 5 "a2 Follow-up Hdwy 2218 _ .............. 2.218 3518 4018 3.318 3.518 4,018 - ....�:. 3,318 Pate 1 Mareuver f418 _._... "...... _ 145$....!:..." ..... .646, 6 08.. Stage 1 881 794 819 748 - 5iage 2 S0 7gp ........: Platoon blocked, % - - }Nav 118 145$ 641 603 928 ,.. 640 599 88A Mov Cap -2 Maneuver - - - - 641 603 640 599 Stag "..._ : -..... ... : _........ 8$<:.. 7.�4 .:'... , . _ .: 8::19 .... 74 ....... Stage 2 - - - - 811 742 878 790 - _ . «ATM^= g ^�.,._ � ^^C^" Y �� .....a.«m.�.- • =--«"- '�° µ ���,.__i« "'"«..j «'«�.«^ "..:....�ca°»"� HCMontro(Qday s 0.. - . 5... ... �.� HCM LOS .._._ B �..._� ....:_ A.... HCM Lane V1C Ratio 0.009 - - 0.007 0.001 Rd GQntrfll Diylay �5} `.. 91 _ = ... ,. HCM Lane LOS B A .. A A - A 1C11 "95th %tdeQ(veh) ........ 0 .....'fl ......�. ".. __._ 0 " ...... ..... . ....... �:.�.. , . N, 12558tSynchroIx AM.syn Synchro 7 - Report Page 3 HCM 2010 TWSC Ex - AM 4: Private Dw /Church Ave & K Street 1/25/2016 Int Delay, slveh 1.3 Future Vol, veh /h 7 125 0 3 143 4 20 0 3 1 0 5 t;antilc 9 Peds #Ihr . ' 0 0 4: ---- 1-11101-1.'11 b.. ..1 .... -11- ? q ..... . 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT ClapneE€zed ... s . [gp Node. . . hone Storage Length - - - - - - V iaO s$torage, # :' Grade, % 0 - - 0 0 0 - 'eak 2 g2 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 ' I d r, � w d �.:•.�1Ct�i�w�.:�u;°�: w-� �li3Y?f...,...,d n-��w, Conflicting Flow All 165 0 0 142 0 0 329 328 143 328 326 167 g_.__ ........- 157 1:69 15.... Stage 2 - - 172 171 159 157 Cr€ticalHdwy..... 4,12 412 712'. 6 52 ; & I 2 �ll ...... 7;12...fi 52 6 22 Critical Hdwy Stg 1 - - 6.12 5.52 6.12 5.52 Crlt€cal Htlwy 5tg 2 2"s Follow -up Hdwy 2.218 2.218 3.518 4.018 3.318 3.518 4.018 3.318 ot..ap 1413 144 .....;: :: .. 624 591...: 905 , . 625 592 877 Stage 1 - 845 768 - 833 759 7 5ta9&2, .:';. .. -� . _ ..... .... ....',. _ .... ... ... 830. 757. ... s..43 Platoon blocked, % - Mov Cap 1 Marepve[ . ;' ..... 1408._...:; ... 144Q 6�, 581....':: 90Q... -� ..._ 6;16 582 870 Mov Cap -2 Maneuver - - - 611 581 616 582 s; sss Stage Stage 2 - - 820 752 834 760 - HCM LOS HCM Lane V/C Ratio 0.039 0.005 0.002 - 0.008 4 ... ., HCM Lane LOS B A A A A - A C '5th °ltil D N, 125581SynchrolEx AM.syn Synchro 7 - Report Page 4 HCM 2010 Signalized Intersection Summary Ex - AM 5: Third Ave & L Street 112512016 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 ped Bide Att)(R : P) 1 00 (00.......:_100_ 1 0 1 Oi} 1_D 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 Adj Flow Rate, vehlh 134 327 140 188 560 121 111 Lane Configurations 122 61 407 72 Q Traff�olume, {vehlh) 123 301 129 173 515 911...= 102 .: 591, 112 -. 56 374, 66 Future Volume (veh1h) 123 301 129 173 515 111 102 591 112 56 374 66 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 ped Bide Att)(R : P) 1 00 (00.......:_100_ 1 0 1 Oi} 1_D 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 Adj Flow Rate, vehlh 134 327 140 188 560 121 111 642 122 61 407 72 Q ............... 8.�.... 7.�.. x.17 117 4 2 ..: 2 12.7..: 13.0 34.0 16.0 Peak Hour Factor 0.92 0,92 Q92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Perceit Heavyl� % . . ......... 61 1 Ofl 6.6 0 36 ... 2 ...?. D 32 1 00 0 30 Cap vehlh 173 628 264 237 852 184 144 990 188 78 891 157 Arn 0h Green ..... U. 0.. 26.....6 26 .... _. 0 13 ...: a 29 ... 0 29... _ 008 _...: 0 3�, 0 3.. ;... fl 64 ; _ , 0 3Q. _ ... 0 Sat Flow, vehlh 1774 2431 1021 1774 2898 624 1774 2969 563 1774 3011 529 Grp Sat Flow(s),vehlhlln 1774 1770 1683 1774 1770 1753 1774 1770 1763 1774 1770 1769 Q ............... 8.�.... 7.�.. x.17 117 4 2 ..: "1 2.7..: 12.7..: 13.0 34.0 16.0 Cycle Q Ciear(g_c), s 5.1 .......:: 7.9 8.2 7.1 11.7 11.7 4.2 12.7 12.7 2.4 7,6 7.7 drop In One .. ._.....100 . ......... 61 1 Ofl 6.6 0 36 130 ._;. D 32 1 00 0 30 Lane Grp Cap(c), vehlh 173 457 434 237 520 515 144 590 588 78 524 524 0 77 0 65...: 0 65 U 78_ : �i5 .. . D 46 Avail Cap(c_a), vehlh 410 665 632 538 793 785 333 972 968 231 870 869 HC M Platoon I atio 1 00 f {30 1 DO 1 00 ,100 ....1 Od ; 1 00 . 1 00 Upstream Filter(1) 1.00 1.00 1.00 1.00 1 00 1.00 1,00 1,00 1,00 1.00 1.00 1.00 Unsforrn Incr Delay (d2), slveh 7.2 0.9 1.0 6.0 1.4 1.4 8,4 1.2 1,2 15.7 0.6 0.6 Inrtiai „Q Delay(3) slush0 %ile BackOfQ(50 %),vehlln 2.8 4.0 3.9 3.8 5.9 5.9 2.4 6.4 6.3 1.5 3.8 3.8 Ln,GrpI3elayd }slush 37 7 22 9 231 35 0 ....,: 22 8, , , ; 22 $ LnGrD LOS D C C D C C D C C D C C , slveh 26.3 25.4 23.2 23.6 Phs Duration (G +Y +Rc), s 7,0 27,1 13.2 21,9 9.6 24.5 10.7 24.3 Change Penod {Y Rc} .....:, 4 0......: 4 0 .....;, 4 0. ,..: 4.6..., ............... Max Green Setting (Gmax), s 9.0 38.0 21.0 26.0 13.0 34.0 16.0 31.0 ML�mClear Tame (9 c 11), s .: , 4 . ,.:_14 7 . .: -, 91._ . 10.?. -.. �: 6 2 ._._. -' , 9 7 �.. t .:.. 3 7.. ; .........'... . Green Ext Time (p-c), s 0.0 8.3 0.4 6.3 0.1 8.5 0.2 6.6 HCM 2010 Ctrl Delay 24.6 H1CM 2010 LC3 C W25581SynchrolEx AM.syn Synchro 7 - Report Page 5 HCM 2010 Signalized Intersection Summary Ex - PM 1: Third Ave & J Streeet 1/25/2016 e Lane Configurations 95 . 174 1 13 51 146 +1, 64 83 763 132 Traffic 1/olume (Vehlh)7...... X2......00_.._._203.. 82 _.......164..... ;10U .....:204.......::.41. Assigned Phs .:1,34...: ` ..525 . "' .. 59 . ...7� `: 702: 121; Future Volume (vehlh) 87 282 160 100 204 47 134 525 59 76 702 121 PercenfHeavylleh, %�. 2 4 2.._.. ? ...,. 2 _..:. ..- .. 2 _.:: 2 2 2 .. ..2 .. .. 2 Initial Q (Qb) veh 0 0 4 0 0 0 0 0 0 0 0 0 Ped BjkeAdt {RpbT�.. �� ....:DO... 4 77.....0 .... 00.....?..... 7? .: Q 33 ...... 1 X0.._.100_ .. 0 34..... 0.34... ,- 0 46 0 29 . El 29 Parkina Bus, Adi 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Flow Rate, vehlh 95 307 174 109 222 51 146 571 64 83 763 132 Q Serv(g s }. s X2......00_.._._203.. .. 48,_ ",_.00 Assigned Phs 64....._11.x.. .. �1.`t.`...36 189" Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 PercenfHeavylleh, %�. 2 2 2.._.. ? ...,. 2 _..:. ..- .. 2 _.:: 2 2 2 .. ..2 .. .. 2 Cap,veh1h 1.23 ... 361 205 -; 139 " 488 112 181 1078 121 106 887 153 iIIC Rat�o(Xj 4 77.....0 00. ... p, 85. ..:0 7? .: Q 33 ...... Q 33 ..: 0.10...,_ 0 34..... 0.34... ,- 0 46 0 29 . El 29 Sat Flow. vehlh 1774 1118 633 1774 1466 337 1774 3210 359 1774 3018 522 Grp Sat Flow(s),vehlhlln 1774 0 1751 1774 0 1803 1774 1770 1799 1774 1770 1771 Q Serv(g s }. s X2......00_.._._203.. .. 48,_ ",_.00 Assigned Phs 64....._11.x.. .. �1.`t.`...36 189" Cycle Q Clear(g_c), s 4.2 0.0 20.3 4.8 fl 0 9.4 6.4 11.3 11.4 3.6 18 9 18.9 P� Iri,Lane .. ;,,. 1:40 ....... 4 D 36....9.00.. _' 01 .,..;',100 ...� 6.0 0.?0 ..:. 1 fl0 32.0 4 2 . Lane Grp Cap(c), vehlh 123 0 566 139 D 600 181 594 604 106 520 520 iIIC Rat�o(Xj 4 77.....0 00. ... p, 85. ..:0 7? QD. .. " p `t6......' 0 81.... 0.53. 0 53 :" .0 78 " ; 0 86 D,86 Avail Cap(c_a), vehlh 269 0 709 202 0 662 202 605 615 135 537 538 HCP Platoon Catio...0 ...1 00 00 ..... 1..00 10 Upstream Filter {[} 1.00 0.00 1.00 1.00 ....;'.1 0,00 1.OD 1,00 1.00 1,00 1.00 1.04 1.00 Uniform 1)el�y:(t slveh . 36 2 0 0 ...:4 9 35 8 0 Q... '',20 7 34 7 .. " 21 2...:.2� -'_ 36 6 2 &_4 " 26 �4 Incr Delay (d2), slveh 9.8 0.0 8.0 11.7 QA 0.5 19.4 0.8 0.8 19.9 13.0 13.0 Initial .Q IDelay(d3j slveh ........ b 4....... U.O.... -;4 4 0- 0...i: %ile BackOfQ(50 %).vehlln 2.4 0,0 11.0 2.8 0.0 4.8 4.1 5.6 5.8 2.4 11,1 11.1 LOS Approach Delay, slveh 35.1 28,7 28.0 40.8 Rpproah LOS.:::........ a. .. ..... LO Assigned Phs ._.._;:.. ..: Phs Duration (G +Y +Rc }, s 8.7 30.5 10.2 29.6 12.0 27,2 9.5 30.3 Cha s Penotl i } 4 D 4 0 4 0 4 4 0 Max Green Setting (Gmax), s 6.0 27.0 9.0 32.0 9.0 24.0 12.0 29.0 11�€ax Q Clpar.'Irn (g c *I`1} s.......�0 6 _.._. 3 4 .....:..6 8....... -22 3 8 4 ;249 ... 6 2._...� 1_4._. � Green £xt Time (p-c), s 0,0 7,8 0.0 3.3 0.0 2.3 0.1 4.5 HCM 2010 Ctrl Delay 34,2 HCM 201D LO W25581Synchroll = x PM.syn Synchro 7 - Report Page 1 HCM 2010 Signalized Intersection Summary Ex - PM 2: Third Ave & K Street 112512016 Phs Duration (G+Y+Rc), t1.3 32.3 9.6 16.5 7.8 35.8 6.9 19.2 Change Period ;(Y +Rc) s4 0 4 0-' 4.0' NEW Lane Configurations1 4 0- ... .. .. . ..... ... . . .. Max Green-Seffing (Gmai�,.'d` 32.0 %0 1 7. .1 0 7.0 4 . 0. 0 .. 7. 0 20. . 0 .......... Max n '4W�d "I'ai, F1 Traific,Ualume (vehlh) 53„ 1;17 .. ...... ..0 2 . Green Ext Time (p-c), s 0.2 36 . .... ... 69 6,33 ... .. ............. ...... ...... .. ..... ....160 - ... .. ... Future Volume (veh/h) 53 117 86 ..... 102 92 36 69 633 60 133 .... 867 160 4" 18 ... .... .... Initial Q (Qb), veh 0 0 01 0 0 0 0 o b 6 0 'e6"-' Bike :A POT is, 100 -0 .. ..... ... D 99 .. . "'I 00� Parking Par Bus 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - ' 1.00 ' ' ' 1.00 ' ' 1.00 " " ' 1.00 ....... A n n '1 -1 IZ6.3' 90.0 "J"863" 6 �.8� 3 190 Q - ,',1960.., -. Adj Flow Rate, veh/h 58 127 93 111 100 39 75 688 65 145 942 174 Adj No of." . .... .... .. ... ....... . . .. .... Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 O�92 0.92 0.92 Percent 1 navy 'eh' 2 Cap, veh1h 73 177 129 143 278 108 96 1324 125 185 1362 251 Arqve -'G.,22 s,,-0.05 1- A Sat Flow, veh/h 1774 987 723 1774 1274 497 1774 3259 308 1774 2981 550 Grp Y Ab .. s '... I �Fo ... �.s .3... . 9 ...., . . : 373 557' Grp Sat Flow(s),vehlh/10774 0 1710 1774 0 1770 1774 1770 1797 1774 1770 1762 Ne 8:� 4s 4 -46.0.: 4 -6 -�E 1 -5 �::-17 IT' Cycle Q Clear(g-c), s 2.3 0.0 8.4 4.3 0.0 4.6 2.9 11,1 11.1 5.6 17.5 17.5 P rop" h" L on e, . sf .0' :s . ... ..... . ".s.." ... . . Lane Grp Cap(c), veh/h 73 0 306 143 0 386 96 719 730 185 808 805 78: 00 086: :0 Avail Cap(c-a), veh/h 178 0 417 254 0 508 178 812 825 382 1015 1011 Platoon Ratio ..1 00 ... s .1.0 TO " 0'oa. -100 1- U 10 Upstream Filter(l) 1.00 0.00 1.00 1.00 0,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniforrit bV,d'sN .......... -21' `3 30 .4 ':.6'0 .. ....... Incr Delay (d2), s/veh 16.8 0.0 3.8 8.7 0.0 0,6 12.7 ... ....... 0.6 0.6 7.0 1.5 . .. .... . ... 1 5 als be �sIvbh 0'; 0 0.'0"" 0 .. . 0"': ........ 0. 0'�": .. bs' %ile Back=(5H ,vehfld A 0.0 4.3 24 0.0 23 1.8 5.5 5.6 3.1 8.7 8.7 e a Lnip sDI" eh .4 .. . ... ... .. . . . ..... .......................................... 4`5:�,' ......... 6'.,5 LnGrp LOS D C D C D B B D B B Aproach'Vb Ve h1h 12&-- Approach Delay, s/veh 34.7 31.0 18.8 18.9 Phs Duration (G+Y+Rc), t1.3 32.3 9.6 16.5 7.8 35.8 6.9 19.2 Change Period ;(Y +Rc) s4 0 4 0-' 4.0' 4 0- ... .. .. . ..... ... . . .. Max Green-Seffing (Gmai�,.'d` 32.0 %0 1 7. .1 0 7.0 4 . 0. 0 .. 7. 0 20. . 0 .......... Max n '4W�d "I'ai, 13.1 "4 Green Ext Time (p-c), s 0.2 11,7 0.1 1.1 0.0 12.3 0.0 1.8 'womu- HC M 2010 Ctrl Delay 21.7 NCIVI.2010 LOS ... .. .. .. ... ............ N:1255MSynchr6Ex PM-syn Synchro 7 - Report Page 2 HCM 2010 TWSC Ex - PM 3: K Street & Proj Dwy 1125/2016 int Delay, slveh 2.5 Future Vol, vehlh 1 230 40 16 132 1 57 0 22 4 0 12 .....0 .._ .. ......�:. -.. : 0...._.:._6- .. -._ _. 6:. ...0...: � ....... .......:.0 .......0_ . 0 Sign Controi Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop ....iJhe ......._:.. 14ohe.....: Nflne Storage Length - - - ?/ehia „Medran aragez Grade, % - 0 0 - 0 __....�Q 0 �eaK fur Factor 922 .... 92. 9,2.:..:... 92 _ . 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt,Flo_....... 15 43 x....'143 _...:1 62 0....; 24,....1 r-2 5-ma:- a- � ....____.._v W� _.. Conflicting Flow All 145 0 0 293 0 0 459 453 272 465 475 144 Stage 1 274 _.274. ':........, 179... .179 Stage 2 - - 185 179 - 286 296 Crtical',dwy 4' 12 412 712;; 6 52 Critical Hdwy Stg 1 6.12 5.52 6.12 5.52 Cr�ficafHdwyStg 2 .....: .._._.... _........ ..._._._. . 6.,1 612 5 5 Follow -up Hdwy 2.218 - Z218 3.518 4 018 3 318 3.518 4.018 3,318 - Pot Cap 1 Maneuver 1437 _ v 1269 642, 563 „', 767 , ,, 508 48$ . 903 Stage 1 - - - 732 683 823 751 2 <. $� %' 7��...;. Z21.... �6$...... ..;Stage _........ Platoon blocked, % � ......- ...... Mav,ap I, Maneuver.. 1437 49$..:.. 495 767.. ! ... ..486 4$0 903: Mov Cap -2 Maneuver 498 495 - 486 480 - 73 f .. 6�?..� : .... .... .... .822 740 Stage 2 793 740 - 698 667 HCI tprttrol Delay s ”' ., _....: 0 0 8 127 10 HCM LOS ' ... - 8. W CapacFt� [vehll .......,:.. 852. X37 ...... ..........'.1269.... <.... -: ?4 HCM Lane V/C Ratio 0,156 0.001 0.014 - 0.023 HCM Conirol:DefaY,.�S)..:� 1 7.. 7 9._... _.. 10 HCM Lane LOS -.... B A .._.6: A - A A B NCM95th U161110 h ........ ...._. �:.,...0.. ..... 6;:� ... ._'; N: 125581SynchroTx PM.syn Synchro 7 - Report Page 3 HCM 2010 TWSC Ex - PM 4: Private Dwy/Church Ave & K Street 112512016 Int Delay, s/veh 23 . ...... ..... . . ......... ............ . . . .......... Future Vol, veh/h 16 229 0 0 ill 8 57 0 22 4 0 12 C 'P ...... ... ... ......... .. . .............. 6, Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop Ri ann Ize None Non .. .. ... .. -Ndne Storage Length ... . ....... e 10 t' j nor Grade, % 0 0 ....... .. 0 0 9 2' :"P2,,` Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 MvmtIow ... ....... . . . .. .. 4' 3" M Conflicting Flow All 134 0 0 255 0 0 427 424 256 432 420 134 stage v ..... .. ..... .. .. . ... ..... ... 7' 4 `430 Stage 2 137 134 302 290 Pdfl6a1 ..H6 ....... . Z' 6 �'22:, 7,2 6 52 �&22 Critical Hdwy Stg 1 6.12 5,52 6.12 5.52 ri. i661, `2 1. ..... ....... 5 2, " Follow-up Hdwy 2.218 2.218 3.518 4.018 3.318 3,518 4.018 3,318 ........ ... 34 �525 15 Staqe 1 718 672 874 789 Platoon blocked, % mov Cap aneuvet 11446-' Mov Cap -2 Maneuver 520 510 510 513 ..... ...... ... . .... ...... 658 766 . Stage 2 851 782 675 659 .... ........... ... .. . .. ... ....... .. ..... ... HCM LOS HCM Lane V/C Ratio 0.15 0.012 0.022 HCM Car�frol PY Y, HCM Lane LOS B A A A A .....- 0-..: -'_ ....... N:125581Synchro\Ex PM.syn Synchro 7 - Report Page 4 HCM 2010 Signalized Intersection Summary Ex- PM 5: Third Ave & L Street 112512016 Lane Configurations 1774 1770 1722 1774 1770 1717 1774 1770 1714 1774 1770 1765 Traffla:-"V' h6mq hi'W 16 3 10 ;3 39.3, .5. ........ ... 12 4 Future Volume (veh/h) 95 462 138 187 393 123 65 562 180 202 668 124 rip 1n 'pW .. .......... .. ....... .. . --- 6 - ------- Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 258 710 708 Wt A' 0 3&� 7& '03 0.79. '0 ';'77:��-�- 0 ,7 Parking Bus, Adi 1.00 1,00 1,00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad)t Flow, &A 364 784 782 86 900 "A' Adj Flow Rate, veh/h 103 502 150 203 427 134 71 611 196 220 726 135 of . .......... . .............. . Uh e ......... 7 Y Peak Hour Factor 0.92 0.92 0,92 0,92 0.92 0.92 0.92 0.92 0.92 6,92 0.92 0,92 Percept V 4.8 12.8 1A 1.1 In id 0, .... ...... .. .. ... . ..... ..... ..... . OJ "0.0 C ap, veh/h 131 642 191 240 798 248 92 812 260 258 1196 222 . ... ........ Arrly e h 077 Cl . ...... 0,',2k '2'69'1""' �:Os 24 '""'"1'7'7'4 8.8 -"""'0: 05 ......... . . .. ..... . ...... . '- Sat Flow, veh/h 1774 800 23 2'6'6'0' 827 1774 2638 8'4"5"" 17,74" 49,81 554 Grp Sat Flow(s),veh/hlln 1774 1770 1722 1774 1770 1717 1774 1770 1714 1774 1770 1765 16 3 10 ;3 ' 17.8 Cycle Q Clear(g-c), s 53 16.1 16.3 10.3 12.3 12.5 U 19 19 3 11.2 17.8 17.8 rip 1n 'pW .. .......... .. ....... .. . 31 0 Lane Grp Cap(c), veh/h 131 422 411 240 531 515 92 544 527 258 710 708 Wt A' 0 3&� 7& '03 0.79. '0 5 ';'77:��-�- 0 ,7 61 Avail Cap(c-a), veh/h 249 478 465 345 574 557 192 612 593 ... 364 784 782 HCM "A' ..... .. 00 „1,00 - U pstream Filter(I' ) 1,-.-0,0 '-1'.0'0 1-.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 Uh e ......... 7 .. . ......... �', 21 9 ,2- Incr Delay (d2), s1veh 9.7 ... . ... ..... 7.2 .. ..... .... 7.7 .... ..... ... . ........... . 12.3 .. 0.8 0.9 12.9 4.6 4.8 12.8 1A 1.1 In id 0, .... ... 0 ..... . OJ "0.0 0 %We B-ack0fQ(50%),veh1In 2.9 8.7 8.6 5,9 6.1 6.1 2.1 8.8 8.8 23 LnGrp LOS D D D D C C E C C D C C , s/veh 42.0 34.1 35.4 28.8 Phs Duration (G+Y+Rc), s 17.4 32.5 16.5 26.1 8.8 41.1 10.9 31.7 Max Green Setting (Gmax), s 19.0 32.0 18.0 25.0 10.0 41.0 110 30.0 tNax 166rTime 14 ... ........... ..... . ......... Green Ext Time (p-c), s 0,3 7.1 03 3.8 0.0 11.3 0,1 6.6 HCM 2010 Ctrl Delay 34,5 N:125581SynchrokEx PM.syn Synchro 7 - Report Page 5 HCM 2010 Signalized Intersection Summary Ex +Project - AM 1: Third Ave & J Streeet 112512016 Sat Flow, vehlh 1774 1142 613 1774 1337 447 1774 3270 308 1774 3159 402 Grp Sat Flow(s),vehlhlln �. _. Lane Configurations 1755 1774 0 1784 1774 1770 1808 'F1 1770 1792 :� ..... .. ... 6 TrafficUolutn 253....:: 85 .... 8a... 527... ... l 0.,: 5 6 ', 5 47. Future Volume (vehlh) 102 163 87 73 253 85 80 527 50 31 366 47 tJumber� 7..... 0 35 ,...1 DO.,,.'.... 24.0 12.0 5. 2..:....:: �..�: 6:.......18; Lane Grp Cap(c), vehlh Initial Q (Qb), veh 0 0 0 0 0 0 _ ................. _.: 0 .. 0 0 0 0 0 t'gd Bike Adl(A:. Pb) 00 0 49 U 78.... ,: OD....�. �� 1 00 1 00...: OD.. 10 Avail Cap(c_a), vehlh 00 Parking Bus Adj 1 00 1.00 1,00 1.00 1.00 ..: 1.00 1.00 . _ .. 1.00 .1 1.00 ............. 1.00 1 00 ...1 1.00 qdj Sat Flow,_vehlhlln X863. ....x'863 1900 „ „ 1863 x$63 1900 1863 1863 1900 1863 ; .1,8,53: 1,00 Adj Flow Rate, vehlh 111 177 95 79 275 92 87 573 54 34 398 51 . .:. 0 � 17.1.. ; 24 7...' 1,5 9 15 := 25 7 ' 16 4 Incr Delay (0), slveh 8.2 0.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 Peraer Heavy Veh, °lo.....,;_ 0 0 .... ..:...... 0 0 ... O t? .:.. = :...... 2.... ;,.. 0 D, ... 2 .... 2 Cao,veh1h 145 358 192 101 386 129 112 985 ...: 93 53 846 108 Sat Flow, vehlh 1774 1142 613 1774 1337 447 1774 3270 308 1774 3159 402 Grp Sat Flow(s),vehlhlln 1774 0 1755 1774 0 1784 1774 1770 1808 1774 1770 1792 :� ..... .. ... 6 ":It u. 9 2 S ...' . 7 9 8,0 .:,: l 0.,: 5 6 ', 5 Cycle Q Clear(g c) s 3.3 D 0 6,7 2.4 0.0 9.9 2.6 7.9 8.0 1.0 5.6 5.7 Prop 1 Lane.. ` �; .... ..... 00 ._ �.'. 0 35 ,...1 DO.,,.'.... 24.0 12.0 29.0 Lane Grp Cap(c), vehlh 145 0 550 101 0 516 112 533 545 53 474 480 1I1C 7......O.bO... HCM 2010 Ctrl Delay 0 49 U 78.... ,: 0 OO.....j 0 71 ....0. h7 Avail Cap(c_a), vehlh 397 0 1048 298 0 965 298 892 911 199 793 803 HCM't?[atoon Ratio DO 00........ Upstream Filter(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 �ln�fQrr Delay d), s]veli' 241 . .:. 0 � 17.1.. ; 24 7...' 1,5 9 15 := 25 7 ' 16 4 Incr Delay (0), slveh 8.2 0.0 0.7 ..:2 1 2. 3 r 0.0 1.8 - 11 0 1,0 1.0 12.5 0.7 03 Initlal; Q pelay�d3)slyeh,i 0 0 Q... ; 0 0 0 0 0 0 ...: fl 0. 0 0 ... O t? .:.. 0 0.:' .. 0 0.. :.4. :.... 0 D, %ile BackOfQ(50 %),vehlln .... 1.9 _0 0.0 3.4 1.5 0.0 5.1 1.6 . 4.0 4.1 0.7 2.8 2.9 LnGrp �1. d ;slveh ...; �vt 32 3 0 4 15 6 '37.3 0 '0' 35 7 LnGro LOS C B D B D B B D B B Approach Delay, slveh 20.5 22.1 19.2 18.6 :� ..... .. ... 6 ":It u. _. Phs Duration (G +Y +Rc), s 5.6 20.1 7,0 20.8 7,4 18.3 8.4 19.5 ChanePerod(Y +Rc),s 40..._..',40 40..:, 40 40 _ ..: Max Green Setting (Gmax), s 6.0 27.0 9.0 32,0 9.0 24.0 12.0 29.0 Green Ext Time (p_c), s 0.0 6.2 0.1 4.0 0.1 6.0 0.1 3.6 - aw.. __, . •tea -., 1n�er �. tea: .A. -.. . m m m HCM 2010 Ctrl Delay 19.9 N:125581Synchro\Ex +Proj AM.syn Synchro 7 - Report Page 1 HCM 2010 Signalized Intersection Summary Ex +Project -AM 2: Third Ave & K Street 112512016 --O� f- .-- 1- .1\ HCM 2010 Ctrl Delay 17.2 N: 125581SynchrolEx +Proj AM.syn Synchro 7 - Report Page 2 Lane Configurationsi TxafficMolume {vehlh) 78 79 1{}6 67:...98 41 101 714 38 42 Future Volume (vehlh) 78 79 106 67 98 41 101 714 38 42 386 96 44 ...... -- Initial Q (Qb), veh 0 0 D 0 0 0 0 0 0 0 D 0 Pfd Bike AdJ {A pbT) ..:.1.06.._ 0" 98 1 00 ... 0 '9 00 .......... ... 0 9,6 ..x.00: 0 99..... 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 Ada Sat Flow vahlhl'n 1$63 1863 X930 1863„ 1$63,',_.1901 3853 1863 1, 0© 1863 1863 1900 ... Adj Flow Rate, vehlh 85 86 115 73 107 45 110 776 41 46 420 104 Ad1Io;,ofLanes �_..._ -- 1 ._..::_6....__.. � ... 0 ..... ........2„ D �; ? ._; 0.,.; Peak Hour Factor 0.92 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 Percent Heavy lr`eh, %o, ;' 2 ; 2 2 2 2 2 2 2 2 2 2.; 2, Cap, vehlh 107 148 197 94 248.:, 104 140 1181 62 69 861 211 Arnue On Green f)6 021...,.0 21 0 D5 0..28..,' 0 20...6 08 0 35 , , -D, Sat Flow, vehlh 1774 713 953 1774 1242 523 1774 3412 180 1774 2814 690 Gtp Volume(v); vehlh._.., 8� 0 73} €52 110 X02... 4'5 .. 43:: .....;.: Grp .- Sat Flow(s),vehlhlln1774 0 ..2:1.... 1666 1774 0 1765 1774 1770 1823 1774 1770 1734 Q Serve s ., 21 0 0 4'9 Cycle Q Ciear(g_c), s 2.1 0.0 4.9 1.8 0.0 3.4 2,7 8.7 8.7 1.2 5.5 5.6 Prop ]n Lane .. 10.0... .. . 0..57 1 00 0 30 00 0,1Q 1 U0;' 0 4D _.. _- Lane Grp Cap(c), vehlh 107 0 345 94 0 353 140 613 631 11 69 541 531 VIC Rat�o(X} 0'80' 0 06 0 58 0 77 00 0 43 0 7B ,0 6fi 0 G6 0 6 0 4�9 4 49 . , .. Avail Cap(c_a), vehlh 197 0 591 197 0 626 236 746 768 157 667 654 HCM Platoon Ftatlo , ...::100 1 OD 1 OD 1 00; 4 00 : 1 OD 1X0....1 00...1 Ofl ..1. D 1 Q 1 ... Q4 , ; Upstream Filter(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 uniform belly ),,�Iveh20 9 ____ ' 0 ', " 21 1` 0 0 15 8.. ... „( Incr Delay (d2), slveh 12.5 0.0 1.6 12.6 D.0 0.8 9.2 1.5 1.5 10.6 0.7 0.7 ]n�tial_Q Delay(3j,slveh 0 0 0 0 , .0.17 0.: 0 0 0 0 O: C} °/wile BackOfQ(50 %),vehllrl.4 0.0 2.4 1.2 0.0 1.7 1.7 4.4 4,5 0.8 2.7 2.7 �.pGrp�be {ay�djslveh 33 d 0 0 1T7 337 0 0 ,, 1� 6_, _,29 5 ,14 0 - �4�} , 3? 0 13 4 13 5 LnGrp LOS C B C B C B B C B B ApproachVal_Vehlh Approach Delay, slveh 22.4 22.2 15.8 15.0 r.� = ... ° Me 0 �Css�g Phtss s 1._....;: J.. 8 Phs Duration (G +Y +Rc), s5,8 19,6 6,4 13.3 7.6 17.8 6.7 13.0 Change 'Pen (hi Rc }, s 4.0 ...4, 8 ., _ 4 0 .. 4 Q..... 41) 4.0....' 4 D 4 0 Max Green Setting (Gmax4,.a 19.0 5.0 16.0 6.D 17.0 5.0 16.0 1+11ax Q dear T €rne Green Ext Time (pc), s 0.0 4.8 0.0 1.4 0.0 53 0.0 1.5 HCM 2010 Ctrl Delay 17.2 N: 125581SynchrolEx +Proj AM.syn Synchro 7 - Report Page 2 HCM 2010 TWSC Ex+Project -AM 3: K Street & Proj Dwy 112512016 Int Delay, slveh 2 Future Vol, vehlh 12 108 10 10 148 2 4 0 2 8 0 37 onf €icf�ng Reds, #Ihr, ...;> .. .:.p 184... Stage 2 ..._ . - o O . a a 150 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RChannelizd __,. _ None 6.12 _ = .....None. 'St Cntioati Hdv!!Y.9 2 .._....: .. is, None . °_... _...6 gone _. Storage Length 5 52 ....... ; Follow-up p Hd wy 2. 218 - - 2.218 - - - - 3.5184.0183.31$ - - - Veh 1458.... _�12 5 &6„ 928 ....:....... 620 583 883 �... Grade, % 0 0 0 0 Peak:HourFaetgr X92 92.......922:.. 92..:; _..... Heavy Vehicles, % 2 _ -.._2 2 ...'2 2 2 2 2 2 2 2 2 2 2 MvmtFlow Conflicting Flow All 163 0 0 128 0 0 353 334 123 334 338 162 B A A A A A 11CM..95th ° /qle; Q(veh� . ....:. 10.. i1 ; . .. 184 184... Stage 2 209 185 150 154 C3ltical;Hdptr y..:. 412 ...: 412 ..: 7 �2 6 52 ii 6 22 ...' 712 6 52 6,22 Critical Hdwy Stg 1 . - 6.12 5.52 6.12 5.52 'St Cntioati Hdv!!Y.9 2 .._....: .. is, _...6 is' _ .... 612 5 52 ....... ; Follow-up p Hd wy 2. 218 - - 2.218 - - 3.51$4,£3183,318 3.5184.0183.31$ Rot Cap 1 Maneuver 1416 1458.... _�12 5 &6„ 928 ....:....... 620 583 883 Mov Cap -2 Maneuver - - - - - 567 575 - 610 573 stage T ::. 845'_ .,768..._ Stage „2._ 756 741 842 762 - is HCM Lane VIC Ratio 0.01 0.009 - 0.007 - 0.06 HCM Lane LOS B A A A A A 11CM..95th ° /qle; Q(veh� . ....:. 0 ....:. 0 i1 ; . .. is 012s', N: 125581Synchro\Ex +Prof AM.syn Synchro 7 - Report Page 3 HCM 2010 TWSC Ex+Project -AM 4; Private Dwy /Church Ave & K Street 1/25/2016 Int Delay, s /veh 1,2 Future Vol, vehlh 7 131 0 3 145 4 20 0 3 1 0 5 trardf�ct,n9 Peds Ihr r0 .....; 01 0 ..... 0 ,......_ .. ......... �..: ....... ..._. :.� .._.5. Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop TChnnalrzed:.1one_ _. None. .None._..._ None. Storage Length - - - - - - - Veh�nMednStorage Grade, % 0 - .. . 0 - - 0 - - 0 Peak Hour factor 92 97 92....... 92..:. -.92 .... 92 .... ". 92: �2 92 _ "" ..,..: ..... Heavy Vehicles, % 2 2 2 2 2 2 2 2 . 2 2 2 2 °.0 �. • . Conflicting Flow All 167 0 0 148 0 0 338 337 149 336 335 169 ....,o; . ..... 164 164 Stage 2 .. 174 173 165 164 Grtica(Hdwy 6 22 Critical Hdwy Stg 1 - - 6.12 5.52 _ 6.12 5.52 Crffi cal Follow -up Hdwy 2.218 - 2.218 3.518 4.018 3.318 3.518 4.018 3318 Pot Cap 1 Maneuver " :' 14 1 1434 616' 584...;. 898..... ;... " 618,.. "M6 " 875 Stage 1 838 762 831 757 "2 .. ,....828 756.... 83.7.....762 Platoon blocked, 4"' _ "' 893 609Z: . "..575 ..... 868 Mov Cap -2 Maneuver - 603 574 609 575 5fage 1 ...�; 82g 754,._. - : 752... Stage 2 - .....:' .......:- - 898 751 "3. - 828 754 _...::- - HCM LOS HCM Lane VIC Ratio 0.04 0.005 0.002 - 0,008 #iCl Control Delay (s) .......... ... ..: HCM Lane LOS B A A A A A FI GM 9_t, °l°tile Q(veh) '� .. 01 0 <` .: t] .... p......:.. ... " . " N:Q5581Synchr6Ex +Proj AM.syn Synchro 7 - Report Page 4 HCM 2010 Signalized Intersection Summary Ex+Project - AM 5: Third Ave & L Street 1/25/2016 Adj Flow Rate, veh/h 135 327 140 188 560 123 ill 643 122 66 411 74 'D .2 "'' ' `:`-1 21-11 J"N'Z Peak , Hour . .1 Factor 0.92 51 0.92 - 11 0.92 1 0.9 1 2 0.92 .1 1. 1. 0.92 0.92 0.92 0.92 0'.9'2' 0'.92"0'.'9'2' Cap, veh/h S'ai'Flow,'veh/h MIEI NUNN M-10A U=Zk EM H - 'N EMIN 'm- Lane Configurations 263 0.26'� 1021 1021 236 847 . .. . .. .. .. ..... ..... 185 ... . .. . .. .. .. . . ..... ......... '632 144 - ..0 "1'77'4'2g7'0:�� 988 187 56'3� 85 1774 898 3001 3001 160 30 536 wv' I Me' ye"K/K T. 74.01 301 129 "l ,7 11,3 102,,;; i ":��59Z 1, 378 `68. Future Volume (veh/h) 124 301 129 173 515 113 102 1763 112 61 378 68 N .. .. ..... .. ... ..... 26.0 13.0 . .. ........ 3 2 , M Ti 1 �`g 2`6, 7. ... . .......... Cycle Q Clear(gc), s Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped rBike'A., no 1. .6 r' nl:.r -" ,,, -:,3,6"i , " A 100 � ' � %�- -", Ho' " -1 00 '3 00 Parkinq Bus, Adi 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 Adj Flow Rate, veh/h 135 327 140 188 560 123 ill 643 122 66 411 74 'D .2 "'' ' `:`-1 21-11 J"N'Z Peak , Hour . .1 Factor 0.92 51 0.92 - 11 0.92 1 0.9 1 2 0.92 .1 1. 1. 0.92 0.92 0.92 0.92 0'.9'2' 0'.92"0'.'9'2' Cap, veh/h S'ai'Flow,'veh/h 174 0 �1'774 627 0'2& -"� 2431 263 0.26'� 1021 1021 236 847 . .. . .. .. .. ..... ..... 185 ... . .. . .. .. .. . . ..... ......... '632 144 - ..0 "1'77'4'2g7'0:�� 988 187 56'3� 85 1774 898 3001 3001 160 30 536 wv' I Me' ye"K/K M6 'd Ph`: . ....... V 244 Grp Sat Flow(s),vehih/ln 1774 1770 1683 1774 1770 1751 1774 1770 1763 1774 1770 1768 Max Green Setting (Gmax), s .. .. ..... .. ... ..... 26.0 13.0 34.0 3 2 , M Ti 1 �`g 2`6, 7. ... . .......... Cycle Q Clear(gc), s 5.2 8.0 8.3 7.2 11.9 12.0 4.3 12.9 12,9 2.6 7,7 7.9 744 :::" no 1. .6 r' nl:.r -" ,,, -:,3,6"i , " A 100 � ' � %�- -", Ho' " -1 00 '3 Lane Grp Cap(c), veh/h 174 457 434 236 519 513 144 589 587 85 529 529 -0 0:66' 66,%,:` '7,77�:' 0-65`� 'a 65' 7F� .0 .4 Avail Cap(c-a), veh/h 405 657 625 532 783 775 329 960 957 228 859 859 Ratio, 0a - ��11111 - '� n. �A GO." 140 C f� ;.0 ""'l.'00 . .... ... . ... .... Upstream Filter(l) 1.00 1.00 1.0 . 0 .. .. .. .. .. ... .. 1.00 1.00 . 1,00 . 1.00 1.00 1.00 1.00 1.00 1.00 r"m-' �00)`.`Vv6h' 220,2:� ,2 TiT` . . . ...... 1," .. .. ....... . ... . .. ...... . , ---- m 0 inc'r"belay (d2), s/veh 7,2 0,9 1.0 6.0 1.4 1.5 8.4 1'.2 1'.'2" 14.3 0.6 0-.6 Delay, O F, %ile BackOfQ(50%),vehiln 2.9 4,0 4.0 3.9 6.0 6.0 2.4 6.5 6.5 1.6 3.8 3.9 ilay . )'sj, 0 4 `-� De(d j-, LnGn) LOS D C C D C C D C C D C C Approach Delay, s1veh 26.6 25.8 23.5 237 .......... . . ...... .... .. M6 'd Ph`: . ....... V Phs Duration (G+Y+Rc), s 73 27.3 13.3 22.1 9,7 24,9 10.9 24.5 i ff� 1-§ Ch rbd Rb .. .. ................ ........ .... .. . Max Green Setting (Gmax), s 9.0 38.0 21,0 26.0 13.0 34.0 16.0 31.0 M Ti 1 �`g �45 l* 2, 4� Green Ext Time (p-c), s 0.0 8.4 DA 6.3 0.1 8.5 U 6.6 -.g -ggp HCM 2010 Ctrl Delay 24.9 Ho' N:125581Synchro\Ex+Proj AM,syn Synchro 7 - Report Page 5 HCM 2010 Signalized Intersection Summary Ex +Project - PM 1: Third Ave & J Streeet 1125/2016 'e- *--- 4\ t -el Adj Flow Rate, vehlh 95 Lane Configurations 182 111 222 51 149 577 65 83 776 132 'F 1...... TraffcVolumev elh)....:. 87....._..82........: ._._:._. 167 .....:. -. 47 137.. 531...:. 60 76, 0.92 X21; Future Volume (vehlh) 87 282 ........102....._.:204..... 167 102 204 47 137 531 60 76 714 121 NOW 2 . . 2....::.. ...... 2 �. ....... ..', ..,_ 2 2 .... . Cap,vehlh 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 .. 6 3,...; . .....:;x.94.. , .� �D 100 _.: 1 00 100 0.1 1 00 1 00 1774 1 Q(1, Parking Bus, Adj 9.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Flow Rate, vehlh 95 307 182 111 222 51 149 577 65 83 776 132 Ada Naof Lanes ......... 1...... ;` 1.._ ._._:._. 1..... .....:. 1 Assrled Phs �......., ? ....:.... .... _ Peak Hour Factor 0.92 0.92 0,92 0,92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percenf Heavylgh °Io Prop fi`Lane;0(} ....__.. 2 .._.: , 2 2 . . 2....::.. ...... 2 �. ....... ..', ..,_ 2 2 .... . Cap,vehlh 122 342 203 141 472 108 184 . 1135 128 107 939 160 �rrlve On Green 8 7...... _. 21 5..... .. 6 3,...; . .....:;x.94.. , . 0 79 ....:', 0.00 0 3.5...: T 0 8 t.....,, 0.51.. 0.1 3.9 Sat Flow, vehlh 1774 1097 651 1774 1466 337 1774 3208 361 1774 3027 515 Grp Sat Flow(s),vehlhlln 1774 0 1748 1774 0 1803 1774 1770 1799 1774 1770 1772 ._._:._. G _.�:: ........:� ...... _ Assrled Phs �......., Cycle c,s Y (9 ) 43 D0 21.9 5.D 0,0 9.9 67 116 116 38 195 195 Prop fi`Lane;0(} ...... .... 0 37 ... 1 00 40 a 019 I DO .. q 2� 1 OQ..,; ..... .:. 0 29 Lane Grp Cap(c), vehlh 122 0 544 141 0 580 184 .. 626 637 107 549 550 8 7...... _. 21 5..... .. 6 3,...; . .....:;x.94.. , . 0 79 ....:', 0.00 0 47 _.. T 0 8 t.....,, 0.51.. 0.1 3.9 0.1 4.1 Avail Cap(c_a), vehlh 217 0 597 173 0 580 238 626 637 195 583 584 HCM pIaW661 �tio x..00 .1.0.0 U._...__ ._ Upstream p m Filter(I) , 1.00 ... 0.00 1.00 1 00 0 DO 1 OD 1.00 1.00 1.OD 1.00 1 AO 1 00 Un ;foma C3elay (d} slveh; 37 5 'O's 0.. :27.0....37 0 : ` 0. . 22.2_ .:, , 35 ............. 1} 2..9... 37 9 26 Incr Delay (d2), slveh 10.1 0.0 15.6 17.7 0.0 _ 0,6 14.5 0.7 0.7 11.3 91 91 Iifil aelay(slh Y4.1, ve 0 ti. 0 0 0.'19'.. 0 0, :... 0 �. %ile BackOfQ(50%),veh1ln ... 2.5 0.0 .. 13.0 3.2 0.0 5.0 4.1 5.8 5.9 2.2 10.8 10,9 LrtGrp ©olay�d)slveh, 47 6 D D 42 6 54 7 .. 0 0 22 8 „ 56 A ' 21 5 21 5 49 3 '; . 35 3 ,;, . 35.3 , LnGn) LOS D D D C D C C D D D Approach'Delay, slveh 43.4 32.0 27,0 36.5 ._._:._. G _.�:: ........:� ...... _ Assrled Phs �......., �__ 7... s. Phs Duration (G +Y +Rc), s 8.9 .�2.... 33.0 _3 ._ ..�....n:._.:.._.. 10,5 29,5 12.5 29.4 .. 9.6 :; 30.4 ............... ... 40 ..... .:. Max Green Setting (Gmax), s 9.0 29.0 8.0 28.0 11.0 27.0 10.0 26 0 Max,Q dear Tune (g c EJ 1) s .. ,;513. .::13.6...... 7 0 .... :23 9 _..., 8 7...... _. 21 5..... .. 6 3,...; . 1 9 ... . �- Green Ext Time (p-c), s 0.0 8.6 0.0 1.6 0.1 3.9 0.1 4.1 HCM 2010 Ctrl Delay 34.6 HCili12010 LOa:. _ C N:125581Synchro\Ex *Prof PM.syn Synchro 7 - Report Page 1 HCIVI 2010 Signalized Intersection Summary Ex+Project - PIVI 2- Third Ave & K Street 112512016 Sat Flow(s),veh/hilnl 774 0 1715 1774 0 1756 1774 1770 1784 1774 1770 1762 Cycle Q Clear(g-c), s. Lane Configurations 0.0 8.9 4.5 0.0 5.2 3.0 11,8 11.9 6.5 17.8 17.9 tv.A�WbrW( 53 I X-9:' 9-" ' ' 24 89, . . .......... I 0 .. .. . ..... . . ..... Phs Duration (G+Y+Rc), $2.4 31.6 .... .. . Future Volume (veh1h) 53 124 86 107 9 5 4 6 6 9 633 72 2 154 867 160 . . .. . ... �; .... ...... 7.0 0-00; 7,- � "K11-' 18 ".""D 89� Q.7&: .. .. ....... -' '0 11-11-11 0 '-0 -- - - - . . ....... Initial Q (Qb), veh 0 0 0 0 0 0 0 0 6 6 6 0 Pfd Bike 0 0 1 �00':�� ,4-0 100 „,.100...1':00 0 9 -0 4 '."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 h Uniform J3 1963 1863. 0 1863: ... . .. .. .. E 863 .. .. .. ..... ... . ..... ..... ....... . .. .. .. ..... 863- 1900,7. .. .. .. .. . ... ..... 1863 . ... . . ... .... .. . .. .... .. Adj Flow Rate, veh/h 58 135 93 116 103 50 75 698 78 167 942 174 Adj too' o' f, L a' 66s 6.7 1.6 ..... ........ ... ..... ..... .. .. 1.6 P ) 3 0 0' .0" �J ""Y 0..' '.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 9.0 9.0 K 4 ,0 2 1,7. 7 Cap, veh1h 74 184 .. .. 127 .. .. .. 149 265 129 96 1245 141 210 1354 250 . .. .. .. ... .. . . .. B 4� ��-O.j 18 0 �22. V Z -4, Sat F I ow ve h I h *'7 10 16 700 1774 1182 5 7 4 1774 3 192 362 1774 2 981 550 Sat Flow(s),veh/hilnl 774 0 1715 1774 0 1756 1774 1770 1784 1774 1770 1762 Cycle Q Clear(g-c), s. 2.3 0.0 8.9 4.5 0.0 5.2 3.0 11,8 11.9 6.5 17.8 17.9 19ne 'dPhs'. . .. .... ...... Phs Duration (G+Y+Rc), $2.4 31.6 9.9 16.9 ' '04 01..., Lane Grp Cap(c), veh/h ..... ......... 74 0 312 149 0 393 96 690 696 6 8 860' �; .... ...... 7.0 0-00; 7,- � 0" . -0a, ".""D 89� Q.7&: .. .. ....... -' '0 11-11-11 0 '-0 -- - - - . . ....... Avail Cap(c-a), veh/h- 175 0 412 251 0 496 175 .. .. 800 807 376 1000 996 4" "."00" 0 1 �00':�� ,4-0 100 „,.100...1':00 � 4 '."00 Upstream Filter(l) 1.00 0.00 1,00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 . ... . ... ..... .. .......... ..... ... ... .. .. .. .. .. .. 1.00 h Uniform J3 `0� 2S Incr Delay (Q), s/veh 16.8 0.0 4.6 8.5 0.0 0,6 12,7 0.7 0.7 6.7 1.6 ..... ........ ... ..... ..... .. .. 1.6 P ) 3 0 0' .0" �J ""Y 0..' '.0 %S:"b 0' 6.'b %ile BackOfQ(506qvom .0 4.6 . 2 . 6 .... 0 . 0 2 . 6 1.8 5.8 5.9 3.5 9.0 9.0 K 4 ,0 1,7. 7 Ti: 'V 1,7, LnGro LOS D C D C D B B D B B Approach Delay, s1veh 35.6 31.0 20.0 19.6 .. .... .. . . .. . .. .. 19ne 'dPhs'. . .. .... ...... Phs Duration (G+Y+Rc), $2.4 31.6 9.9 16.9 7.8 ..... ............. 36.1 6.6 19.9 ge, 4 0 4. Max Green Setting (Gman.a . .. ...... .. 32,0 10.0 17.0. 7.0 40.0 .... ...... 7.0 20+0 flax Pie Fine 10 .. .. ....... Green Ext Time (p-c), s 0.2 11.5 01 1.2 0.0 12.3 0.0 1.9 W255ffiSynchrolEx+Proj PMsyn Synchro 7 - Report Page 2 HCM 2010 TWSC Ex +Project - PM 3: K Street & Pro' Dwy 112512016 Int Delay, slveh 3 Future Vol, vehlh 41 230 40 16 132 8 35 0 12 11 1 47 Oonflif�ng P. #klhr... 0 ._ ., : , .... Q. Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT channelized .... pne None ._.... _; N �o .'' None Storage Length - �. - - - - - - Veh Grade, % - 0 - - 0 0 - - 0 Peak l-fourator 92..._.92 92 92 .. 9z....:;9 ....' ......,92'2 92 :: , 92 92 92 Heavy _._...� o Vehicles, /0 . 2 2 . 2 .. 2 2 2 2 2 2 2 2 2 .....4 3' _... "IT lii1� = ° °== '= ::�.atti'I Conflicting Flow All 152 0 0 293 0 0 570 548 272 550 566 148 9 3 6.1_' - Stage 2 - - 209 187 ......... .......463 367 383 - Cnfrcal,Hdwy...: ?..12` &.52""', 6.'22 ... 7:12.... 6.52. Critical Hdwy Stg 1 - - - 6.12 5.52 - 6.12 5.52 - Onfacaf. Hdwytg 2 5.,52: 6:12.... Follow -up Hdwy 2.218 2.218 3.518 4.018 3.318 3.518 4.018 3.318 dot, ap-1 M aneuver: . ... _.. .1429, ... 1269 - 432 444. ;. 767 446 434„ 899 Stage 1 657 657 626 819 748 Stage 2 ... ......: 793 745,.:, ._ Platoon blocked, % - - Mov Gap „1 Maneuver ..... X29 . ; 1269 39, 42�, -' 767 .:: 421 41,1 899 Mov Cap -2 Maneuver, - 390 421 421 411 Stage 1 X32 788 „ 737 Stage 2 - - 736 734 618 589 - HCM LOS HCM Lane V1C Ratio 0.115 0.031 - - 0.014 - 0.088 11CM. .1:41......7 6...... 0. ... 7....;. ............... ...: 1.x..4 . . HCM Lane LOS B A A - A A - B HCM;95th.�lotlie N:125WSynchrolEx +Prof PM.syn Synchro 7 - Report Page 3 HCM 2010 TWSC Ex +Project - PM 4: Private Dwv /Church Ave & K Street 112512016 Int Delay, slveh 2.7 Future Vol, vehlh 16 232 0 0 118 8 57 0 22 4 0 12 Con_hcting Pegs, #1h. _.... ... :.! 0 ....., 0 ..... 0 . ...;..1... .. ;:. .. ..0 0.:. ; .. 6 ' < R .. .. 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop, Critical Hdwy Stg 1 - - 6 None:. 5.52 6 None .. 612 5 5.52 Crit[caI Hdwy 3g 2 . Storage Length - - - Follow -up Hdwy 2 - - - 4.018 3 3.318 3 Veh 3.318 t'ot Cap 1 N%aneuver 1 1441... 1 1307...; ........'... 5 530 . .5 j4..' , , 7$Z} ..: 5 525....517 9 906 Stage - Grade, - _ 7 0 670 8 0 - 782 0 ....... _ - 0 859; . P 6 ur Factor ....... 05 S 92: 92 92 - - - - .... ......... Heavy Vehicles, % 2 2 _ 2� 2 .....:92..... 2 2 2 2 2 2 2 2 �V i Flow 17...:252... 0 , _.ry; D _..;:128.....:; .9 Z:' Conflicting Flow All 1 142 0 0 2 258 0 0 4 437 4 435 2 259 4 443 4 431 1 142 stage 1,.:' , ...... 2 293. 2 298 Stage 2 1 144 1 142 - - 3 305 2 293 - - Cntical Hdwy , 4 412 4 412 . , 7 7 6 6 2 6 6 22 7 7 12 6 6 52 6 6 22 Critical Hdwy Stg 1 - - 6 6A2 5 5.52 6 612 5 5.52 Crit[caI Hdwy 3g 2 . _` Follow -up Hdwy 2 2.218 - 2 ...... 3.518 4 4.018 3 3.318 3 3.518 4.018 3 3.318 t'ot Cap 1 N%aneuver 1 1441... 1 1307...; ........'... 5 530 . .5 j4..' , , 7$Z} ..: 5 525....517 9 906 Stage - - - - _ 7 715 6 670 8 865 7 782 SEagp,2 '� 8 859; . ._779 = . ....... 05 S SZQ Platoon blocked, % - - - - - Mov,ap 1 Maneuver 1 1436 1 1306...' : ............ : :.:... 5�2 5 502 HCM LOS B A HCM Lane VIC Ratio 0.152 0,012 - 0.022 HCM Lane LOS B A A - A A HCM 95th %tll_ e, 0.1 s, N;12558\SynchrokEx +Prof PM,syn Synchro 7 - Report Page 4 HCM 2010 Signalized Intersection Summary Ex +Project - PM 5: Third Ave & L Street 112512016 Phs Duration (G +Y +Rc), s 17.6 32.6 16.6 26.1 8.8 41.4 11.0 31,7 Change Penocj,.4 0 _.. ;, 4 6., 4 0" �µ _ N,8 -`:1110 0;`_;� %R "" w Lane Configurations 4 D 4 0 4 0 Max Green Setting (Gmax), s 19.0 32,0 18,0 25.0 10.0 41.0 13.0 30.0 Traffcllolume (arehlh) 97 .462 138 187 393 128 65 567 1$0 204 670 125 Future Volume (vehlh) 97 462 138 187 393 128 65 567 180 204 670 125 S 3_ C �.,;, Initial Q (Qb), veh 0 0 0 -._.:� 0 0 0 0 0 0 , .. 0 0 0 Ped g�ke Ad1(A OD 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 AdjSa #Flow, "yehihJln..., ..." 1863 ".....1863 " I90D &f3 1863.. "...19UD 1863 1863 I "�D ` 1863 1863 190ta Adj Flow Rate, vehih 105 502 150 203 427 139 71 616 196 222 728 136 Acfj !!(tl::.pf Lan es .. :........ �... .... ............. ....... 3..:::...1.... x ......:: . -. �1..:.... 1... _ .� _..6...'. 1... � .�..�. 0 Peak Hour Factor 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 Cap,vehlh 134 641 191 240 785 253 92 814 259 260 1199 224 Arrlye" 4n Greeri ;.... ....:0 08.......:0 24- .....'�.4...,; D 14_...:; 0..30 0 30 " ; .0 05 ...' 0 31 0 31.,;;, 015.: 0.4Q;:: Sat Flow, vehlh 1774 2691 800 1774 2633 849 1774 2644 840 1774 2978 556 Grp VWume(y), „vehlf?...:. 105" ,3 3" 203 286`-- 280 "- 71 400.. 222 ' 432 _ 432 Grp Sat Flow(s),vehlhlln 1774 . ".....329._ . 1770 1722 " 1774 1770 1713 1774 1770 1714 1774 1770 1765 6 3 "....." 10 4 :, :: 12 Cycle Q Clear(g_c), s 5.4 16.2 16.3 10.4 12.5 12.8 33 19.5 19.6 11.3 17,9 18.0 Prop I ri Lane ................ 100 .... �0 46 _. . 100 U 50 . ... �. 00, . _......" '0.49, " ..... T 00 Lane Grp Cap(c), vehlh 134 422 410 240 528 511 92 545 528 260 712 710 0 55... Avail Cap(c_a), vehlh 248 476 463 344 572 553 191 610 591 363 781 779 HCM Platoon" Ratio ? 0D � QO 60._ 1 DO 1 . 00 " ; 1 00. " . 1 00 . 100: 1 00 ." . 1 d0 ; 1 00 1 ( }0 . "..: " . Upstream Filter(I) " 1.00 .. . " ..:1 1,00 ." 1.00 .: 1.00 1.001 00 1.00 1,00 1.00 1.00 1.00 .................. 1.00 Uniform pelay;(d) sleets2 2 331 33 2 39 2 27 3 " ", ,, _ 27 4 43 5" 29 "0 " 29 "D 38 21 9 _ Incr Delay (d2), slveh 9.7 7.3 _........._ 7.9 12.5 .. 0.9 1.0 12,9 4.8 5.0 13,3 1.2 1.2 Initial Q Delay(tl3) sNeh 0 0 0 0 _ "._ 0 0 0 0. _ .... 0 0 . ,:.. b -.0... ; ..0 4..: Q ,;. Q.0 0 f} ii b %ile BackOfQ(50 %),vehlln 3.0 8.7 8.6 5.9 6.2 61 21 10.2 10.0 6,5 9.0 9.0 LnGrp;lDelay(d)slveh 518: : 41 0 51.?.... ".- 281,..'28,3. ; 5G4....',. 33 .� 341. -. 51 9 ',= 231 23 LnGrp LOS D D D D C C E C C D C C Reproach Vol, ve hlh 757 769 ... 883 1086; Approach Delay, slveh _ ".._.. 42.3 34.4 35.8 29.0 Phs Duration (G +Y +Rc), s 17.6 32.6 16.6 26.1 8.8 41.4 11.0 31,7 Change Penocj,.4 0 _.. ;, 4 6., 4 0" 4 0 4 0 4 D 4 0 4 0 Max Green Setting (Gmax), s 19.0 32,0 18,0 25.0 10.0 41.0 13.0 30.0 Max " "Clear'Ti me.(g_c ±li), ;....;13,3" 2i 6.....:;124 .7.4 ....?4.8 .. Green Ext Time (p-c), s 0.3 7.0 0.3 3.8 0,0 11,3 0.1 6.6 1 't�r��n h HCM 2010 Ctrl Delay 34.8 S C N:Q5581Synchro\Ex +Proj PM.syn Synchro 7 - Report Page 5