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Home My WebLink AboutApplicant's Addendem to TIAR 12.12.2022 ssF=m International Innovate I Adapt I Sustain Date: 12/12/2022 SSFM 2019 097 SUBJECT: KTL Kona Villas November 2021 Final TIAR Addendum L Introduction Kona Three LLC is proposing to develop a 450-unit multi-family residential subdivision (see Figure 1) named "Royal Vistas" (previously referred to as "Kona Villas") over two phases on a 70-acre site zoned"RM-5"in Kona, on the Island of Hawaii. The property is located on the mauka side of the Queen Kaahumanu Highway (Route 11) at TMK (3) 7-6-021:016, 17 between Kona Vista Subdivision and Pualani Estates Subdivision and will intersect Route 11 at the Royal Vistas Roadway. Phase 1 proposed to construct 258 units while Phase 2 included the construction of the remaining 192 units. l77 / I r— l F \ e� I _4� �\ MM.k. 101 -11 s qZ Master Ylan Master Plan for loyal Vista Figure 1: Conceptual Site Plan The latest traffic impact analysis report(TIAR),Final Royal Vistas TIAR(SSFM,November 2021) analyzed the phased impact of the proposed development on the study intersections shown in Figure 2. In this, a single roadway (named "Royal Vistas Roadway" and referred to in previous versions of the TIARs as "Royal Vistas Driveway") was planned for construction in 2024 with Phase 1 to provide development access through an intersection with Route 11, approximately 600 feet north of the intersection with Kuakini Highway. In 2029 Phase 2 included a secondary development access to Lako Street through Kekauanaoa Place. 501 Sumner Street I Suite 620 1 Honolulu,Hawaii 96817 1 Tel 808.531.1308 1 Fax 855.329.7736 1 www.ssfm.com Planning I Project&Construction Management I Structural,Civil&Traffic Engineering KTL Kona Villas November 2V2/Final 7I48Addendum E-B EMB" N=M Page |nternationai m"°=," / Adapt / a"",°m 12/12/2022 KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain The following TIARs and updates have been submitted to date in support of this project: 1. Final Royal Vistas TIAR (SSFM, May 2020) o Submitted in support of an Environmental Assessment(EA). o The following recommendations were made at the intersections with Route 11: ■ At Palani Road, continue to monitor traffic operations and signal timing. ■ At Henry Street, changing the existing split phasing can improve traffic operations. ■ At Hualalai Street (north), consider a future traffic signal or single-lane roundabout. ■ At Hualalai Street (south), remain unsignalized and continue to monitor traffic operations. ■ At Puapuaaui Street, continue to monitor existing traffic and adjust signal timing if needed. ■ At Royal Vistas Roadway, a connection to Kekuanaoa Place should be completed before the completion of Phase 2. ■ At Kuakini Highway, consider a future traffic signal or single-lane roundabout. ■ At Lako Street, consider changing the Lako Street approaches from the existing split phasing to protected phasing. The widening of Route 11 from Henry Street to Kamehameha III Road included in the 2035 Transportation Plan should be completed. ■ At Kamehameha III Road, continue to monitor traffic operations and signal timing. o TIAR was reviewed and commented on by the County of Hawaii (COH) twice during the initial review period. o A memo from COH Department of Public Works (DPW)was responded to. 2. Final Royal Vistas TIAR (SSFM, February 2021) o Following the approval of the Finding of No Significant Impact (FONSI) of the EA, the TIAR was submitted to COH. o The following changes to the recommendations from the previous submittal are: ■ At Henry Street, continue to monitor traffic operations and signal timing. ■ At Hualalai Street (north), consider a future traffic signal if needed, but priority should be given to traffic moving along Route 11. The single-lane roundabout analysis was shown to operate poorly and was removed from the recommendation. ■ At Kuakini Highway, consider a future traffic signal. The single-lane roundabout analysis was shown to operate poorly and was removed from the recommendation. ■ At Lako Street, consider alternate phasing for the Lako Street approaches. The widening of Route 11 from Henry Street to Kamehameha III Road included in the 2035 Transportation Plan should be completed. o Comments received from COH DPW Traffic Division and addressed to the Planning Department in a Review Comment Form dated August 3, 2021 were received and responded to (attached at the end of this document). KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain 3. Final Royal Vistas TIAR (SSFM, November 2021) o Incorporated changes from the August 3, 2021 comments, submitted, and accepted. o The following changes to the recommendations from the previous submittal are: ■ At Hualalai Street(north) should remain unsignalized. This intersection did not pass traffic signal warrants and single-lane roundabout were shown to worsen operations. ■ At Hualalai Street(south) should remain unsignalized. This intersection did not pass traffic signal warrants and single-lane roundabout were shown to worsen operations. ■ At Kuakini Highway a traffic signal and single-lane roundabout would worsen traffic operations. This intersection is recommended to remain unsignalized. o Comments were received from COH DPW Traffic Division and addressed to the Planning Department in a Review Comment form dated September 28, 2022 (attached at the end of this document). These are the basis for this addendum. A. September 28, 2022 Comments from County of Hawaii Traffic Division Comments dated September 28, 2022 from the COH DPW Traffic Division were received and subsequent discussions with DPW resulted in an agreement to provide an addendum to the November 2021 Final TIAR to address the following: Comment#1: Include the project connection to Lako Street, through Kekauanaoa Place, in Phase 1 as opposed to the original plans to include in Phase 2. • This will require a redistribution and analysis of future traffic outbound project related trips for Phase 1 including the Future (2024), Future (2029), and Future (2039) With Project conditions. • Future With Project analysis will need to be updated at Royal Vistas Roadway, Kuakini Highway, and Lako Street. Comment #2: Provide further documentation to support the need for State of Hawaii DOT to widen Route 11 from 2 lanes to 4 lanes, between Henry Street and Kamehameha III Road. Comment #3: Include a discussion about the existing vehicular bottleneck along Route 11 at the intersection with Nani Kailua Drive. Comment#4: Include clarification as to why "no action" (doing nothing)is better than installing a traffic signal or a roundabout at the unsignalized intersections of concern. Comment #5: Mitigation for Lako Street, including the widening of Route 11 from 2 lanes to 4 lanes, dual eastbound left turn lanes, and the possibility of changing the Lako Street approach phasing if sight distance is adequate. IL November 2021 Final TIAR Summary The November 2021 Final TIAR analyzed the Existing (2019) traffic conditions and the Future (2024, 2029, 2039)traffic impact of the project's buildout over two phases. A. Existing (2019) Conditions Analysis Analysis of Existing (2019) conditions found that all signalized study intersections operated at KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain LOS D or better during the AM and PM peak hours, however the following Route 11 intersection movements operated at LOS E or worse: • At Hualalai Street(north): EB left turns in both peak hours • At Hualalai Street(south): WB left turns in both peak hours, and the WB right turn • At Puapuaanui Street: SB left turn in the AM and WB left turn in both peak hours • At Kuakini Highway: EB left turn in both peak hours • At Lako Street: EB left turn in the AM peak hour 1. Existing (2019) Condition Mitigation The following recommendations were made to mitigate the noted intersection movements: • As a result of signal warrants not being met, it was recommended that the intersections remain unsignalized and for future roundabout analysis to be done at both Hualalai Street intersections. • An acceleration lane was recommended for the westbound right turn from Hualalai Street (south) onto Route 11, similar to all other unsignalized intersections with Route 11 in the project area. • No change was recommended at the Puapuaanui Street intersection. • At Lako Street, the eastbound sight distance should be checked before considering before changing the Lako Street approaches to have permitted left turns. It was noted that following HDOT's Route 11 widening from Henry Street to Kamehameha III Road, all movements at Lako Street would operate at an acceptable LOS with its current split phasing. B. Future Transportation Projects The November 2021 Final TIAR identified noted transportation projects that would improve traffic operations throughout the study area: • Route 11 Widening from Henry Street to Kamehameha III Road • Alii Highway Extension • Lako Street Extension • Puapuaanui Street—makai leg expansion as part of the Pualani Makai project C. Future Conditions Analysis As a part of the November 2021 Final TIAR analysis, Phase 1 proposed a single vehicular access to the development through a full-access (left/right in/out)permitted, stop-controlled, intersection with Route 11 by 2024. The intersection design included a westbound left turn refuge lane onto Route 11. With the development of Phase 2, a secondary vehicular access to Kekuanaoa Place, which currently intersects Lako Street, would be added by 2029. 1. Future Traffic Operations and Mitigation The following recommendations were made to mitigate the noted intersection movements: • As a result of poor intersection traffic operations as single-lane roundabouts for all future years, it was eliminated as a recommendation for both Hualalai Street intersections. • Neither Hualalai Street intersections passed traffic signal warrants and therefore they were recommended to remain unsignalized. • Kuakini Highway did pass the peak hour signal warrant in 2024 even though the KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain northbound left was projected to operate at LOS E or worse for all future years and the southbound through was projected to operate at LOS F from 2039. • Kuakini Highway was recommended to remain unsignalized to maintain minimal delay on Route 11. • At the Lako Street intersection, the eastbound sight distance should be checked before changing the Lako Street approaches to have permitted left turns. It was further noted that following HDOT's Route 11 widening from Henry Street to Kamehameha III Road all movements at Lako Street would operate at an acceptable LOS with split phasing. III. Route II at Nani Kailua Drive The signalized Nani Kailua Drive intersection with Route 11 is located approximately 1.5-miles north of the Royal Vistas Roadway and was not originally counted and analyzed as part of the November 2021 Final TIAR. DPW requested additional discussion be included about traffic conditions along Route 11 at the intersection with Nani Kailua Drive in comments from September 28, 2022. This intersection has been noted as a bottleneck and cause of traffic delays along Route 11. One reason for this is the traffic signal split phasing for the Nani Kailua Drive approaches. Split phasing, especially when used on minor streets, results in a reduction in effective green time on the major approach, increasing delay for vehicle movements on the mainline. Changing intersection traffic signal phasing would result in more effective green time for vehicles traveling through along Route 11. Another project that can improve traffic operations at Nani Kailua Drive is the Nani Kailua Drive extension. The Master Plan for Kailua Kona (April 2014) Land Use Master Plan (see Figure 3) shows the location of the Nani Kailua Drive extension to Kuakini Highway and Oneo Lane, connecting the Nani Kailua Drive extension to Alii Drive. Roadway connectivity will be improved with this project by providing a mauka-makai connector road. Currently, Hualalai Street is the only mauka-makai street connecting Route 11 to Kuakini Highway east of Henry Street. KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain � r / Hiii V =. wA� <1 }.;°t -. �„(�f •. 47 / Eds4ng MO.Street 'k 9 •' 2 ';\' ?i .. E 2 Praposed Street t - A .-- �"'� `} ��• 4 •a�.rrt. `�. �.:•ah a ��.: Nuala�a5 S ;�� , r l d e.-ry ✓ F 6 mm nel Cie MC e J k _tl aV -.--� .. �'9/i/ _ _ - • i eSitlEntia3 Mixed Use l• Qrj� r 1 gh Dcesuy Li Nand Kailua Drive G I L'o Lana from _ Extension frorrl �'t rn. r?IParhs PraposedNani Kailua 6tFi{p Extension to AH Drive existing terminus to ,• Kuakini Highway LatiI�L�;I: 7r3,157fr1"I-IN KAIII A•XONA M1l111 t! !L=:: Figure 3: Conceptual Nani Kailua Drive Extension IV. Updated Phase 1 Vehicle Access A future development connection to Puapuaanui Street was proposed in the November 2021 Final TIAR however that connection has since been omitted. Additionally, the construction of Royal Vistas Roadway was proposed in Phase 1 to provide development access through an intersection with Route 11. With this, a refuge lane was designed for the westbound left turn onto Route 11 to enable these vehicles to get onto Route 11 without conflicting with the southbound through movement. DPW noted concerns with the westbound left turn from Royal Vistas Roadway onto Route 11 but deferred to HDOT. DPW noted that the development connection to Lako Street needed to be made before the occupancy of Phase 1. Therefore,plans for the connection to Lako Street through Kekaunaoa Place were moved from Phase 2 to Phase 1. With this, the Royal Vistas Roadway westbound left turn onto Route 11 in Phase 1 were redistributed to Lako Street. A. Updated Phase 1 Project Related Vehicle Volumes Phase 1 project related vehicles were redistributed at Lako Street and along the Route 11 corridor based on the Existing (2019) traffic patterns at the study intersections for all Future With Project conditions. As part of the Phase 1 outbound project related trips, vehicles intersecting Route 11 at the westbound Royal Vistas Roadway approach, the southbound Kuakini Highway approach, and the southbound Lako Street approach were redistributed to access Route 11 through the new connection at Lako Street via Kekaunaoa Place and redistributed to the westbound Lako Street approach. These vehicles were routed using the same distribution as was done using Existing (2019)traffic patterns. This will impact the Future With Project conditions at these 3 intersections in 2024, 2029, and 2039 by redistributing all westbound left-turn vehicles from the Royal Vistas Roadway to the Route 11 at Lako Street intersection. The updated project generated and distributed trips for Phase 1 are shown in Figure 4, with the affected volumes shown in red. KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain Route 11 pp Route 11 o �T 1(3) CO o Route 19wwai urea ' = lk,—5[5) 1 Route 11 *---21[14) Route I Pr-1(1) Route 1 4[19) 61(39) N RautelitaKeaI1hou Route 19toWatmea ___ An 2 46 k_21(11) i 4-27(281 a { Roue 11 x � I 5(25)11-14 i Route 11 to K eauhou Route it _. L t Rnute 11 �� -I-- A 1(2) $ 5 ° ` o o r Y --- l t� V 91) t Y N Route 11 � � J4 Route I rr Route 11 Rout=_11 • 7 Zia k-5{q} � mVr k— fl tt� 4(z1 a y � � � �t � 8 � w w rn w m Route 11 Route 11 Legend Peak HOUrV41llmes Analyzed Royal5:gna'ized Uns"gna'"zed # # # $ �J Stop Sign AM(PM1 (veh/hrl intersection Vistas n-e s ci,ion inte•.sec-'on Roadway Figure 4: Updated Phase 1 Project Related Trips KTL Kona Villas November 2021 Final TIAR Addendum E-B EMB" F=m Page International 12/12/2022 Innovate I Adapt I Sustain B. Updated Future With Project Traffic Operations 1. Updated Future (2024) With Project The updated Future (2024) With Project volumes were updated with the Phase 1 Project Related trips and are shown in Figure 5. Route 11 Route 11 R 140(71y �qr,_9(14) n 44 ss[asy� Route 19taWaimea 1Q� 1XII� ~m 3E"51' Route 11 .-c:cg5 t Routell v K. T _..+- �_ Route 1 51E 133-� � 213[503)� z 39 Route 11 tcn_auhau ��0{0} y;° � Route 19 to Waimea s 7 a. k_529{360 } "� Route li = 107[190y� •�• 423[799" �"'� i as 124[291 Route 11 toKeauTou 7 P Route 11 140[1" Route 11 7 ^" 59(23) - LP } €?u 193[349q/ 75[116y"14 R + - } my� I ° Route 11 0 159(325y o 1,3 �i Route-11 LMiloa pve a w Route 11 Route 11 7 moo m rl a,a k-301{225} "-°" k�17(21) 12(11) 3 w� ti► 88{l4} w r r�� F.11(7) m N 281[14Sy� t f 48(30)— w�a�n L 1S3[335� .. 69(48 �^ E 5[11 _ [52 y m Not t0 Scala Route 11 v Route 11 Legend Royal Peak Hour Volumes Analysed Signalised lI nersec ion # # '# -�--- Vistas g � Stop Sign AM(PM)(vehfhr) Intersection Roadway Intersection Intersection Figure 5: Updated Future (2024)With Project Peak Hour Volumes KTL Kona Villas November 2021 Final TIAR Addendum m Page 10 International 12/12/2022 Innovate I Adapt I Sustain Updated Future (2024) With Project intersection and movement LOS and average delay (in seconds per vehicle)were determined for the AM and PM peak hours. Table 1 show the vehicular delay and LOS at each intersection. The shaded row indicates the overall intersection delay. Movements that operate at LOS E or worse are highlighted in yellow. By moving up the construction of the Kekuanaoa Place connection from 2029 to 2024, in conjunction with Phase 1, the traffic volume at Lako Street increases,resulting in the Route 11 southbound left turn operating at LOS E. However, a single movement does not constitute a Transportation Facility, and the overall intersection operates at an acceptable LOS D and LOS C in the AM and PM peak hours, respectively. Synchro output worksheets are attached to the end of this document. Table 1: Updated Future(2024)With Project Traffic Operations Intersection AM I PM Delay(sec/veh) v/c LOS Delay(sec/veh) v/c LOS Route 11&Royal Vistas(overall) 0.7 - 0.6 - Route 11 SB Left 10.3 0.02 B 11.2 0.08 B Royal Vistas WB Right 20.5 0.22 C 20.7 0.16 C Route 11&Kuakini Hwy(overall) 10.1 - 2.6 - Route 11 NB Left 40.7 0.92 E 18.1 0.56 C Kuakini EB Left 0.0 0.00 A 0.0 0.00 A Route 11&LakoSt(overall) 45.1 - D 28.5 - C Route 11 NB Left 18.0 0.12 B 18.7 0.17 B Route 11 NB Through 42.9 0.93 D 23.3 0.81 C Route 11 SB Left 59.6 0.88 E 25.0 0.68 C Route 11SBThrough 24.7 0.74 C 23.8 0.85 C Lako EB Left 92.0 0.94 F 69.6 0.84 E Lako EB Through-Right 48.1 0.15 D 50.3 0.16 D Lako WB Left 72.3 0.76 E 65.6 0.71 E Lako WB Through-Right 62.5 0.33 E 58.3 0.41 E KTL Kona Villas November 2021 Final TIAR Addendum m Page 11 International 12/12/2022 Innovate I Adapt I Sustain 2. Updated Future (2029) With Project Future (2029) With Project volumes were modified using the Updated Phase 1 Project Related trips and are shown in Figure 6. Route,li Route 11 R r 140(1�-- (14) I 44(10)-,"� T 7:-� Route l4 toWai m ry -S2S65�j Route I Route 11 - j l 165[2271u ✓ '4 1• } � Route 1 71[260},f$ 144(1059}� n V 213(503)- _ti "'w~'.'l I ',-log 16s)� �V ary Route ll to Keauhou 1�6{01 ,.. � Route 19towaimea s 7 2f T m� _545(368} `a a-763[700} m"' I ` 61(S4) x a c b h o Rome = 107(190,}� .. 447(S53" �w& Route 11 to K eaLwou Route 11 6 _Route ll 11-153; 'c �' jD- 193�13:9'/ t o 75 L1IJ F-�� vaiC-0" alm}�F Route 11 154(3251� g N A o Route 11 Route 11 Route 11 mwo 7 � m m v m w k4.307{2331 - m m.- �17(21) x p t —43{42) + 12(11) 3 1 31771w t l /16[7) T E Y $ f 3 N 293[152,-A ` 4s(30y L 182(343� E 5[11 6414smm - V�V Not to Scale Route 11 f- n�v Route 11 Legend Peak Hour Volumes Analyzed Royal Signalized lam, ' Unsignalized #(#� AM(PM1(vehfhr) � Intersection - vistas � Intersection � Intersection 1 Stop Sign Roadway Figure 6: Updated Future (2029)With Project Peak Hour Volumes KTL Kona Villas November 2021 Final TIAR Addendum m Page 12 International 12/12/2022 Innovate I Adapt I Sustain Updated Future (2029) With Project intersection and movement LOS and average delay (in seconds per vehicle)were determined for the AM and PM peak hours. Table 2 show the vehicular delay and LOS at each updated intersection. The shaded row indicates the overall intersection delay. Movements that operate at LOS E or worse are highlighted in yellow. Synchro output worksheets are attached to the end of this document. Table 2: Updated Future(2029)With Project Traffic Operations AM PM Intersection Delay(sec/veh) v/c LOS Delay(sec/veh) v/c LOS Route 11&Royal Vistas(overall) 1.5 - 1.1 - - Route 11 SB Left 10.6 0.04 B 12.5 0.15 B Royal Vistas WB Right 27.5 0.43 D 26.3 0.31 D Route 11&Kuakini Hwy(overall) 11.9 - 2.6 - Route 11 NB Left 49.3 0.96 E 19.4 0.59 C Kuakini EB Left 0.0 0.00 A 0.0 0.00 A Route 11&LakoSt(overall) 55.8 - E 32.7 - C Route 11 NB Left 18.5 0.13 B 22.3 0.19 C Route 11 NB Through 52.0 0.98 D 26.6 0.85 C Route 11SB Left 121.6 1.04 F 35.5 0.78 D Route 11SBThrough 25.5 0.78 C 26.5 0.88 C Lako EB Left 118.1 1.04 F 81.4 0.86 F Lako EB Through-Right 47.8 0.17 D 55.4 0.16 E Lako WB Left 68.9 0.78 E 72.3 0.75 E Lako WB Through-Right 58.5 0.31 E 63.5 0.40 E KTL Kona Villas November 2021 Final TIAR Addendum M Page 13 International 12/12/2022 Innovate I Adapt I Sustain 3. Updated Future (2039) With Project The updated Future (203 9) With Project volumes were updated with the Phase 1 Project Related trips and are shown in Figure 7. Route,li � r, Route 11 r a". 140(71) U 44(10) � -," s6[ss) n. Route 19 to Waimea x' tip i m �42 65 w ry —9051 Route 1 I .1 Route 11 - J l '165[2271u ✓ '4 1• $ } � Route 1 597(1160)— n V 213(503)- _ti m n log[68}� Route 11 to Keauhou 0{01 Route19 to Waimea s 7 2 f-� T„mom c V 545(368) w-+ a..�932(764) c b h s 1117[190)� Route 1 42Z[g Route 11 to Kea Route 11 140(104)„ Route 11 —59(23) Ej 112(53) 75 L1F-�� W a" 0[oy�L I v V 159(32 r m Route 11 v m g A F' Route I1 .� Route 11 Route 11 mmo nm k-307{233) 11-17(21) •+ —43{42) �^m +-12(11) 1031771w t l /16() T E Y $ f 3 8(30) f L N 1, 182(343� 1 t f - E 5[ll - V NV P� Not to Scale Route 11 m Route ll.� Lepend d Peak Hour Volumes Analyzed Royal Signalized Unsignalized # # # Vistas S Stop Sign AM)PM)(vehfhr) Intersection Roadway Intersection (�) Intersection Figure 7: Future (2039)With Project Peak Hour Volumes (updated) Future (2039) With Project intersection and movement LOS and average delay (in seconds per vehicle) were determined for the AM and PM peak hours. Table 3 show the vehicular delay and KTL Kona Villas November 2021 Final TIAR Addendum m Page 14 International 12/12/2022 Innovate I Adapt I Sustain LOS at each updated intersection. The shaded row indicates the overall intersection delay. Movements that operate at LOS E or worse are highlighted in yellow. Synchro output worksheets are attached to the end of this document. Table 3: Updated Future(2039)With Project Traffic Operations Intersection AM I PM Delay(sec/veh) v/c LOS Delay(sec/veh) v/c LOS Route 11&Royal Vistas(overall) 1.7 - 1.2 - Route 11 SB Left 11.2 0.04 B 13.3 0.17 B Royal Vistas WB Right 33.3 0.49 D 31.4 0.35 D Route 11&Kuakini Hwy(overall) 16.0 - 2.8 - Route 11 NB Left 71.0 1.04 F 22.9 0.64 C Kuakini EB Left 0.0 0.00 A 0.0 0.00 A Route 11&LakoSt(overall) 68.2 - E 48.7 - D Route 11 NB Left 21.7 0.16 C 31.4 0.28 C Route 11 NB Through 69.8 1.05 F 47.9 0.98 D Route 11SB Left 181.2 1.19 F 81.2 0.90 F Route 11SBThrough 29.0 0.83 C 37.7 0.96 D Lako EB Left 127.7 1.06 F 82.6 0.86 F Lako EB Through-Right 51.5 0.17 D 56.0 0.16 E Lako WB Left 73.3 0.79 E 73.0 0.75 E Lako WB Through-Right 62.4 0.31 E 11 64.1 0.40 E C. Future With Project Mitigation The November 2021 Final TIAR provided an analysis for all future years and a final mitigation recommendation for full buildout. Therefore, recommendations will be made for the updated intersections for the full buildout condition in Future (2039)with Project. 1. Royal Vistas Roadway Intersection All movements at the intersection of Route 11 and Royal Vistas Roadway are projected to operate at an acceptable LOS. No other improvements to this intersection are not recommended. 2. Kuakini Highway Intersection The Route 11 and Kuakini Highway intersection does not pass the 4-hour warrant or peak hour warrant when analyzing Route 11 as the major approach and Kuakini Highway as the minor approach due to the Kuakini Highway left turns not meeting the minimum traffic volume threshold. However, when analyzing the southbound Route 11 through as the major approach and the northbound Route 11 left turn as the minor approach (see Table 4), this intersection does pass the 4-hour warrant in Existing (2019). The satisfying of a signal does not require a traffic signal. Further analysis was done to check the effectiveness of a traffic signal at this intersection. Table 4: Future 2039 With Project Traffic Operations Time Major Approach Minor Approach Pass Warrant? Route 11 SB Through Route 11 NB Left 1 Lane&1 Lane Curve 7-8 AM 776 335 Yes 8-9 AM 683 467 Yes 3-4 PM 881 224 Yes 4-5 PM 872 264 Yes 5-6 PM 870 217 Yes Route 11 at Kuakini Highway was analyzed with protected and protected+permitted traffic signal phasing for the northbound left turn. A comparison of the different phasing for the future KTL Kona Villas November 2021 Final TIAR Addendum m Page 15 International 12/12/2022 Innovate I Adapt I Sustain conditions,including a scenario with the existing stop-control operation and the widening of Route 11 from 2 lanes to 4 lanes, can be found in Tables 5-7. The alternative that included 4-lanes on Route 11 operated the best. It is recommended that this intersection remain unsignalized, and that widening of Route 11 from Henry Street to Kamehameha IH Road HDOT project be completed. Table 5: Future (2024)With Project Traffic Operations at Route 11 and Kuakini Highway AM PM 2-Lane Route 11,Protected NB LT Signal Phasing on Kuakini Highway Delay v/c LOS Delay v/c LOS (sec/veh) (sec/veh) Route 11&Kuakini Hwy(overall) 35.0 - D 20.0 C Route 11 NB Left 68.8 0.98 E 76.6 0.93 E Route 11 NB Through 1.5 0.56 A 1.4 0.56 A Route 11 SB Through 46.4 0.96 D 19.1 0.84 B Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A 2-Lane Route 11,Protected+Permitted NB AM PM LT Signal Phasing on Kuakini Highway Delay v/c LOS Delay (sec/veh) (sec/veh) v/c LOS Route 11&Kuakini Hwy(overall) 20.5 - C 4.0 - A Route 11 NB Left 50.8 0.95 D 10.0 0.72 B Route 11 NB Through 1.5 0.56 A 1.5 0.56 A Route 11 SB Through 19.6 0.79 B 4.5 0.69 A Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A AM PM 4-Lane Route 11,Unsignalized Delay Delay (sec/veh) v/c LOS (sec/veh) v/c LOS Route 11&Kuakini Hwy(overall) 10.5 - 2.6 - A Route 11 NB Left 41.9 0.92 E 18.3 0.57 C Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A Table 6: Future (2029)With Project Traffic Operations at Route 11 and Kuakini Highway AM PM 2-Lane Route 11,Protected NB LT Signal Phasing on Kuakini Highway Delay v/c LOS Delay (sec/veh) (sec/veh) v/c LOS Route 11&Kuakini Hwy(overall) 38.8 - D 20.5 - C Route 11 NB Left 77.5 1.01 F 73.5 0.93 E Route 11 NB Through 1.6 0.59 A 1.7 0.60 A Route llSBThrough 52.0 0.99T D 22.0 1 0.89 C Kuakini Highway EB approach 0.0 0.00 A 0.0 1 0.00 A 2-Lane Route 11,Protected+Permitted NB AM PM LT Signal Phasing on Kuakini Highway Delay v/c LOS Delay v/c LOS (sec/veh) (sec/veh) Route 11&Kuakini Hwy(overall) 26.1 - C 4.8 - A Route 11 NB Left 59.0 0.96 E 13.6 0.76 B Route 11 NB Through 1.6 0.59 A 1.7 0.60 A Route llSBThrough 30.1 0.89 C 5.0 0.72 A Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A AM PM 4-Lane Route 11,Unsignalized Delay Delay (sec/veh) v/c LOS (sec/veh) v/c LOS Route 11&Kuakini Hwy(overall) 12.3 - 2.6 - A Route 11 NB Left 50.9 0.96 F 19.7 0.59 C Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A KTL Kona Villas November 2021 Final TIAR Addendum m Page 16 International 12/12/2022 Innovate I Adapt I Sustain Table 7: Future (2039)With Project Traffic Operations at Route 11 and Kuakini Highway 2-Lane Route 11,Protected NB LT Signal AM PM Phasing on Kuakini Highway Delay v/c LOS Delay v/c LOS (sec/veh) (sec/veh) Route 11&Kuakini Hwy(overall) 47.0 - D 25.2 - C Route 11 NB Left 100.7 1.08 F 81.4 0.94 F Route 11 NB Through 2.1 0.65 A 2.1 0.66 A Route llSBThrough 61.6 1.03 F 31.2 0.95 C Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A 2-Lane Route 11,Protected+Permitted NB AM PM LT Signal Phasing on Kuakini Highway Delay v/c LOS Delay (sec/veh) (sec/veh) v/c LOS Route 11&Kuakini Hwy(overall) 39.1 - D 6.8 - A Route 11 NB Left 86.8 1.04 F 26.0 0.86 C Route 11 NB Through 2.1 0.65 A 2.1 0.66 A Route llSBThrough 49.0 0.99 D 6.0 0.77 A Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A AM PM 4-Lane Route 11,Unsignalized Delay Delay (sec/veh) v/c LOS (sec/veh) v/c LOS Route 11&Kuakini Hwy(overall) 16.5 - 2.9 - A Route 11 NB Left 73.1 1.04 F 23.3 0.65 C Kuakini Highway EB approach 0.0 0.00 A 0.0 0.00 A 3. Lako Street Intersection The overall Route 11 at Lako Street intersection is projected to operate at LOS E during the AM peak hour,beginning in 2029. As an alternative to the Existing(2019)split phasing on Lako Street, the Lako Street approach left turns were analyzed with the following traffic signal phasing options: (1)protected, (2)permitted, (3)protected+permitted, and (4) split phasing with Route 11 widened from 2 lanes to 4 lanes. A comparison of the phasing alternatives and the widening of Route 11 are shown in Tables 8-10 for 2024, 2029, and 2039. The protected phasing for Lako Street(Option 1) resulted in the intersection operations at LOS E in Future (2039) With Project during the AM peak hour and is not recommended. Permitted (Option 2) or protected+permitted (Option 3) phasing will operate at an overall acceptable LOS for all future years and can be considered for the Lako Street approaches if sight distance is adequate. If sight distance is inadequate, the split phasing should remain, and Route 11 should be widened from 2 lanes to 4 lanes (Option 4). In addition, the eastbound left turns from Lako Street onto Route 11 are nearing 300 vehicles per hour, which is the threshold for when a second left turn lane is beneficial. The widening of Route 11 from 2 lanes to 4 lanes will allow for 2 receiving lanes Route 11 to accommodate dual eastbound left turn lanes. KTL Kona Villas November 2021 Final TIAR Addendum EB" F=M Page 17 International 12/12/2022 Innovate I Adapt I Sustain Table 8: Future (2024)With Project Traffic Operations at Route 11 and Lako Street 2-Lane Route 11,Protected Left Turn Signal AM PM (sec/veh) (sec/veh) Phasing on Lako Street Delay v/c LOS Delay v/c LOS Route 11&Lako St(overall) 40.9 - D 26.3 - C Route 11 NB Left 15.6 0.12 B 16.9 0.16 B Route 11 NB Through 41.4 0.95 D 20.9 0.80 C Route 11 SB Left 50.6 0.85 D 21.7 0.65 C Route 11 SB Through 22.4 0.75 C 21.4 0.84 C Lako EB Left 78.5 0.93 E 68.0 0.84 E Lako EB Through-Right 42.4 0.17 D 51.4 0.19 D Lako WB Left 61.4 0.75 E 64.3 0.71 E Lako WB Through-Right 57.9 0.49 E 63.2 0.57 E 2-Lane Route 11, Permitted Left Turn Signal AM PM �(sec/veh)� (sec/veh) Phasing on Lako Street Delay v/c Los Delay v/c LOS Route 11&Lako St(overall) 33.5 - C 21.8 - C Route 11 NB Left 15.0 0.12 B 14.0 0.16 B Route 11 NB Through 37.8 0.93 D 19.7 0.83 B Route 11 SB Left 46.0 0.81 D 18.6 0.64 B Route 11 SB Through 21.4 0.74 C 20.4 0.86 C Lako EB Left 46.4 0.77 D 39.1 0.58 D Lako EB Through-Right 33.1 0.11 C 32.1 0.10 C Lako WB Left 36.9 0.25 D 34.7 0.26 C Lako WB Through-Right 33.0 0.09 C 32.4 0.15 C 2-Lane Route 11,Prot+Perm Left Turn AM PM Signal Phasing on Lako Street Delay v/c Los Delay �(sec/veh)� (sec/veh) v/c LOS Route 11&Lako St(overall) 31.2 - C 23.1 - C Route 11 NB Left 12.8 0.11 B 14.7 0.16 B Route 11 NB Through 29.9 0.88 C 20.0 0.82 B Route 11 SB Left 31.2 0.71 C 19.4 0.64 B Route 11 SB Through 18.2 0.71 B 20.7 0.86 C Lako EB Left 61.5 0.85 E 47.9 0.66 D Lako EB Through-Right 45.2 0.21 D 43.0 0.24 D Lako WB Left 49.7 0.41 D 40.7 0.31 D Lako WB Through-Right 57.8 0.49 E 47.3 0.46 D AM PM 4-Lane Route 11,Split Phasing on Lako Street Delay v/c Los Delay v/c LOS �(sec/veh)� (sec/veh) Route 11&Lako St(overall) 22.2 - C 16.0 - B Route 11 NB Left 12.8 0.10 B 9.9 0.12 A Route 11 NB Through 21.4 0.70 C 15.5 0.62 B Route 11 SB Left 15.0 0.52 B 10.9 0.51 B Route 11 SB Through 16.1 0.52 B 13.2 0.60 B Lako EB Left 40.3 0.85 D 32.5 0.75 C Lako EB Through-Right 24.4 0.14 C 25.5 0.14 C Lako WB Left 38.0 0.67 D 33.6 0.60 C Lako WB Through-Right 32.7 i 0.29 C 30.0 0.34 C KTL Kona Villas November 2021 Final TIAR Addendum EB" F=m Page 18 International 12/12/2022 Innovate I Adapt I Sustain Table 9: Future (2029)With Project Traffic Operations at Route 11 and Lako Street 2-Lane Route 11,Protected Left Turn Signal AM PM (sec/veh) (sec/veh) Phasing on Lako Street Delay v/c Los Delay v/c Los Route 11&Lako St(overall) 45.0 - D 29.2 - C Route 11 NB Left 15.7 0.12 B 19.5 0.17 B Route 11 NB Through 41.3 0.95 D 23.0 0.83 C Route 11 SB Left 64.6 0.87 E 28.8 0.72 C Route 11 SB Through 21.8 0.75 C 23.0 0.86 C Lako EB Left 104.0 1.00 F 78.9 0.86 E Lako EB Through-Right 49.2 0.20 D 56.8 0.20 E Lako W B Left 67.5 0.80 E 70.8 0.75 E Lako WBThrough-Right 65.2 0.56 E 70.4 0.60 E AM PM 2-Lane Route 11,Permitted Left Turn Signal Phasing on Lako Street Delay v/c LOS Delay (sec/veh) (sec/veh) v/c LOS Route 11&Lako St(overall) 42.3 - D 23.7 - C Route 11 NB Left 16.4 0.13 B 16.5 0.16 B Route 11 NB Through 50.7 0.99 D 19.8 0.81 B Route 11 SB Left 91.4 0.96 F 23.4 0.67 C Route 11 SB Through 23.2 0.77 C 19.9 0.84 B Lako EB Left 46.9 0.77 D 54.8 0.65 D Lako EB Through-Right 33.3 0.10 C 44.4 0.11 D Lako W B Left 37.6 0.29 D 48.4 0.31 D Lako WBThrough-Right 33.2 0.09 C 44.8 0.15 D 2-Lane Route 11,Prot+Perm Left Turn Signal AM PM (sec/veh) (sec/veh) Phasing on Lako Street Delay v/c LOS Delay v/c LOS Route 11&Lako St(overall) 34.6 - C 24.6 - C Route 11 NB Left 13.5 0.11 B 16.3 0.16 B Route 11 NB Through 34.9 0.93 C 20.1 0.82 C Route 11 SB Left 42.5 0.81 D 23.4 0.68 C Route 11 SB Through 19.2 0.74 B 20.2 1 0.85 C Lako EB Left 64.5 0.87 E 61.0 0.72 E Lako EB Through-Right 46.8 0.24 D 52.6 0.26 D Lako W B Left 48.5 0.43 D 50.4 0.37 D Lako WBThrough-Right 58.2 0.52 E 60.4 0.56 E AM PM 4-Lane Route 11,Split Phasing on Lako Street Delay v/c LOS Delay v/c LOS (sec/veh) (sec/veh) Route 11&Lako St(overall) 23.6 - C 16.8 - B Route 11 NB Left 13.4 0.11 B 10.3 0.12 B Route 11 NB Through 23.2 0.75 C 16.6 0.66 B Route 11 SB Left 16.8 0.55 B 11.8 0.54 B Route 11 SB Through 17.0 0.55 B 13.9 0.63 B Lako EB Left 42.0 0.86 D 32.7 0.75 C Lako EB Through-Right 25.0 0.14 C 25.6 0.14 C Lako W B Left 38.3 0.69 D 34.3 0.63 C Lako WBThrough-Right 32.6 0.27 C 30.0 0.34 C KTL Kona Villas November 2021 Final TIAR Addendum EB" F=m Page 19 International 12/12/2022 Innovate I Adapt I Sustain Table 10: Future(2039)With Project Traffic Operations at Route 11 and Lako Street 2-Lane Route 11,Protected Left Turn Signal AM PM (sec/veh) (sec/veh) Phasing on Lako Street Delay v/c LOS Delay v/c LOS Route 11&Lako St(overall) 58.3 - E 38.6 - D Route 11 NB Left 18.3 0.14 D 27.3 0.24 C Route 11 NB Through 55.7 1.01 F 30.3 0.91 C Route 11 SB Left 163.8 1.14 F 54.3 0.88 D Route 11 SB Through 24.3 0.80 C 31.9 0.94 C Lako EB Left 113.0 1.02 F 98.7 0.91 F Lako EB Through-Right 52.8 0.21 D 54.4 0.20 D Lako W B Left 72.2 0.81 E 79.3 0.79 E Lako WBThrough-Right 69.6 0.57 E 67.0 0.60 E AM PM 2-Lane Route 11,Permitted Left Turn Signal Phasing on Lako Street Delay v/c LOS Delay (sec/veh) (sec/veh) v/c LOS Route 11&Lako St(overall) 54.8 - D 30.5 - C Route 11 NB Left 19.3 0.16 B 24.1 0.22 C Route 11 NB Through 70.8 1.06 F 26.0 0.90 C Route 11 SB Left 141.8 1.11 F 41.1 0.84 D Route 11 SB Through 27.3 0.84 C 28.8 0.93 C Lako EB Left 47.5 0.77 D 51.2 0.64 D Lako EB Through-Right 33.7 0.10 C 41.5 0.10 D Lako W B Left 38.1 0.29 D 45.3 0.31 D Lako WBThrough-Right 33.6 0.09 C 41.9 0.15 D 2-Lane Route 11,Prot+Perm Left Turn Signal AM PM (sec/veh) (sec/veh) Phasing on Lako Street Delay v/c LOS Delay v/c LOS Route 11&Lako St(overall) 42.7 - D 28.4 - C Route 11 NB Left 14.1 0.12 B 22.1 0.19 C Route 11 NB Through 39.6 0.96 D 21.3 0.85 C Route 11 SB Left 73.8 0.89 E 32.7 0.75 C Route 11 SB Through 18.8 0.76 B 23.0 1 0.89 C Lako EB Left 104.2 1.00 F 79.1 0.80 E Lako EB Through-Right 54.6 0.29 D 61.8 0.26 E Lako W B Left 54.1 0.45 D 61.1 0.42 E Lako WBThrough-Right 65.3 0.56 E 72.8 0.62 E AM PM 4-Lane Route 11,Split Phasing on Lako Street Delay v/c LOS Delay v/c LOS (sec/veh) (sec/veh) Route 11&Lako St(overall) 23.8 - C 17.6 - B Route 11 NB Left 13.6 0.12 B 10.7 0.14 B Route 11 NB Through 25.0 0.80 C 17.5 0.71 B Route 11 SB Left 19.3 0.60 B 13.3 0.57 B Route 11 SB Through 17.7 0.60 B 14.9 0.69 B Lako EB Left 43.7 0.86 D 33.1 0.75 C Lako EB Through-Right 25.3 0.14 C 26.0 0.14 C Lako W B Left 38.7 0.69 D 34.7 0.64 C Lako WBThrough-Right 33.0 0.27 C 30.4 0.34 C KTL Kona Villas November 2021 Final TIAR Addendum m Page 20 International 12/12/2022 Innovate I Adapt I Sustain V. Summary and Recommendations Comments dated September 28, 2022 from the COH DPW Traffic Division were received and subsequent discussions with DPW resulted in an agreement to provide an addendum to the November 2021 Final TIAR to address the comments. Comment#1:Include the project connection to Lako Street, through Kekauanaoa Place, in Phase I as opposed to the original plans to include in Phase 2. The westbound left turns exiting the project from the Royal Vistas Roadway were redistributed to Lako Street via Kekaunaoa Place for all Future With Project conditions. Traffic analysis and recommendations based on this update are addressed below. Comment 2:Provide further documentation to support the need for State ofHawaii DOT to widen Route 11 from 2 lanes to 4 lanes, between Henry Street and Kamehameha III Road. Existing(2019)traffic analysis showed the Kuakini Highway and Lako Street intersections with existing movements that operate at LOS E or worse. Kuakini Highway passed the 4- hour traffic signal warrant in Existing(2019). Future analysis showed that the widening of Route 11 from 2 lanes to 4 lanes at Kuakini Highway would result in the best overall intersection operation while maintaining acceptable LOS for the Route 11 through movements. Comment#3: Include a discussion about the existing vehicular bottleneck along Route 11 at the intersection with Nani Kailua Drive. It was concluded that traffic signal phasing and the widening of Route 11 from 2 lanes to 4 lanes could improve intersection operations at Route 11 at Nani Kailua Drive. Regional traffic could also benefit from the extension of Nani Kailua Drive to Kuakini Highway, and the Oneo Lane extension from the proposed Nani Kailua Drive extension to Alii Road. Comment#4:Include clarification as to why "no action" (doing nothing) is better than installing a traffic signal or a roundabout at the unsignalized intersections of concern. The Hualalai Street (north) and Hualalai Street (south) intersections had poor side-street operations however they did not pass traffic signal warrants and an analysis as single-lane roundabouts was also poor. Due to the fact that the overall left turn volume at these intersections during the peak hours are relatively low it was determined that priority should be given to the Route 11 through traffic and the intersections remain as they exists. Comment#5: Mitigation for Lako Street The intersection of Route 11 and Lako Street will operate at LOS E beginning in 2029. Alternatives to the existing Lako Street traffic signal phasing resulted in acceptable LOS as permitted and protected+permitted. These should only be considered if adequate sight distance can be provided. With 4 lanes along Route 11, traffic operations at Lako Street were acceptable within existing signal phasing. With the widening, it is also recommended to consider a second Lako Street left turn lane. 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N l0 00 > y Ln > > > > m E E o ri c.i 0 0 06 0; OC U V) $ s 4, V c C ° +� L 4� C a) 3 m W o c s O E O o s sao -le >, M Q ° > C a) o a) ++ m L — 0 = f 6 M N 3 to L > as, 0 i > � -a s OL Q s .O o 3 Y � >0 N ++ `~ C L 4' s -a 4' c L '� c6 - to � -a 4- 2 C (1) = m 4' u 3 'a u N N 'E u p ° O V)) N a) c U s m s m a s *' N ono s° a tin s -a Um 4, c cn a`�i `� s a"i � •N s � C Y ° 3 a U s a +, N O 'a c6 m p f6 U L 7 >, p -a L C L (6 -a U 0 � 0 0 V) 0 fC: �O 0 0 a) O 2 OL a) a) C CA s 4� +� a) a s o nz nz a) a) � -a V) a) V) U a) 4- s m c U -a a � o +6 c 0 Q- +' .� a u o 3 2 N 2 N C •N 4- 2 N a) (C6 C a-•� s } C a) 0 -a O 0 a) 0 +J N E w •o_ E s N s C J m L 3 0 0 L L a) a) m m z a) O (6 O c I a) C Y OJ ate) E a N z s o > � 'a 'a L E 3 0 'a L C _a V) _ �, O > c 3 U � 0 3 _ � a) ° a E E a) a) m om - '}N u a) a a- `� CL s L U 4- 6 a) o 3 O L to s C s L p p 0 ,� F f6 4' C tw 0 0 +� U O 2 -a ° = to E 4 nz 3 in ° 2 2 L 3 O U L0 C C 0 W nz o 0 — a) � � N 'a — N }, C C W � N E C a) O L N Q +., p N � C f6 C = ++ Q 0 Vl R L Q Vl OC 0 a Q. ar > E E m 0 0 GC U Comment-Response Spreadsheet from DPW Comments dated September 28, 2022 County of Hawai'i Department of Public Works - Traffic Division September 28, 2022 )Teems u 57 To: Christian Kay, Planning Department From: Aaron Takaba(ATT), DPW TRF Reference Name: Royal Vistas Reference Number: TMK: (3) 7-6-021:016, and 17 Item Pg No Comment B 1 Signalized intersections along Hwy 11: Palani Rd, Henry St, ATT Malulani Dr, Nani Kailua Dr, Puapuaanui St, Lako St, Seaview Cir, Laaloa Ave, Kamehameha III Rd. Why were the highlighted intersections not studied? ........ ........ .............................................................................................................................................................................................................................................................................. Hwy 11 at Lako St EB left turn is very congested in the AM ATT during school traffic and in PM peak hour. This has caused problems on lower Lako St and Kupuna St. Other than mitigating the cut-through traffic on residential Kupuna ATT St, I feel the benefit of the Lako St extension is minimal with respect to the scope of this study. This extension would probably add more traffic to an already congested intersection at Hwy 11. Hwy 11 is very congested, particularly in the AM peak northbound. ATT It has been observed that the pinch point is Lako St and back-ups occur from Lako St to the adjacent signals including Seaview Cir, Laaloa Ave, and Kamehameha III Rd. coordination A implementedlemente( Land SP da tive i.Li.U-pEpgess. Lako St traffic signal is currently split phase, I believe due to a ATT sight distance concern westbound and possibly eastbound. This phasing, while it may address a safety concern, is not efficient since yyou add another clearance phase to the cycle. ...........................................................p...... y............................................................................................................................................ Changing Lako St signal from split phase to a concurrent green ball ATT will be difficult due to driver habits and sight distance restrictions. Significant improvements should be made at this intersection to improve sight distance and to provide protected left turn phasing (State standard) or protected/permissive if approved. Also, dual left turn lanes (and Hwy 11 widening) should be provided eastbound as the AM count is nearing 300 vph. Please confirm/explain how LOS at Lako St is best with split phase ATT (p ermissive left turns is second best). Adding lanes on Hwy H from Henry St to Kamehameha III Rd is ATT needed now as AM and PM peaks typically result in large backups. Generally, northbound in AM and southbound in PM. Z:A2-PLAN REVIEW COMMENTS\N.Kona\Royal Vistas\Royal Vistas TIAR Review-210928(ATT).doc County of Hawai'i is an Equal Opportunity Provider and Employer. Page 1 of 2 Hwy 11 at Hualalai Rd (south): ATT My 2021 comment to May 2020 TIAR: "WB right turn LOS F with project." Updated Nov 30, 2021, TIAR does not show LOS analysis for WB right turn from 2024 without project(pg. 28) and beyond. Proper mitigating measures for right turns (acceleration lane recommended by 2024) and left turns should be provided. There is no recommendation to address the left turns once roundabout was found to degrade overall LOS. Hwy 11 at Royal Vistas Roadway: ATT WB left turn LOS F in 2024. Mitigating measures are needed, such as: -Right in/right out; -Connection to Lako St; and -Improvements to Lako St since recommendation is to divert traffic to Lako St with Phase 2. Connection to Lako St needs to be made from the onset versus before occupancy ancy phase hase 2. ...................................................... .............................................................. ................. ................. ............................................................................................................................................................................................................................................. Hwy 11 at Lako St: ATT -EB left turn LOS E to LOS F in 2024 without project. -WB through/right LOS D to E in 2024 with project. Significant improvements need to be made due to the added traffic on Lako St generated by the Royal Vistas development and the eastbound left turn approaching 300 vph. This should include a WB dual left turn lane, Hwy 11 road widening, and WB right turn acceleration lane. Hwy H 11 at Kamehameha III Rd: ATT My 2021 comment to May 2020 TIAR: "Overall LOS BIC to LOS C with project. WB approach LOSE with project." Why did the LOS values improve with the updated Nov 30, 2021, TIAR? ......... ......... ................................................................................................................................................................................................................................................................................ ATT Critical unsignalized intersections, including Kuakini Hwy and the ATT two Hualalai Rd intersections need to be evaluated further. Current study identifies low LOS but recommends doing nothing., Need more information to determine how much Alii Hwy would ATT mitigate traffic concerns along Hwy 11. Z:A2-PLAN REVIEW COMMENTS\N.Kona\Royal Vistas\Royal Vistas TIAR Review-210928(ATT).doc County of Hawai'i is an Equal Opportunity Provider and Employer. Page 2 of 2 O Q = _ E J O = O V 0 E O 7 � O O Y N E ow, p N= p N m 7 O > Z O- 7 N w o = °o = m = O p p = O � _ O N N N O O O a 0 .E O_ Z -O Z Z Z Np ?� m O E N Z = m O00 v t = v = 7 p O — m Q m O -0m m W Z O- Q E Y_ O -o O 0 i) E -p u > O O U 3 0 o CL It v o v a = vi p N Y = N N N V p � _ = N O O O _ 'p '� Z Z Z E a .' 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cc V 0 v 0O = m c v z m o a O_ w *p -Q E L a > ° a m - O E E a o_0 O N E Y - , TK O o -6+ amTm 3 -0 > t a T ,E Q t d o .� a m m o m E ELv m E a c m L -Q 'in a) O N N 7 7 O t O T t m in N m m O m O ++ v v < bn c z � L^ m ° s m ° a ' 3 n m 0) Z u v 3 - o v Tat E m o ' m y .S ° = Ga a �' 3 V v 3 v > E ° o m m V c $ — o m ° N + v O s p O O a) a) fi E t O J N 'C N a) O a) `~ Y O m W GO '6 GO 7 a) Lf1 m Q O > > >' m O C .V .� QO m Y t Ol t >, > O t m O p t O m V O 7 m m Gn 0 V t a) m O ti V 0 > 3 J z x a) s m o �2 n E 3 'o J E m Y m K t 6 O O T m o u _ E V L >O y = b0 O D Z bn in = E O J V a) 0 O O O V1 N 0 7 { a L O 0 O \ a a Obn E O m L a) C N 7 L E O 0 +o O v V K J W t V K O Q_ a v -O O m a) 0 3 a) m j O 'J J c a v 0 t > C N V ° O V E o - ° to '6 2 a) N ,M a E E F- Q- o 3 ° Y m M1 -0 � OQ io > Q 'O ° T C r 0 � — m m 7 E T a) a O O. t a) N T N 3 o 3 2 2 -0 J Z Q ti N M � c-I c-I c-I Synchro Analysis Worksheets HCM 6th TWSC 2024 AM With Project 6: Route 11 & Kuakini Street 11/29/2022 Intersection Int Delay,s/veh 10.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Traffic Vol,veh/h 0 159 604 914 905 0 Future Vol,veh/h 0 159 604 914 905 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 4 2 5 5 7 Mvmt Flow 0 171 649 983 973 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 3254 - 973 0 0 Stage 1 973 Stage 2 2281 Critical Hdwy 6.42 4.12 Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 2.218 Pot Cap-1 Maneuver 10 0 709 Stage 1 366 0 - Stage 2 82 0 - Platoon blocked, % Mov Cap-1 Maneuver 1 - 709 Mov Cap-2 Maneuver 1 Stage 1 31 Stage 2 82 Approach EB NB SB HCM Control Delay,s 0 16.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 709 HCM Lane V/C Ratio 0.916 HCM Control Delay(s) 40.7 0 0 HCM Lane LOS E A A HCM 95th %tile Q(veh) 12.3 5:00 pm Baseline Synchro 10 Report Page 6 HCM 6th Signalized Intersection Summary 2024 AM With Project 7: Route 11 & Lako Street /Lako Street 1I11/29/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Future Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 317 333 123 131 284 1058 194 1104 Arrive On Green 0.18 0.18 0.00 0.07 0.07 0.00 0.03 0.57 0.00 0.06 0.60 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 22.9 3.2 0.0 7.2 3.0 0.0 1.1 66.7 0.0 5.6 44.0 0.0 Cycle Q Clear(g_c),s 22.9 3.2 0.0 7.2 3.0 0.0 1.1 66.7 0.0 5.6 44.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 317 333 123 131 284 1058 194 1104 V/C Ratio(X) 0.94 0.15 0.76 0.33 0.12 0.93 0.88 0.74 Avail Cap(c_a),veh/h 317 333 263 278 301 1058 224 1104 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 56.0 47.9 0.0 63.0 61.0 0.0 17.8 27.5 0.0 32.0 20.2 0.0 Incr Delay(d2),s/veh 36.0 0.2 0.0 9.3 1.5 0.0 0.2 15.4 0.0 27.6 4.5 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 %ile BackOfQ(50%),veh/In 13.4 1.5 0.0 3.6 1.5 0.0 0.5 33.2 0.0 4.7 19.8 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 92.0 48.1 0.0 72.3 62.5 0.0 18.0 42.9 0.0 59.6 24.7 0.0 LnGrp LOS F D E E B D E C Approach Vol,veh/h 350 137 1021 988 Approach Delay,s/veh 85.6 69.2 42.0 30.7 Approach LOS F E D C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 12.2 82.5 29.0 8.2 86.5 14.1 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 10.1 76.9 24.5 5.0 82.0 20.5 Max Q Clear Time(g_c+I1),s 7.6 68.7 24.9 3.1 46.0 9.2 Green Ext Time(p-c),s 0.1 4.6 0.0 0.0 7.4 0.3 Intersection Summary HCM 6th Ctrl Delay 45.1 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 7 HCM 6th TWSC 2024 AM With Project 9: Route 11 & Royal Vistas 11/29/2022 Intersection Int Delay,s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 0 61 914 14 13 903 Future Vol,veh/h 0 61 914 14 13 903 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield Yield - None Storage Length 0 0 500 500 - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 66 993 15 14 982 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2003 993 0 0 993 0 Stage 1 993 - - - - - Stage 2 1010 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 66 298 696 Stage 1 359 - - Stage 2 352 - - Platoon blocked, % Mov Cap-1 Maneuver 65 298 696 Mov Cap-2 Maneuver 65 - - Stage 1 359 Stage 2 345 Approach WB NB SB HCM Control Delay,s 20.5 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity(veh/h) 298 696 HCM Lane V/C Ratio 0.222 0.02 HCM Control Delay(s) 0 20.5 10.3 HCM Lane LOS A C B HCM 95th %tile Q(veh) 0.8 0.1 5:00 pm Baseline Synchro 10 Report Page 9 HCM 6th TWSC 2024 PM With Project 6: Route 11 & Kuakini Street 11/29/2022 Intersection Int Delay,s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Traffic Vol,veh/h 0 325 340 979 1109 0 Future Vol,veh/h 0 325 340 979 1109 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 8 2 2 3 2 6 Mvmt Flow 0 332 347 999 1132 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2825 - 1132 0 0 Stage 1 1132 Stage 2 1693 Critical Hdwy 6.48 4.12 Critical Hdwy Stg 1 5.48 - Critical Hdwy Stg 2 5.48 - Follow-up Hdwy 3.572 2.218 Pot Cap-1 Maneuver 19 0 617 Stage 1 299 0 - Stage 2 158 0 - Platoon blocked, % Mov Cap-1 Maneuver 8 - 617 Mov Cap-2 Maneuver 8 Stage 1 131 Stage 2 158 Approach EB NB SB HCM Control Delay,s 0 4.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 617 HCM Lane V/C Ratio 0.562 HCM Control Delay(s) 18.1 0 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 3.5 5:00 pm Baseline Synchro 10 Report Page 6 HCM 6th Signalized Intersection Summary 2024 PM With Project 7: Route 11 & Lako Street /Lako Street 1I11/29/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Future Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 183 195 102 105 229 1174 304 1237 Arrive On Green 0.10 0.10 0.00 0.06 0.06 0.00 0.03 0.63 0.00 0.06 0.66 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 10.6 1.8 0.0 4.9 2.8 0.0 0.9 47.7 0.0 4.9 53.9 0.0 Cycle Q Clear(g_c),s 10.6 1.8 0.0 4.9 2.8 0.0 0.9 47.7 0.0 4.9 53.9 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 183 195 102 105 229 1174 304 1237 V/C Ratio(X) 0.84 0.16 0.71 0.41 0.17 0.81 0.68 0.85 Avail Cap(c_a),veh/h 258 275 262 268 248 1174 381 1237 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 53.9 50.0 0.0 56.7 55.7 0.0 18.3 17.0 0.0 21.4 16.2 0.0 Incr Delay(d2),s/veh 15.8 0.4 0.0 8.8 2.5 0.0 0.3 6.2 0.0 3.6 7.7 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 %ile BackOfQ(50%),veh/In 5.5 0.9 0.0 2.5 1.4 0.0 0.5 21.0 0.0 3.7 23.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 69.6 50.3 0.0 65.6 58.3 0.0 18.7 23.3 0.0 25.0 23.8 0.0 LnGrp LOS E D E E B C C C Approach Vol,veh/h 185 116 994 1265 Approach Delay,s/veh 66.4 62.9 23.1 24.0 Approach LOS E E C C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 11.7 82.0 17.3 8.2 85.5 11.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 12.5 73.5 18.0 5.0 81.0 18.0 Max Q Clear Time(g_c+I1),s 6.9 49.7 12.6 2.9 55.9 6.9 Green Ext Time(p-c),s 0.3 8.5 0.3 0.0 10.3 0.2 Intersection Summary HCM 6th Ctrl Delay 28.5 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 7 HCM 6th TWSC 2024 PM With Project 9: Route 11 & Royal Vistas 11/29/2022 Intersection Int Delay,s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 0 39 979 41 45 1067 Future Vol,veh/h 0 39 979 41 45 1067 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 0 500 500 - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 42 1064 45 49 1160 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2322 1064 0 0 1109 0 Stage 1 1064 - - - - - Stage 2 1258 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 41 271 630 Stage 1 332 - - Stage 2 268 - - Platoon blocked, % Mov Cap-1 Maneuver 38 271 630 Mov Cap-2 Maneuver 38 - - Stage 1 332 Stage 2 247 Approach WB NB SB HCM Control Delay,s 20.7 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity(veh/h) 271 630 HCM Lane V/C Ratio 0.156 0.078 HCM Control Delay(s) 0 20.7 11.2 HCM Lane LOS A C B HCM 95th %tile Q(veh) 0.5 0.3 5:00 pm Baseline Synchro 10 Report Page 9 HCM 6th TWSC 2029 AM With Project 6: Route 11 & Kuakini Street 11/29/2022 Intersection Int Delay,s/veh 11.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Traffic Vol,veh/h 0 159 608 968 945 0 Future Vol,veh/h 0 159 608 968 945 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 4 2 5 5 7 Mvmt Flow 0 171 654 1041 1016 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 3365 - 1016 0 0 Stage 1 1016 Stage 2 2349 Critical Hdwy 6.42 4.12 Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 2.218 Pot Cap-1 Maneuver 9 0 683 Stage 1 350 0 - Stage 2 76 0 - Platoon blocked, % Mov Cap-1 Maneuver 0 - 683 Mov Cap-2 Maneuver 0 Stage 1 15 Stage 2 76 Approach EB NB SB HCM Control Delay,s 0 19 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 683 HCM Lane V/C Ratio 0.957 HCM Control Delay(s) 49.3 0 0 HCM Lane LOS E A A HCM 95th %tile Q(veh) 13.9 5:00 pm Baseline Synchro 10 Report Page 6 HCM 6th Signalized Intersection Summary 2029 AM With Project 7: Route 11 & Lako Street /Lako Street 1I11/29/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Future Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 290 305 140 148 263 1056 164 1102 Arrive On Green 0.16 0.16 0.00 0.08 0.08 0.00 0.03 0.56 0.00 0.06 0.59 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 21.5 3.1 0.0 8.1 3.1 0.0 1.1 71.7 0.0 7.5 45.8 0.0 Cycle Q Clear(g_c),s 21.5 3.1 0.0 8.1 3.1 0.0 1.1 71.7 0.0 7.5 45.8 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 290 305 140 148 263 1056 164 1102 V/C Ratio(X) 1.04 0.17 0.78 0.31 0.13 0.98 1.04 0.78 Avail Cap(c_a),veh/h 290 305 248 262 282 1056 164 1102 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 55.2 47.5 0.0 59.6 57.3 0.0 18.2 28.1 0.0 41.1 20.2 0.0 Incr Delay(d2),s/veh 62.8 0.3 0.0 9.2 1.2 0.0 0.2 23.9 0.0 80.5 5.4 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 %ile BackOfQ(50%),veh/In 14.7 1.5 0.0 4.0 1.5 0.0 0.4 37.5 0.0 9.1 20.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 118.1 47.8 0.0 68.9 58.5 0.0 18.5 52.0 0.0 121.6 25.5 0.0 LnGrp LOS F D E E B D F C Approach Vol,veh/h 352 156 1073 1025 Approach Delay,s/veh 107.9 65.8 50.9 41.5 Approach LOS F E D D Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 12.0 79.0 26.0 8.1 82.9 15.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 74.5 21.5 5.0 77.0 18.5 Max Q Clear Time(g_c+I1),s 9.5 73.7 23.5 3.1 47.8 10.1 Green Ext Time(p-c),s 0.0 0.6 0.0 0.0 7.6 0.3 Intersection Summary HCM 6th Ctrl Delay 55.8 HCM 6th LOS E Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 7 HCM 6th TWSC 2029 AM With Project 9: Route 11 & Royal Vistas 11/29/2022 Intersection Int Delay,s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 0 108 968 25 22 950 Future Vol,veh/h 0 108 968 25 22 950 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield Yield - None Storage Length 0 0 500 500 - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 117 1052 27 24 1033 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2133 1052 0 0 1052 0 Stage 1 1052 - - - - - Stage 2 1081 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 54 275 662 Stage 1 336 - - Stage 2 326 - - Platoon blocked, % Mov Cap-1 Maneuver 52 275 662 Mov Cap-2 Maneuver 52 - - Stage 1 336 Stage 2 314 Approach WB NB SB HCM Control Delay,s 27.5 0 0.2 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity(veh/h) 275 662 HCM Lane V/C Ratio 0.427 0.036 HCM Control Delay(s) 0 27.5 10.6 HCM Lane LOS A D B HCM 95th %tile Q(veh) 2 0.1 5:00 pm Baseline Synchro 10 Report Page 9 HCM 6th TWSC 2029 PM With Project 6: Route 11 & Kuakini Street 11/29/2022 Intersection Int Delay,s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Traffic Vol,veh/h 0 325 341 1056 1157 0 Future Vol,veh/h 0 325 341 1056 1157 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 8 2 2 3 2 6 Mvmt Flow 0 332 348 1078 1181 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2955 - 1181 0 0 Stage 1 1181 Stage 2 1774 Critical Hdwy 6.48 4.12 Critical Hdwy Stg 1 5.48 - Critical Hdwy Stg 2 5.48 - Follow-up Hdwy 3.572 2.218 Pot Cap-1 Maneuver 15 0 591 Stage 1 283 0 - Stage 2 144 0 - Platoon blocked, % Mov Cap-1 Maneuver 6 - 591 Mov Cap-2 Maneuver 6 Stage 1 116 Stage 2 144 Approach EB NB SB HCM Control Delay,s 0 4.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 591 HCM Lane V/C Ratio 0.589 HCM Control Delay(s) 19.4 0 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 3.8 5:00 pm Baseline Synchro 10 Report Page 6 HCM 6th Signalized Intersection Summary 2029 PM With Project 7: Route 11 & Lako Street /Lako Street 1I11/29/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Future Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 184 196 107 110 205 1199 268 1259 Arrive On Green 0.10 0.10 0.00 0.06 0.06 0.00 0.03 0.65 0.00 0.06 0.67 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 12.0 2.0 0.0 6.0 3.1 0.0 1.0 58.7 0.0 5.2 63.9 0.0 Cycle Q Clear(g_c),s 12.0 2.0 0.0 6.0 3.1 0.0 1.0 58.7 0.0 5.2 63.9 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 184 196 107 110 205 1199 268 1259 V/C Ratio(X) 0.86 0.16 0.75 0.40 0.19 0.85 0.78 0.88 Avail Cap(c_a),veh/h 233 249 237 243 220 1199 346 1259 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 59.5 55.1 0.0 62.5 61.2 0.0 21.9 18.8 0.0 27.4 17.7 0.0 Incr Delay(d2),s/veh 21.9 0.4 0.0 9.8 2.3 0.0 0.4 7.8 0.0 8.1 8.9 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 %ile BackOfQ(50%),veh/In 6.5 1.0 0.0 3.0 1.5 0.0 0.6 26.3 0.0 5.1 28.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 81.4 55.4 0.0 72.3 63.5 0.0 22.3 26.6 0.0 35.5 26.5 0.0 LnGrp LOS F E E E C C D C Approach Vol,veh/h 189 124 1061 1314 Approach Delay,s/veh 77.2 69.1 26.5 28.0 Approach LOS E E C C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 12.0 91.8 18.7 8.3 95.5 12.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 13.5 82.5 18.0 5.0 91.0 18.0 Max Q Clear Time(g_c+I1),s 7.2 60.7 14.0 3.0 65.9 8.0 Green Ext Time(p-c),s 0.3 9.1 0.2 0.0 11.2 0.3 Intersection Summary HCM 6th Ctrl Delay 32.7 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 7 HCM 6th TWSC 2029 PM With Project 9: Route 11 & Royal Vistas 11/29/2022 Intersection Int Delay,s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 0 68 1056 74 79 1151 Future Vol,veh/h 0 68 1056 74 79 1151 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 0 500 500 - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 74 1148 80 86 1251 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2571 1148 0 0 1228 0 Stage 1 1148 - - - - - Stage 2 1423 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 29 242 568 Stage 1 302 - - Stage 2 222 - - Platoon blocked, % Mov Cap-1 Maneuver 25 242 568 Mov Cap-2 Maneuver 25 - - Stage 1 302 Stage 2 188 Approach WB NB SB HCM Control Delay,s 26.3 0 0.8 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity(veh/h) 242 568 HCM Lane V/C Ratio 0.305 0.151 HCM Control Delay(s) 0 26.3 12.5 HCM Lane LOS A D B HCM 95th %tile Q(veh) 1.2 0.5 5:00 pm Baseline Synchro 10 Report Page 9 HCM 6th TWSC 2039 PM With Project 6: Route 11 & Kuakini Street 11/29/2022 Intersection Int Delay,s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Traffic Vol,veh/h 0 325 341 1155 1259 0 Future Vol,veh/h 0 325 341 1155 1259 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 8 2 2 3 2 6 Mvmt Flow 0 332 348 1179 1285 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 3160 - 1285 0 0 Stage 1 1285 Stage 2 1875 Critical Hdwy 6.48 4.12 Critical Hdwy Stg 1 5.48 - Critical Hdwy Stg 2 5.48 - Follow-up Hdwy 3.572 2.218 Pot Cap-1 Maneuver 11 0 540 Stage 1 252 0 - Stage 2 128 0 - Platoon blocked, % Mov Cap-1 Maneuver 4 - 540 Mov Cap-2 Maneuver 4 Stage 1 90 Stage 2 128 Approach EB NB SB HCM Control Delay,s 0 5.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 540 HCM Lane V/C Ratio 0.644 HCM Control Delay(s) 22.9 0 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 4.6 5:00 pm Baseline Synchro 10 Report Page 6 HCM 6th Signalized Intersection Summary 2039 PM With Project 7: Route 11 & Lako Street /Lako Street 1I11/29/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Future Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 184 196 107 110 138 1135 230 1263 Arrive On Green 0.10 0.10 0.00 0.06 0.06 0.00 0.03 0.61 0.00 0.09 0.68 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 12.1 2.1 0.0 6.0 3.2 0.0 1.1 79.3 0.0 10.6 81.5 0.0 Cycle Q Clear(g_c),s 12.1 2.1 0.0 6.0 3.2 0.0 1.1 79.3 0.0 10.6 81.5 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 184 196 107 110 138 1135 230 1263 V/C Ratio(X) 0.86 0.16 0.75 0.40 0.28 0.98 0.90 0.96 Avail Cap(c_a),veh/h 231 247 235 241 153 1135 230 1263 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 60.1 55.6 0.0 63.1 61.8 0.0 30.3 25.7 0.0 46.6 20.4 0.0 Incr Delay(d2),s/veh 22.5 0.4 0.0 9.9 2.3 0.0 1.1 22.3 0.0 34.6 17.3 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 %ile BackOfQ(50%),veh/In 6.5 1.0 0.0 3.0 1.5 0.0 0.8 39.9 0.0 6.6 38.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 82.6 56.0 0.0 73.0 64.1 0.0 31.4 47.9 0.0 81.2 37.7 0.0 LnGrp LOS F E E E C D F D Approach Vol,veh/h 189 124 1151 1419 Approach Delay,s/veh 78.2 69.8 47.4 44.1 Approach LOS E E D D Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 17.0 88.0 18.8 8.4 96.6 12.7 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 12.5 83.5 18.0 5.0 91.0 18.0 Max Q Clear Time(g_c+I1),s 12.6 81.3 14.1 3.1 83.5 8.0 Green Ext Time(p-c),s 0.0 1.7 0.2 0.0 5.4 0.3 Intersection Summary HCM 6th Ctrl Delay 48.7 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 7 HCM 6th TWSC 2039 PM With Project 9: Route 11 & Royal Vistas 11/29/2022 Intersection Int Delay,s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 0 68 1155 74 79 1255 Future Vol,veh/h 0 68 1155 74 79 1255 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None - None Storage Length 0 0 500 500 - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 74 1255 80 86 1364 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2791 1255 0 0 1335 0 Stage 1 1255 - - - - - Stage 2 1536 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 21 209 517 Stage 1 268 - - Stage 2 196 - - Platoon blocked, % Mov Cap-1 Maneuver 18 209 517 Mov Cap-2 Maneuver 18 - - Stage 1 268 Stage 2 163 Approach WB NB SB HCM Control Delay,s 31.4 0 0.8 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity(veh/h) 209 517 HCM Lane V/C Ratio 0.354 0.166 HCM Control Delay(s) 0 31.4 13.3 HCM Lane LOS A D B HCM 95th %tile Q(veh) 1.5 0.6 5:00 pm Baseline Synchro 10 Report Page 9 HCM 6th TWSC 2039 AM With Project 6: Route 11 & Kuakini Street 11/29/2022 Intersection Int Delay,s/veh 16 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t t r Traffic Vol,veh/h 0 159 608 1060 1029 0 Future Vol,veh/h 0 159 608 1060 1029 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 4 2 5 5 7 Mvmt Flow 0 171 654 1140 1106 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 3554 - 1106 0 0 Stage 1 1106 Stage 2 2448 Critical Hdwy 6.42 4.12 Critical Hdwy Stg 1 5.42 - Critical Hdwy Stg 2 5.42 - Follow-up Hdwy 3.518 2.218 Pot Cap-1 Maneuver 6 0 —631 Stage 1 317 0 - Stage 2 68 0 - Platoon blocked, % Mov Cap-1 Maneuver 0 - —631 Mov Cap-2 Maneuver 0 Stage 1 0 Stage 2 68 Approach EB NB SB HCM Control Delay,s 0 25.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) —631 HCM Lane V/C Ratio 1.036 HCM Control Delay(s) 71 0 0 HCM Lane LOS F A A HCM 95th %tile Q(veh) 17.1 Notes -:Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *:All major volume in platoon 5:00 pm Baseline Synchro 10 Report Page 6 HCM 6th Signalized Intersection Summary 2039 AM With Project 7: Route 11 & Lako Street /Lako Street 1I11/29/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Future Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 285 299 139 147 223 1085 143 1126 Arrive On Green 0.16 0.16 0.00 0.08 0.08 0.00 0.03 0.58 0.00 0.05 0.61 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 22.5 3.3 0.0 8.6 3.3 0.0 1.1 81.5 0.0 7.5 56.0 0.0 Cycle Q Clear(g_c),s 22.5 3.3 0.0 8.6 3.3 0.0 1.1 81.5 0.0 7.5 56.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 285 299 139 147 223 1085 143 1126 V/C Ratio(X) 1.06 0.17 0.79 0.31 0.16 1.05 1.19 0.83 Avail Cap(c_a),veh/h 285 299 258 273 239 1085 143 1126 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 59.0 51.0 0.0 63.6 61.2 0.0 21.4 29.5 0.0 47.2 21.9 0.0 Incr Delay(d2),s/veh 68.6 0.3 0.0 9.7 1.2 0.0 0.3 40.3 0.0 134.0 7.1 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 %ile BackOfQ(50%),veh/In 15.6 1.6 0.0 4.3 1.6 0.0 0.5 47.1 0.0 10.5 25.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 127.7 51.2 0.0 73.3 62.4 0.0 21.7 69.8 0.0 181.2 29.0 0.0 LnGrp LOS F D E E C F F C Approach Vol,veh/h 352 156 1170 1104 Approach Delay,s/veh 116.6 70.1 68.4 52.4 Approach LOS F E E D Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 12.0 86.0 27.0 8.2 89.8 15.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 81.5 22.5 5.0 84.0 20.5 Max Q Clear Time(g_c+I1),s 9.5 83.5 24.5 3.1 58.0 10.6 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 8.5 0.3 Intersection Summary HCM 6th Ctrl Delay 68.2 HCM 6th LOS E Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 7 HCM 6th TWSC 2039 AM With Project 9: Route 11 & Royal Vistas 11/29/2022 Intersection Int Delay,s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 0 108 1060 25 22 1033 Future Vol,veh/h 0 108 1060 25 22 1033 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Yield Yield - None Storage Length 0 0 500 500 - Veh in Median Storage,# 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 117 1152 27 24 1123 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2323 1152 0 0 1152 0 Stage 1 1152 - - - - - Stage 2 1171 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 41 241 606 Stage 1 301 - - Stage 2 295 - - Platoon blocked, % Mov Cap-1 Maneuver 39 241 606 Mov Cap-2 Maneuver 39 - - Stage 1 301 Stage 2 283 Approach WB NB SB HCM Control Delay,s 33.3 0 0.2 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity(veh/h) 241 606 HCM Lane V/C Ratio 0.487 0.039 HCM Control Delay(s) 0 33.3 11.2 HCM Lane LOS A D B HCM 95th %tile Q(veh) 2.5 0.1 5:00 pm Baseline Synchro 10 Report Page 9 HCM 6th Signalized Intersection Summary 2024 AM With Project Kuakini Protected 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 159 604 914 905 0 Future Volume(veh/h) 0 159 604 914 905 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1870 1841 1870 1826 1826 1796 Adj Flow Rate,veh/h 0 0 649 983 973 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 4 2 5 5 7 Cap,veh/h 1 664 1761 1017 Arrive On Green 0.00 0.00 0.37 0.96 0.56 0.00 Sat Flow,veh/h 1781 1560 1781 1826 1826 1522 Grp Volume(v),veh/h 0 0 649 983 973 0 Grp Sat Flow(s),veh/h/In 1781 1560 1781 1826 1826 1522 Q Serve(g_s),s 0.0 0.0 45.9 5.2 64.5 0.0 Cycle Q Clear(g_c),s 0.0 0.0 45.9 5.2 64.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 664 1761 1017 V/C Ratio(X) 0.00 0.98 0.56 0.96 Avail Cap(c_a),veh/h 251 664 1761 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 39.5 0.2 26.8 0.0 Incr Delay(d2),s/veh 0.0 0.0 29.4 1.3 19.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 25.1 0.6 32.2 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 68.8 1.5 46.4 0.0 LnGrp LOS A E A D Approach Vol,veh/h 0 1632 973 Approach Delay,s/veh 0.0 28.2 46.4 Approach LOS C D Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 52.0 75.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 47.5 71.0 Max Q Clear Time(g_c+I1),s 7.2 0.0 47.9 66.5 Green Ext Time(p-c),s 11.6 0.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 35.0 HCM 6th LOS D Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 PM With Project Kuakini Protected 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 325 340 979 1109 0 Future Volume(veh/h) 0 325 340 979 1109 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1781 1870 1870 1856 1870 1811 Adj Flow Rate,veh/h 0 0 347 999 1132 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 8 2 2 3 2 6 Cap,veh/h 1 373 1790 1347 Arrive On Green 0.00 0.00 0.21 0.96 0.72 0.00 Sat Flow,veh/h 1697 1585 1781 1856 1870 1535 Grp Volume(v),veh/h 0 0 347 999 1132 0 Grp Sat Flow(s),veh/h/In 1697 1585 1781 1856 1870 1535 Q Serve(g_s),s 0.0 0.0 24.4 5.2 54.7 0.0 Cycle Q Clear(g_c),s 0.0 0.0 24.4 5.2 54.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 373 1790 1347 V/C Ratio(X) 0.00 0.93 0.56 0.84 Avail Cap(c_a),veh/h 240 404 1790 1347 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 49.5 0.2 12.7 0.0 Incr Delay(d2),s/veh 0.0 0.0 27.1 1.3 6.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 13.6 0.6 22.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 76.6 1.4 19.1 0.0 LnGrp LOS A E A B Approach Vol,veh/h 0 1346 1132 Approach Delay,s/veh 0.0 20.8 19.1 Approach LOS C B Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 31.2 96.3 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 28.9 89.6 Max Q Clear Time(g_c+I1),s 7.2 0.0 26.4 56.7 Green Ext Time(p-c),s 12.0 0.0 0.3 13.2 Intersection Summary HCM 6th Ctrl Delay 20.0 HCM 6th LOS C Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 AM With Project Kuakini Protected+Permitted 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 159 604 914 905 0 Future Volume(veh/h) 0 159 604 914 905 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1870 1841 1870 1826 1826 1796 Adj Flow Rate,veh/h 0 0 649 983 973 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 4 2 5 5 7 Cap,veh/h 1 685 1761 1233 Arrive On Green 0.00 0.00 0.25 0.96 0.68 0.00 Sat Flow,veh/h 1781 1560 1781 1826 1826 1522 Grp Volume(v),veh/h 0 0 649 983 973 0 Grp Sat Flow(s),veh/h/In 1781 1560 1781 1826 1826 1522 Q Serve(g_s),s 0.0 0.0 28.4 5.2 47.3 0.0 Cycle Q Clear(g_c),s 0.0 0.0 28.4 5.2 47.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 685 1761 1233 V/C Ratio(X) 0.00 0.95 0.56 0.79 Avail Cap(c_a),veh/h 251 840 1761 1233 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 33.2 0.2 14.4 0.0 Incr Delay(d2),s/veh 0.0 0.0 17.5 1.3 5.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 22.6 0.6 19.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 50.8 1.5 19.6 0.0 LnGrp LOS A D A B Approach Vol,veh/h 0 1632 973 Approach Delay,s/veh 0.0 21.1 19.6 Approach LOS C B Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 36.9 90.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 43.5 75.0 Max Q Clear Time(g_c+I1),s 7.2 0.0 30.4 49.3 Green Ext Time(p-c),s 11.6 0.0 2.0 9.1 Intersection Summary HCM 6th Ctrl Delay 20.5 HCM 6th LOS C Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 PM With Project Kuakini Protected+Permitted 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 325 340 979 1109 0 Future Volume(veh/h) 0 325 340 979 1109 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1781 1870 1870 1856 1870 1811 Adj Flow Rate,veh/h 0 0 347 999 1132 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 8 2 2 3 2 6 Cap,veh/h 1 484 1784 1647 Arrive On Green 0.00 0.00 0.04 0.96 0.88 0.00 Sat Flow,veh/h 1697 1585 1781 1856 1870 1535 Grp Volume(v),veh/h 0 0 347 999 1132 0 Grp Sat Flow(s),veh/h/In 1697 1585 1781 1856 1870 1535 Q Serve(g_s),s 0.0 0.0 1.7 5.2 21.5 0.0 Cycle Q Clear(g_c),s 0.0 0.0 1.7 5.2 21.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 484 1784 1647 V/C Ratio(X) 0.00 0.72 0.56 0.69 Avail Cap(c_a),veh/h 262 750 1784 1647 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 8.0 0.2 2.1 0.0 Incr Delay(d2),s/veh 0.0 0.0 2.0 1.3 2.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 4.4 0.6 3.9 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 10.0 1.5 4.5 0.0 LnGrp LOS A B A A Approach Vol,veh/h 0 1346 1132 Approach Delay,s/veh 0.0 3.7 4.5 Approach LOS A A Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 117.4 0.0 9.5 107.9 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 112.9 18.1 22.5 85.9 Max Q Clear Time(g_c+I1),s 7.2 0.0 3.7 23.5 Green Ext Time(p-c),s 12.0 0.0 1.0 15.8 Intersection Summary HCM 6th Ctrl Delay 4.0 HCM 6th LOS A Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th TWSC 2024 AM With Project Kuakini 4-Lane 6: Route 11 & Kuakini Street 12/07/2022 Intersection Int Delay,s/veh 10.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ) tt tt r Traffic Vol,veh/h 0 159 604 914 905 0 Future Vol,veh/h 0 159 604 914 905 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 4 2 5 5 7 Mvmt Flow 0 171 649 983 973 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2763 - 973 0 0 Stage 1 973 Stage 2 1790 Critical Hdwy 6.84 4.14 Critical Hdwy Stg 1 5.84 - Critical Hdwy Stg 2 5.84 - Follow-up Hdwy 3.52 2.22 Pot Cap-1 Maneuver 16 0 704 Stage 1 327 0 - Stage 2 119 0 - Platoon blocked, % Mov Cap-1 Maneuver 1 - 704 Mov Cap-2 Maneuver 1 Stage 1 26 Stage 2 119 Approach EB NB SB HCM Control Delay,s 0 16.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 704 HCM Lane V/C Ratio 0.923 HCM Control Delay(s) 41.9 0 0 HCM Lane LOS E A A HCM 95th %tile Q(veh) 12.6 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th TWSC 2024 PM With Project Kuakini 4-Lane 6: Route 11 & Kuakini Street 12/07/2022 Intersection Int Delay,s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ) tt tt r Traffic Vol,veh/h 0 325 340 979 1109 0 Future Vol,veh/h 0 325 340 979 1109 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 8 2 2 3 2 6 Mvmt Flow 0 332 347 999 1132 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2326 - 1132 0 0 Stage 1 1132 Stage 2 1194 Critical Hdwy 6.96 4.14 Critical Hdwy Stg 1 5.96 - Critical Hdwy Stg 2 5.96 - Follow-up Hdwy 3.58 2.22 Pot Cap-1 Maneuver 29 0 613 Stage 1 257 0 - Stage 2 238 0 - Platoon blocked, % Mov Cap-1 Maneuver 13 - 613 Mov Cap-2 Maneuver 13 Stage 1 112 Stage 2 238 Approach EB NB SB HCM Control Delay,s 0 4.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 613 HCM Lane V/C Ratio 0.566 HCM Control Delay(s) 18.3 0 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 3.5 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Kuakini Protected 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 159 608 968 945 0 Future Volume(veh/h) 0 159 608 968 945 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1870 1841 1870 1826 1826 1796 Adj Flow Rate,veh/h 0 0 654 1041 1016 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 4 2 5 5 7 Cap,veh/h 1 650 1761 1031 Arrive On Green 0.00 0.00 0.36 0.96 0.56 0.00 Sat Flow,veh/h 1781 1560 1781 1826 1826 1522 Grp Volume(v),veh/h 0 0 654 1041 1016 0 Grp Sat Flow(s),veh/h/In 1781 1560 1781 1826 1826 1522 Q Serve(g_s),s 0.0 0.0 46.5 6.0 69.6 0.0 Cycle Q Clear(g_c),s 0.0 0.0 46.5 6.0 69.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 650 1761 1031 V/C Ratio(X) 0.00 1.01 0.59 0.99 Avail Cap(c_a),veh/h 251 650 1761 1031 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 40.5 0.2 27.2 0.0 Incr Delay(d2),s/veh 0.0 0.0 37.0 1.5 24.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 26.7 0.7 35.8 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 77.5 1.6 52.0 0.0 LnGrp LOS A F A D Approach Vol,veh/h 0 1695 1016 Approach Delay,s/veh 0.0 30.9 52.0 Approach LOS C D Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 51.0 76.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 46.5 72.0 Max Q Clear Time(g_c+I1),s 8.0 0.0 48.5 71.6 Green Ext Time(p-c),s 13.3 0.0 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 38.8 HCM 6th LOS D Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Kuakini Protected 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r + + r Traffic Volume(veh/h) 0 325 341 1056 1157 0 Future Volume(veh/h) 0 325 341 1056 1157 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1781 1870 1870 1856 1870 1811 Adj Flow Rate,veh/h 0 0 348 1078 1181 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 8 2 2 3 2 6 Cap,veh/h 1 374 1784 1334 Arrive On Green 0.00 0.00 0.21 0.96 0.71 0.00 Sat Flow,veh/h 1697 1585 1781 1856 1870 1535 Grp Volume(v),veh/h 0 0 348 1078 1181 0 Grp Sat Flow(s),veh/h/In 1697 1585 1781 1856 1870 1535 Q Serve(g_s),s 0.0 0.0 22.5 6.2 57.7 0.0 Cycle Q Clear(g_c),s 0.0 0.0 22.5 6.2 57.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 374 1784 1334 V/C Ratio(X) 0.00 0.93 0.60 0.89 Avail Cap(c_a),veh/h 260 391 1784 1334 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 45.5 0.2 13.1 0.0 Incr Delay(d2),s/veh 0.0 0.0 27.9 1.5 8.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 12.8 0.8 24.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 73.5 1.7 22.0 0.0 LnGrp LOS A E A C Approach Vol,veh/h 0 1426 1181 Approach Delay,s/veh 0.0 19.2 22.0 Approach LOS B C Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 117.5 0.0 29.2 88.3 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 113.0 18.0 25.8 82.7 Max Q Clear Time(g_c+I1),s 8.2 0.0 24.5 59.7 Green Ext Time(p-c),s 14.5 0.0 0.2 12.0 Intersection Summary HCM 6th Ctrl Delay 20.5 HCM 6th LOS C Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Kuakini Protected+Permitted 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 159 608 968 945 0 Future Volume(veh/h) 0 159 608 968 945 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1870 1841 1870 1826 1826 1796 Adj Flow Rate,veh/h 0 0 654 1041 1016 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 4 2 5 5 7 Cap,veh/h 1 683 1761 1147 Arrive On Green 0.00 0.00 0.30 0.96 0.63 0.00 Sat Flow,veh/h 1781 1560 1781 1826 1826 1522 Grp Volume(v),veh/h 0 0 654 1041 1016 0 Grp Sat Flow(s),veh/h/In 1781 1560 1781 1826 1826 1522 Q Serve(g_s),s 0.0 0.0 35.2 6.0 59.5 0.0 Cycle Q Clear(g_c),s 0.0 0.0 35.2 6.0 59.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 683 1761 1147 V/C Ratio(X) 0.00 0.96 0.59 0.89 Avail Cap(c_a),veh/h 251 740 1761 1147 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 36.5 0.2 19.9 0.0 Incr Delay(d2),s/veh 0.0 0.0 22.5 1.5 10.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 23.8 0.7 26.8 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 59.0 1.6 30.1 0.0 LnGrp LOS A E A C Approach Vol,veh/h 0 1695 1016 Approach Delay,s/veh 0.0 23.8 30.1 Approach LOS C C Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 42.9 84.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 42.5 76.0 Max Q Clear Time(g_c+I1),s 8.0 0.0 37.2 61.5 Green Ext Time(p-c),s 13.3 0.0 1.2 7.2 Intersection Summary HCM 6th Ctrl Delay 26.1 HCM 6th LOS C Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Kuakini Protected+Permitted 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 325 341 1056 1157 0 Future Volume(veh/h) 0 325 341 1056 1157 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1781 1870 1870 1856 1870 1811 Adj Flow Rate,veh/h 0 0 348 1078 1181 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 8 2 2 3 2 6 Cap,veh/h 1 458 1784 1648 Arrive On Green 0.00 0.00 0.04 0.96 0.88 0.00 Sat Flow,veh/h 1697 1585 1781 1856 1870 1535 Grp Volume(v),veh/h 0 0 348 1078 1181 0 Grp Sat Flow(s),veh/h/In 1697 1585 1781 1856 1870 1535 Q Serve(g_s),s 0.0 0.0 1.7 6.2 24.0 0.0 Cycle Q Clear(g_c),s 0.0 0.0 1.7 6.2 24.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 458 1784 1648 V/C Ratio(X) 0.00 0.76 0.60 0.72 Avail Cap(c_a),veh/h 260 718 1784 1648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 11.0 0.2 2.3 0.0 Incr Delay(d2),s/veh 0.0 0.0 2.6 1.5 2.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 6.0 0.8 4.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 13.6 1.7 5.0 0.0 LnGrp LOS A B A A Approach Vol,veh/h 0 1426 1181 Approach Delay,s/veh 0.0 4.6 5.0 Approach LOS A A Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 117.5 0.0 9.5 108.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 113.0 18.0 22.1 86.4 Max Q Clear Time(g_c+I1),s 8.2 0.0 3.7 26.0 Green Ext Time(p-c),s 14.5 0.0 1.0 17.6 Intersection Summary HCM 6th Ctrl Delay 4.8 HCM 6th LOS A Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th TWSC 2029 AM With Project Kuakini 4-Lane 6: Route 11 & Kuakini Street 12/07/2022 Intersection Int Delay,s/veh 12.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ) tt tt r Traffic Vol,veh/h 0 159 608 968 945 0 Future Vol,veh/h 0 159 608 968 945 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 4 2 5 5 7 Mvmt Flow 0 171 654 1041 1016 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2845 - 1016 0 0 Stage 1 1016 Stage 2 1829 Critical Hdwy 6.84 4.14 Critical Hdwy Stg 1 5.84 - Critical Hdwy Stg 2 5.84 - Follow-up Hdwy 3.52 2.22 Pot Cap-1 Maneuver 14 0 678 Stage 1 310 0 - Stage 2 113 0 - Platoon blocked, % Mov Cap-1 Maneuver 0 - 678 Mov Cap-2 Maneuver 0 Stage 1 11 Stage 2 113 Approach EB NB SB HCM Control Delay,s 0 19.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 678 HCM Lane V/C Ratio 0.964 HCM Control Delay(s) 50.9 0 0 HCM Lane LOS F A A HCM 95th %tile Q(veh) 14.2 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th TWSC 2029 PM With Project Kuakini 4-Lane 6: Route 11 & Kuakini Street 12/07/2022 Intersection Int Delay,s/veh 2.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ) tt tt r Traffic Vol,veh/h 0 325 341 1056 1157 0 Future Vol,veh/h 0 325 341 1056 1157 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 8 2 2 3 2 6 Mvmt Flow 0 332 348 1078 1181 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2416 - 1181 0 0 Stage 1 1181 Stage 2 1235 Critical Hdwy 6.96 4.14 Critical Hdwy Stg 1 5.96 - Critical Hdwy Stg 2 5.96 - Follow-up Hdwy 3.58 2.22 Pot Cap-1 Maneuver 25 0 587 Stage 1 242 0 - Stage 2 226 0 - Platoon blocked, % Mov Cap-1 Maneuver 10 - 587 Mov Cap-2 Maneuver 10 Stage 1 98 Stage 2 226 Approach EB NB SB HCM Control Delay,s 0 4.8 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 587 HCM Lane V/C Ratio 0.593 HCM Control Delay(s) 19.7 0 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 3.9 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Kuakini Protected 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 159 608 1060 1029 0 Future Volume(veh/h) 0 159 608 1060 1029 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1870 1841 1870 1826 1826 1796 Adj Flow Rate,veh/h 0 0 654 1140 1106 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 4 2 5 5 7 Cap,veh/h 1 608 1761 1074 Arrive On Green 0.00 0.00 0.34 0.96 0.59 0.00 Sat Flow,veh/h 1781 1560 1781 1826 1826 1522 Grp Volume(v),veh/h 0 0 654 1140 1106 0 Grp Sat Flow(s),veh/h/In 1781 1560 1781 1826 1826 1522 Q Serve(g_s),s 0.0 0.0 43.5 7.5 75.0 0.0 Cycle Q Clear(g_c),s 0.0 0.0 43.5 7.5 75.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 608 1761 1074 V/C Ratio(X) 0.00 1.08 0.65 1.03 Avail Cap(c_a),veh/h 251 608 1761 1074 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 42.0 0.2 26.2 0.0 Incr Delay(d2),s/veh 0.0 0.0 58.7 1.9 35.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 28.8 0.9 41.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 100.7 2.1 61.6 0.0 LnGrp LOS A F A F Approach Vol,veh/h 0 1794 1106 Approach Delay,s/veh 0.0 38.0 61.6 Approach LOS D E Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 48.0 79.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 43.5 75.0 Max Q Clear Time(g_c+I1),s 9.5 0.0 45.5 77.0 Green Ext Time(p-c),s 17.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 47.0 HCM 6th LOS D Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Kuakini Protected 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r + + r Traffic Volume(veh/h) 0 325 341 1155 1259 0 Future Volume(veh/h) 0 325 341 1155 1259 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1781 1870 1870 1856 1870 1811 Adj Flow Rate,veh/h 0 0 348 1179 1285 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 8 2 2 3 2 6 Cap,veh/h 1 370 1790 1350 Arrive On Green 0.00 0.00 0.21 0.96 0.72 0.00 Sat Flow,veh/h 1697 1585 1781 1856 1870 1535 Grp Volume(v),veh/h 0 0 348 1179 1285 0 Grp Sat Flow(s),veh/h/In 1697 1585 1781 1856 1870 1535 Q Serve(g_s),s 0.0 0.0 24.5 7.8 77.9 0.0 Cycle Q Clear(g_c),s 0.0 0.0 24.5 7.8 77.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 370 1790 1350 V/C Ratio(X) 0.00 0.94 0.66 0.95 Avail Cap(c_a),veh/h 240 370 1790 1350 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 49.7 0.2 15.8 0.0 Incr Delay(d2),s/veh 0.0 0.0 31.7 1.9 15.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 14.1 1.0 34.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 81.4 2.1 31.2 0.0 LnGrp LOS A F A C Approach Vol,veh/h 0 1527 1285 Approach Delay,s/veh 0.0 20.2 31.2 Approach LOS C C Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 31.0 96.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 26.5 92.0 Max Q Clear Time(g_c+I1),s 9.8 0.0 26.5 79.9 Green Ext Time(p-c),s 18.8 0.0 0.0 8.6 Intersection Summary HCM 6th Ctrl Delay 25.2 HCM 6th LOS C Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Kuakini Protected+Permitted 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 159 608 1060 1029 0 Future Volume(veh/h) 0 159 608 1060 1029 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1870 1841 1870 1826 1826 1796 Adj Flow Rate,veh/h 0 0 654 1140 1106 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 4 2 5 5 7 Cap,veh/h 1 630 1761 1117 Arrive On Green 0.00 0.00 0.32 0.96 0.61 0.00 Sat Flow,veh/h 1781 1560 1781 1826 1826 1522 Grp Volume(v),veh/h 0 0 654 1140 1106 0 Grp Sat Flow(s),veh/h/In 1781 1560 1781 1826 1826 1522 Q Serve(g_s),s 0.0 0.0 40.5 7.5 76.0 0.0 Cycle Q Clear(g_c),s 0.0 0.0 40.5 7.5 76.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 630 1761 1117 V/C Ratio(X) 0.00 1.04 0.65 0.99 Avail Cap(c_a),veh/h 251 630 1761 1117 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 40.7 0.2 24.4 0.0 Incr Delay(d2),s/veh 0.0 0.0 46.0 1.9 24.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 26.5 0.9 38.1 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 86.8 2.1 49.0 0.0 LnGrp LOS A F A D Approach Vol,veh/h 0 1794 1106 Approach Delay,s/veh 0.0 32.9 49.0 Approach LOS C D Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 45.0 82.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 40.5 78.0 Max Q Clear Time(g_c+I1),s 9.5 0.0 42.5 78.0 Green Ext Time(p-c),s 17.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 39.1 HCM 6th LOS D Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Kuakini Protected+Permitted 6: Route 11 & Kuakini Street II 12/07/2022 t t Movement EBL EBR NBL NBT SBT SBR Lane Configurations r t + r Traffic Volume(veh/h) 0 325 341 1155 1259 0 Future Volume(veh/h) 0 325 341 1155 1259 0 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1781 1870 1870 1856 1870 1811 Adj Flow Rate,veh/h 0 0 348 1179 1285 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 8 2 2 3 2 6 Cap,veh/h 1 405 1790 1665 Arrive On Green 0.00 0.00 0.04 0.96 0.89 0.00 Sat Flow,veh/h 1697 1585 1781 1856 1870 1535 Grp Volume(v),veh/h 0 0 348 1179 1285 0 Grp Sat Flow(s),veh/h/In 1697 1585 1781 1856 1870 1535 Q Serve(g_s),s 0.0 0.0 1.7 7.8 30.7 0.0 Cycle Q Clear(g_c),s 0.0 0.0 1.7 7.8 30.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 1 405 1790 1665 V/C Ratio(X) 0.00 0.86 0.66 0.77 Avail Cap(c_a),veh/h 240 650 1790 1665 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 0.0 0.0 19.4 0.2 2.5 0.0 Incr Delay(d2),s/veh 0.0 0.0 6.6 1.9 3.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.0 10.9 1.0 5.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 0.0 26.0 2.1 6.0 0.0 LnGrp LOS A C A A Approach Vol,veh/h 0 1527 1285 Approach Delay,s/veh 0.0 7.6 6.0 Approach LOS A A Timer-Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc),s 127.5 0.0 9.5 118.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 123.0 18.0 22.5 96.0 Max Q Clear Time(g_c+I1),s 9.8 0.0 3.7 32.7 Green Ext Time(p-c),s 18.8 0.0 1.0 22.7 Intersection Summary HCM 6th Ctrl Delay 6.8 HCM 6th LOS A Notes Unsignalized Delay for[EBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th TWSC 2029 AM With Project Kuakini 4-Lane 6: Route 11 & Kuakini Street 12/07/2022 Intersection Int Delay,s/veh 16.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ) tt tt r Traffic Vol,veh/h 0 159 608 1060 1029 0 Future Vol,veh/h 0 159 608 1060 1029 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 4 2 5 5 7 Mvmt Flow 0 171 654 1140 1106 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2984 - 1106 0 0 Stage 1 1106 Stage 2 1878 Critical Hdwy 6.84 4.14 Critical Hdwy Stg 1 5.84 - Critical Hdwy Stg 2 5.84 - Follow-up Hdwy 3.52 2.22 Pot Cap-1 Maneuver 11 0 —627 Stage 1 278 0 - Stage 2 106 0 - Platoon blocked, % Mov Cap-1 Maneuver 0 - —627 Mov Cap-2 Maneuver 0 Stage 1 0 Stage 2 106 Approach EB NB SB HCM Control Delay,s 0 26.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) —627 HCM Lane V/C Ratio 1.043 HCM Control Delay(s) 73.1 0 0 HCM Lane LOS F A A HCM 95th %tile Q(veh) 17.4 Notes -:Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *:All major volume in platoon 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th TWSC 2039 PM With Project Kuakini 4-Lane 6: Route 11 & Kuakini Street 12/07/2022 Intersection Int Delay,s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ) tt tt r Traffic Vol,veh/h 0 325 341 1155 1259 0 Future Vol,veh/h 0 325 341 1155 1259 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Free - None Yield Storage Length 160 0 630 - 700 Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 8 2 2 3 2 6 Mvmt Flow 0 332 348 1179 1285 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2571 - 1285 0 0 Stage 1 1285 Stage 2 1286 Critical Hdwy 6.96 4.14 Critical Hdwy Stg 1 5.96 - Critical Hdwy Stg 2 5.96 - Follow-up Hdwy 3.58 2.22 Pot Cap-1 Maneuver 19 0 536 Stage 1 212 0 - Stage 2 212 0 - Platoon blocked, % Mov Cap-1 Maneuver 7 - 536 Mov Cap-2 Maneuver 7 Stage 1 74 Stage 2 212 Approach EB NB SB HCM Control Delay,s 0 5.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity(veh/h) 536 HCM Lane V/C Ratio 0.649 HCM Control Delay(s) 23.3 0 0 HCM Lane LOS C A A HCM 95th %tile Q(veh) 4.6 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 AM With Project Lako Protected 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Future Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 322 294 125 88 289 1043 199 1089 Arrive On Green 0.18 0.16 0.00 0.07 0.05 0.00 0.03 0.56 0.00 0.06 0.59 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 19.1 2.7 0.0 6.0 2.6 0.0 1.0 57.0 0.0 4.7 37.6 0.0 Cycle Q Clear(g_c),s 19.1 2.7 0.0 6.0 2.6 0.0 1.0 57.0 0.0 4.7 37.6 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 322 294 125 88 289 1043 199 1089 V/C Ratio(X) 0.93 0.17 0.75 0.49 0.12 0.95 0.85 0.75 Avail Cap(c_a),veh/h 322 343 275 296 314 1043 225 1089 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 46.5 42.2 0.0 52.7 53.7 0.0 15.4 23.9 0.0 26.7 17.6 0.0 Incr Delay(d2),s/veh 32.0 0.3 0.0 8.8 4.2 0.0 0.2 17.5 0.0 23.8 4.8 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 %ile BackOfQ(50%),veh/In 11.3 1.3 0.0 3.0 1.3 0.0 0.4 28.6 0.0 3.9 16.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 78.5 42.4 0.0 61.4 57.9 0.0 15.6 41.4 0.0 50.6 22.4 0.0 LnGrp LOS E D E E B D D C Approach Vol,veh/h 350 137 1021 988 Approach Delay,s/veh 73.3 60.3 40.5 27.2 Approach LOS E E D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 11.3 68.9 12.7 22.6 7.9 72.3 25.4 9.9 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 8.5 64.3 18.0 21.2 5.0 67.8 20.9 18.3 Max Q Clear Time(g_c+I1),s 6.7 59.0 8.0 4.7 3.0 39.6 21.1 4.6 Green Ext Time(p-c),s 0.1 3.2 0.1 0.1 0.0 7.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 40.9 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 AM With Project Lako Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Future Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 390 483 380 483 300 1064 209 1108 Arrive On Green 0.26 0.26 0.00 0.26 0.26 0.00 0.03 0.57 0.00 0.06 0.60 0.00 Sat Flow,veh/h 1361 1870 0 1341 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Grp Sat Flow(s),veh/h/In 1361 1870 0 1341 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 25.0 2.4 0.0 6.7 2.0 0.0 0.9 56.2 0.0 4.7 37.1 0.0 Cycle Q Clear(g_c),s 27.0 2.4 0.0 9.2 2.0 0.0 0.9 56.2 0.0 4.7 37.1 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 390 483 380 483 300 1064 209 1108 V/C Ratio(X) 0.77 0.11 0.25 0.09 0.12 0.93 0.81 0.74 Avail Cap(c_a),veh/h 649 840 636 840 325 1064 221 1108 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 43.2 33.1 0.0 36.5 32.9 0.0 14.8 23.0 0.0 26.6 17.0 0.0 Incr Delay(d2),s/veh 3.2 0.1 0.0 0.3 0.1 0.0 0.2 14.8 0.0 19.4 4.4 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 %ile BackOfQ(50%),veh/In 8.7 1.1 0.0 2.2 0.9 0.0 0.4 27.6 0.0 3.8 16.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 46.4 33.1 0.0 36.9 33.0 0.0 15.0 37.8 0.0 46.0 21.4 0.0 LnGrp LOS D C D C B D D C Approach Vol,veh/h 350 137 1021 988 Approach Delay,s/veh 44.4 35.7 37.0 25.6 Approach LOS D D D C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 11.2 71.0 34.7 7.9 74.3 34.7 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 66.5 52.5 5.0 69.0 52.5 Max Q Clear Time(g_c+I1),s 6.7 58.2 29.0 2.9 39.1 11.2 Green Ext Time(p-c),s 0.0 4.6 1.2 0.0 7.1 0.5 Intersection Summary HCM 6th Ctrl Delay 33.5 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 AM With Project Lako Protected+Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Future Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 352 245 231 88 333 1118 240 1157 Arrive On Green 0.14 0.13 0.00 0.06 0.05 0.00 0.03 0.60 0.00 0.06 0.62 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 16.6 2.8 0.0 5.8 2.6 0.0 0.9 51.7 0.0 4.3 34.2 0.0 Cycle Q Clear(g_c),s 16.6 2.8 0.0 5.8 2.6 0.0 0.9 51.7 0.0 4.3 34.2 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 352 245 231 88 333 1118 240 1157 V/C Ratio(X) 0.85 0.21 0.41 0.49 0.11 0.88 0.71 0.71 Avail Cap(c_a),veh/h 352 458 231 300 358 1118 275 1157 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 44.0 44.7 0.0 48.6 53.6 0.0 12.6 19.7 0.0 24.2 14.6 0.0 Incr Delay(d2),s/veh 17.5 0.4 0.0 1.2 4.2 0.0 0.1 10.1 0.0 6.9 3.6 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 %ile BackOfQ(50%),veh/In 9.8 1.3 0.0 2.6 1.3 0.0 0.3 24.0 0.0 3.2 14.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 61.5 45.2 0.0 49.7 57.8 0.0 12.8 29.9 0.0 31.2 18.2 0.0 LnGrp LOS E D D E B C C B Approach Vol,veh/h 350 137 1021 988 Approach Delay,s/veh 59.1 52.3 29.3 20.5 Approach LOS E D C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 10.9 73.4 11.4 19.6 7.9 76.4 21.1 9.9 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 8.7 68.2 6.9 28.2 5.0 71.9 16.6 18.5 Max Q Clear Time(g_c+I1),s 6.3 53.7 7.8 4.8 2.9 36.2 18.6 4.6 Green Ext Time(p-c),s 0.1 6.8 0.0 0.2 0.0 7.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 31.2 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 AM With Project Lako 4-1-ane 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T tt r tt r Traffic Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Future Volume(veh/h) 281 48 69 88 40 301 33 927 55 160 769 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 351 368 141 150 343 1408 329 1560 Arrive On Green 0.20 0.20 0.00 0.08 0.08 0.00 0.03 0.40 0.00 0.08 0.44 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 3554 1560 1725 3526 1585 Grp Volume(v),veh/h 299 51 0 94 43 0 35 986 0 170 818 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1777 1560 1725 1763 1585 Q Serve(g_s),s 11.9 1.6 0.0 3.8 1.6 0.0 0.8 17.0 0.0 4.1 12.3 0.0 Cycle Q Clear(g_c),s 11.9 1.6 0.0 3.8 1.6 0.0 0.8 17.0 0.0 4.1 12.3 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 351 368 141 150 343 1408 329 1560 V/C Ratio(X) 0.85 0.14 0.67 0.29 0.10 0.70 0.52 0.52 Avail Cap(c_a),veh/h 450 473 435 460 403 1408 343 1560 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 28.4 24.3 0.0 32.7 31.7 0.0 12.7 18.5 0.0 13.7 14.8 0.0 Incr Delay(d2),s/veh 11.9 0.2 0.0 5.3 1.0 0.0 0.1 2.9 0.0 1.3 1.3 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 %ile BackOfQ(50%),veh/In 6.0 0.7 0.0 1.8 0.7 0.0 0.3 7.0 0.0 1.5 4.8 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 40.3 24.4 0.0 38.0 32.7 0.0 12.8 21.4 0.0 15.0 16.1 0.0 LnGrp LOS D C D C B C B B Approach Vol,veh/h 350 137 1021 988 Approach Delay,s/veh 38.0 36.3 21.1 15.9 Approach LOS D D C B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.4 33.5 18.9 7.0 36.9 10.3 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 6.5 29.0 18.5 5.0 30.5 18.0 Max Q Clear Time(g_c+I1),s 6.1 19.0 13.9 2.8 14.3 5.8 Green Ext Time(p-c),s 0.0 4.8 0.5 0.0 5.3 0.3 Intersection Summary HCM 6th Ctrl Delay 22.2 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 PM With Project Lako Protected 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Future Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 183 165 103 75 246 1201 321 1261 Arrive On Green 0.10 0.09 0.00 0.06 0.04 0.00 0.03 0.65 0.00 0.06 0.67 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 10.4 1.8 0.0 4.8 2.8 0.0 0.9 45.0 0.0 4.6 50.9 0.0 Cycle Q Clear(g_c),s 10.4 1.8 0.0 4.8 2.8 0.0 0.9 45.0 0.0 4.6 50.9 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 183 165 103 75 246 1201 321 1261 V/C Ratio(X) 0.84 0.19 0.71 0.57 0.16 0.80 0.65 0.84 Avail Cap(c_a),veh/h 263 280 267 274 266 1201 403 1261 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 52.8 50.8 0.0 55.6 56.5 0.0 16.6 15.4 0.0 19.2 14.7 0.0 Incr Delay(d2),s/veh 15.2 0.5 0.0 8.7 6.6 0.0 0.3 5.5 0.0 2.5 6.8 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 %ile BackOfQ(50%),veh/In 5.3 0.9 0.0 2.4 1.4 0.0 0.5 19.4 0.0 3.4 21.8 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 68.0 51.4 0.0 64.3 63.2 0.0 16.9 20.9 0.0 21.7 21.4 0.0 LnGrp LOS E D E E B C C C Approach Vol,veh/h 185 116 994 1265 Approach Delay,s/veh 65.2 63.9 20.8 21.5 Approach LOS E E C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 11.4 82.2 11.4 15.1 8.1 85.5 17.0 9.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 12.5 73.5 18.0 18.0 5.0 81.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 6.6 47.0 6.8 3.8 2.9 52.9 12.4 4.8 Green Ext Time(p-c),s 0.3 8.8 0.1 0.1 0.0 10.8 0.2 0.1 Intersection Summary HCM 6th Ctrl Delay 26.3 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 PM With Project Lako Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Future Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 267 297 281 290 251 1157 327 1223 Arrive On Green 0.16 0.16 0.00 0.16 0.16 0.00 0.03 0.62 0.00 0.07 0.65 0.00 Sat Flow,veh/h 1342 1870 0 1378 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Grp Sat Flow(s),veh/h/In 1342 1870 0 1378 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 9.9 1.3 0.0 4.2 1.8 0.0 0.7 35.4 0.0 3.7 39.9 0.0 Cycle Q Clear(g_c),s 11.7 1.3 0.0 5.5 1.8 0.0 0.7 35.4 0.0 3.7 39.9 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 267 297 281 290 251 1157 327 1223 V/C Ratio(X) 0.58 0.10 0.26 0.15 0.16 0.83 0.64 0.86 Avail Cap(c_a),veh/h 410 496 427 484 289 1157 382 1223 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 37.2 31.9 0.0 34.2 32.1 0.0 13.7 12.9 0.0 15.9 12.2 0.0 Incr Delay(d2),s/veh 2.0 0.2 0.0 0.5 0.2 0.0 0.3 6.8 0.0 2.7 8.2 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 %ile BackOfQ(50%),veh/In 3.3 0.6 0.0 1.4 0.8 0.0 0.3 14.7 0.0 2.5 16.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 39.1 32.1 0.0 34.7 32.4 0.0 14.0 19.7 0.0 18.6 20.4 0.0 LnGrp LOS D C C C B B B C Approach Vol,veh/h 185 116 994 1265 Approach Delay,s/veh 37.9 33.9 19.5 20.1 Approach LOS D C B C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.3 59.8 18.6 7.6 62.5 18.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 8.5 54.5 23.5 5.0 58.0 23.5 Max Q Clear Time(g_c+I1),s 5.7 37.4 13.7 2.7 41.9 7.5 Green Ext Time(p-c),s 0.2 7.2 0.4 0.0 8.1 0.3 Intersection Summary HCM 6th Ctrl Delay 21.8 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 PM With Project Lako Protected+Permitted 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Future Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 232 127 237 94 249 1166 325 1231 Arrive On Green 0.07 0.07 0.00 0.05 0.05 0.00 0.03 0.63 0.00 0.06 0.66 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 6.4 1.5 0.0 3.6 2.2 0.0 0.7 37.5 0.0 3.9 42.3 0.0 Cycle Q Clear(g_c),s 6.4 1.5 0.0 3.6 2.2 0.0 0.7 37.5 0.0 3.9 42.3 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 232 127 237 94 249 1166 325 1231 V/C Ratio(X) 0.66 0.24 0.31 0.46 0.16 0.82 0.64 0.86 Avail Cap(c_a),veh/h 232 372 250 346 282 1166 384 1231 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 41.0 42.0 0.0 40.0 43.8 0.0 14.4 13.5 0.0 16.7 12.8 0.0 Incr Delay(d2),s/veh 6.9 1.0 0.0 0.7 3.4 0.0 0.3 6.5 0.0 2.7 7.9 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 %ile BackOfQ(50%),veh/In 4.0 0.7 0.0 1.6 1.1 0.0 0.4 15.8 0.0 2.7 17.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 47.9 43.0 0.0 40.7 47.3 0.0 14.7 20.0 0.0 19.4 20.7 0.0 LnGrp LOS D D D D B B B C Approach Vol,veh/h 185 116 994 1265 Approach Delay,s/veh 47.1 43.1 19.8 20.5 Approach LOS D D B C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 10.5 64.3 9.3 11.0 7.7 67.1 10.9 9.4 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 9.2 58.4 5.5 18.9 5.0 62.6 6.4 18.0 Max Q Clear Time(g_c+I1),s 5.9 39.5 5.6 3.5 2.7 44.3 8.4 4.2 Green Ext Time(p-c),s 0.2 7.6 0.0 0.1 0.0 8.7 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2024 PM With Project Lako 4-1-ane 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T tt r tt r Traffic Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Future Volume(veh/h) 148 30 48 70 41 225 37 917 64 200 1015 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 207 221 122 125 329 1552 410 1751 Arrive On Green 0.12 0.12 0.00 0.07 0.07 0.00 0.04 0.44 0.00 0.09 0.49 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 3526 1585 1767 3554 1585 Grp Volume(v),veh/h 154 31 0 73 43 0 39 955 0 208 1057 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1763 1585 1767 1777 1585 Q Serve(g_s),s 5.4 0.9 0.0 2.5 1.4 0.0 0.7 13.3 0.0 3.9 13.7 0.0 Cycle Q Clear(g_c),s 5.4 0.9 0.0 2.5 1.4 0.0 0.7 13.3 0.0 3.9 13.7 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 207 221 122 125 329 1552 410 1751 V/C Ratio(X) 0.75 0.14 0.60 0.34 0.12 0.62 0.51 0.60 Avail Cap(c_a),veh/h 494 527 502 515 398 1552 467 1751 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 27.2 25.3 0.0 28.9 28.4 0.0 9.8 13.7 0.0 9.9 11.7 0.0 Incr Delay(d2),s/veh 5.3 0.3 0.0 4.7 1.6 0.0 0.2 1.8 0.0 1.0 1.6 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 %ile BackOfQ(50%),veh/In 2.5 0.4 0.0 1.2 0.7 0.0 0.3 5.0 0.0 1.3 5.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 32.5 25.5 0.0 33.6 30.0 0.0 9.9 15.5 0.0 10.9 13.2 0.0 LnGrp LOS C C C C A B B B Approach Vol,veh/h 185 116 994 1265 Approach Delay,s/veh 31.3 32.2 15.3 12.9 Approach LOS C C B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.3 32.6 12.0 7.0 35.9 8.9 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.9 28.1 18.0 5.0 31.0 18.0 Max Q Clear Time(g_c+I1),s 5.9 15.3 7.4 2.7 15.7 4.5 Green Ext Time(p-c),s 0.1 5.5 0.4 0.0 6.8 0.3 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako Protected 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Future Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 302 253 138 83 293 1097 194 1145 Arrive On Green 0.17 0.14 0.00 0.08 0.04 0.00 0.03 0.59 0.00 0.06 0.62 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 21.5 3.1 0.0 7.8 3.1 0.0 1.0 65.5 0.0 5.4 41.6 0.0 Cycle Q Clear(g_c),s 21.5 3.1 0.0 7.8 3.1 0.0 1.0 65.5 0.0 5.4 41.6 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 302 253 138 83 293 1097 194 1145 V/C Ratio(X) 1.00 0.20 0.80 0.56 0.12 0.95 0.87 0.75 Avail Cap(c_a),veh/h 302 324 250 272 314 1097 196 1145 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 52.7 48.8 0.0 57.6 59.5 0.0 15.6 24.4 0.0 32.1 17.3 0.0 Incr Delay(d2),s/veh 51.3 0.4 0.0 10.0 5.7 0.0 0.2 16.9 0.0 32.5 4.5 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 %ile BackOfQ(50%),veh/In 13.9 1.5 0.0 3.9 1.6 0.0 0.4 32.4 0.0 4.8 18.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 104.0 49.2 0.0 67.5 65.2 0.0 15.7 41.3 0.0 64.6 21.8 0.0 LnGrp LOS F D E E B D E C Approach Vol,veh/h 352 156 1073 1025 Approach Delay,s/veh 96.1 66.8 40.5 28.9 Approach LOS F E D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 11.9 79.0 14.4 21.7 8.0 82.8 26.0 10.1 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 74.5 18.0 22.0 5.0 77.0 21.5 18.5 Max Q Clear Time(g_c+I1),s 7.4 67.5 9.8 5.1 3.0 43.6 23.5 5.1 Green Ext Time(p-c),s 0.0 4.3 0.1 0.1 0.0 7.9 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 45.0 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Future Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 390 489 383 489 274 1050 178 1106 Arrive On Green 0.26 0.26 0.00 0.26 0.26 0.00 0.03 0.56 0.00 0.06 0.60 0.00 Sat Flow,veh/h 1358 1870 0 1341 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Grp Sat Flow(s),veh/h/In 1358 1870 0 1341 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 25.6 2.5 0.0 8.0 2.2 0.0 1.0 64.8 0.0 6.9 40.9 0.0 Cycle Q Clear(g_c),s 27.8 2.5 0.0 10.5 2.2 0.0 1.0 64.8 0.0 6.9 40.9 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 390 489 383 489 274 1050 178 1106 V/C Ratio(X) 0.77 0.10 0.29 0.09 0.13 0.99 0.96 0.77 Avail Cap(c_a),veh/h 637 829 627 829 298 1050 178 1106 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 43.6 33.2 0.0 37.2 33.1 0.0 16.2 25.6 0.0 36.5 17.9 0.0 Incr Delay(d2),s/veh 3.3 0.1 0.0 0.4 0.1 0.0 0.2 25.1 0.0 54.9 5.3 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 %ile BackOfQ(50%),veh/In 8.9 1.1 0.0 2.7 1.0 0.0 0.4 34.3 0.0 7.7 18.1 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 46.9 33.3 0.0 37.6 33.2 0.0 16.4 50.7 0.0 91.4 23.2 0.0 LnGrp LOS D C D C B D F C Approach Vol,veh/h 352 156 1073 1025 Approach Delay,s/veh 44.9 36.3 49.6 34.5 Approach LOS D D D C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 12.0 71.0 35.4 7.9 75.1 35.4 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 66.5 52.5 5.0 69.0 52.5 Max Q Clear Time(g_c+I1),s 8.9 66.8 29.8 3.0 42.9 12.5 Green Ext Time(p-c),s 0.0 0.0 1.2 0.0 7.3 0.6 Intersection Summary HCM 6th Ctrl Delay 42.3 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako Protected+Permitted 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Future Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 347 216 255 88 311 1120 210 1160 Arrive On Green 0.14 0.12 0.00 0.07 0.05 0.00 0.03 0.60 0.00 0.06 0.63 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 16.3 2.8 0.0 6.7 2.8 0.0 0.9 57.5 0.0 4.3 36.8 0.0 Cycle Q Clear(g_c),s 16.3 2.8 0.0 6.7 2.8 0.0 0.9 57.5 0.0 4.3 36.8 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 347 216 255 88 311 1120 210 1160 V/C Ratio(X) 0.87 0.24 0.43 0.52 0.11 0.93 0.81 0.74 Avail Cap(c_a),veh/h 347 427 264 308 337 1120 245 1160 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 44.2 46.2 0.0 47.4 53.5 0.0 13.4 20.8 0.0 26.6 15.0 0.0 Incr Delay(d2),s/veh 20.3 0.6 0.0 1.1 4.7 0.0 0.2 14.2 0.0 15.9 4.2 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 %ile BackOfQ(50%),veh/In 2.5 1.4 0.0 3.0 1.4 0.0 0.3 27.5 0.0 3.7 15.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 64.5 46.8 0.0 48.5 58.2 0.0 13.5 34.9 0.0 42.5 19.2 0.0 LnGrp LOS E D D E B C D B Approach Vol,veh/h 352 156 1073 1025 Approach Delay,s/veh 61.9 51.4 34.2 23.0 Approach LOS E D C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 10.9 73.3 13.0 17.8 7.9 76.3 20.8 9.9 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 8.7 68.1 9.0 26.2 5.0 71.8 16.3 18.9 Max Q Clear Time(g_c+I1),s 6.3 59.5 8.7 4.8 2.9 38.8 18.3 4.8 Green Ext Time(p-c),s 0.1 5.1 0.0 0.2 0.0 7.8 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 34.6 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako 4-1-ane 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T tt r tt r Traffic Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Future Volume(veh/h) 283 48 69 103 43 307 33 976 55 160 804 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 351 368 159 168 324 1392 309 1544 Arrive On Green 0.20 0.20 0.00 0.09 0.09 0.00 0.03 0.39 0.00 0.08 0.44 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 3554 1560 1725 3526 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1038 0 170 855 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1777 1560 1725 1763 1585 Q Serve(g_s),s 12.2 1.7 0.0 4.5 1.7 0.0 0.9 18.8 0.0 4.2 13.5 0.0 Cycle Q Clear(g_c),s 12.2 1.7 0.0 4.5 1.7 0.0 0.9 18.8 0.0 4.2 13.5 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 351 368 159 168 324 1392 309 1544 V/C Ratio(X) 0.86 0.14 0.69 0.27 0.11 0.75 0.55 0.55 Avail Cap(c_a),veh/h 441 463 425 450 382 1392 313 1544 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 29.0 24.8 0.0 33.0 31.8 0.0 13.3 19.5 0.0 14.8 15.6 0.0 Incr Delay(d2),s/veh 12.9 0.2 0.0 5.3 0.9 0.0 0.1 3.7 0.0 2.0 1.4 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 %ile BackOfQ(50%),veh/In 6.3 0.7 0.0 2.1 0.8 0.0 0.3 7.8 0.0 1.6 5.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 42.0 25.0 0.0 38.3 32.6 0.0 13.4 23.2 0.0 16.8 17.0 0.0 LnGrp LOS D C D C B C B B Approach Vol,veh/h 352 156 1073 1025 Approach Delay,s/veh 39.5 36.6 22.9 17.0 Approach LOS D D C B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.5 33.8 19.2 7.1 37.2 11.2 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 6.2 29.3 18.5 5.0 30.5 18.0 Max Q Clear Time(g_c+I1),s 6.2 20.8 14.2 2.9 15.5 6.5 Green Ext Time(p-c),s 0.0 4.5 0.5 0.0 5.3 0.4 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Lako Protected 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Future Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 184 158 107 72 228 1234 289 1291 Arrive On Green 0.10 0.08 0.00 0.06 0.04 0.00 0.03 0.66 0.00 0.05 0.69 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 11.7 2.0 0.0 5.8 3.1 0.0 0.9 54.2 0.0 4.8 59.1 0.0 Cycle Q Clear(g_c),s 11.7 2.0 0.0 5.8 3.1 0.0 0.9 54.2 0.0 4.8 59.1 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 184 158 107 72 228 1234 289 1291 V/C Ratio(X) 0.86 0.20 0.75 0.61 0.17 0.83 0.72 0.86 Avail Cap(c_a),veh/h 239 255 243 249 244 1234 375 1291 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 58.0 56.2 0.0 61.0 62.3 0.0 19.1 16.5 0.0 24.1 15.5 0.0 Incr Delay(d2),s/veh 20.9 0.6 0.0 9.8 8.1 0.0 0.4 6.5 0.0 4.6 7.5 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 %ile BackOfQ(50%),veh/In 6.3 1.0 0.0 2.9 1.6 0.0 0.6 23.6 0.0 4.5 25.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 78.9 56.8 0.0 70.8 70.4 0.0 19.5 23.0 0.0 28.8 23.0 0.0 LnGrp LOS E E E E B C C C Approach Vol,veh/h 189 124 1061 1314 Approach Delay,s/veh 75.3 70.7 22.8 23.9 Approach LOS E E C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 11.6 92.2 12.4 15.6 8.3 95.5 18.3 9.7 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 13.5 82.5 18.0 18.0 5.0 91.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 6.8 56.2 7.8 4.0 2.9 61.1 13.7 5.1 Green Ext Time(p-c),s 0.3 9.9 0.1 0.1 0.0 12.1 0.1 0.1 Intersection Summary HCM 6th Ctrl Delay 29.2 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Lako Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Future Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 241 294 256 287 250 1260 310 1314 Arrive On Green 0.16 0.16 0.00 0.16 0.16 0.00 0.03 0.68 0.00 0.05 0.70 0.00 Sat Flow,veh/h 1341 1870 0 1378 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Grp Sat Flow(s),veh/h/In 1341 1870 0 1378 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 14.1 1.7 0.0 6.5 2.5 0.0 0.8 48.2 0.0 4.3 52.6 0.0 Cycle Q Clear(g_c),s 16.7 1.7 0.0 8.2 2.5 0.0 0.8 48.2 0.0 4.3 52.6 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 241 294 256 287 250 1260 310 1314 V/C Ratio(X) 0.65 0.11 0.31 0.15 0.16 0.81 0.67 0.84 Avail Cap(c_a),veh/h 420 543 439 530 269 1260 393 1314 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 51.8 44.2 0.0 47.7 44.6 0.0 16.2 14.0 0.0 20.4 13.2 0.0 Incr Delay(d2),s/veh 3.0 0.2 0.0 0.7 0.2 0.0 0.3 5.8 0.0 3.0 6.6 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 %ile BackOfQ(50%),veh/In 4.9 0.8 0.0 2.3 1.2 0.0 0.5 20.3 0.0 3.8 22.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 54.8 44.4 0.0 48.4 44.8 0.0 16.5 19.8 0.0 23.4 19.9 0.0 LnGrp LOS D D D D B B C B Approach Vol,veh/h 189 124 1061 1314 Approach Delay,s/veh 53.1 47.1 19.7 20.4 Approach LOS D D B C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 11.1 87.6 23.7 8.2 90.5 23.7 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 12.3 78.7 35.5 5.0 86.0 35.5 Max Q Clear Time(g_c+I1),s 6.3 50.2 18.7 2.8 54.6 10.2 Green Ext Time(p-c),s 0.3 10.3 0.5 0.0 12.4 0.4 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Lako Protected+Permitted 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Future Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 219 119 217 78 246 1245 307 1302 Arrive On Green 0.07 0.06 0.00 0.05 0.04 0.00 0.03 0.67 0.00 0.06 0.70 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 8.6 1.8 0.0 4.9 2.7 0.0 0.8 46.6 0.0 4.2 50.8 0.0 Cycle Q Clear(g_c),s 8.6 1.8 0.0 4.9 2.7 0.0 0.8 46.6 0.0 4.2 50.8 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 219 119 217 78 246 1245 307 1302 V/C Ratio(X) 0.72 0.26 0.37 0.56 0.16 0.82 0.68 0.85 Avail Cap(c_a),veh/h 219 330 217 284 268 1245 388 1302 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 49.9 51.5 0.0 49.4 54.2 0.0 16.0 13.9 0.0 20.2 13.1 0.0 Incr Delay(d2),s/veh 11.1 1.1 0.0 1.0 6.1 0.0 0.3 6.1 0.0 3.3 7.1 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 %ile BackOfQ(50%),veh/In 5.2 0.9 0.0 2.2 1.4 0.0 0.5 19.6 0.0 3.7 21.2 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 61.0 52.6 0.0 50.4 60.4 0.0 16.3 20.1 0.0 23.4 20.2 0.0 LnGrp LOS E D D E B C C C Approach Vol,veh/h 189 124 1061 1314 Approach Delay,s/veh 59.7 53.9 19.9 20.7 Approach LOS E D B C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 10.9 82.0 10.7 11.9 8.1 84.9 13.1 9.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 11.7 73.7 6.2 20.4 5.0 80.4 8.6 18.0 Max Q Clear Time(g_c+I1),s 6.2 48.6 6.9 3.8 2.8 52.8 10.6 4.7 Green Ext Time(p-c),s 0.3 9.7 0.0 0.1 0.0 11.7 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 PM With Project Lako 4-1-ane 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T tt r tt r Traffic Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Future Volume(veh/h) 152 30 48 77 42 233 37 981 64 200 1062 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 211 225 126 129 312 1544 388 1743 Arrive On Green 0.12 0.12 0.00 0.07 0.07 0.00 0.04 0.44 0.00 0.09 0.49 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 3526 1585 1767 3554 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1022 0 208 1106 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1763 1585 1767 1777 1585 Q Serve(g_s),s 5.6 1.0 0.0 2.8 1.5 0.0 0.8 14.8 0.0 3.9 14.8 0.0 Cycle Q Clear(g_c),s 5.6 1.0 0.0 2.8 1.5 0.0 0.8 14.8 0.0 3.9 14.8 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 211 225 126 129 312 1544 388 1743 V/C Ratio(X) 0.75 0.14 0.63 0.34 0.12 0.66 0.54 0.63 Avail Cap(c_a),veh/h 490 523 498 510 381 1544 440 1743 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 27.4 25.3 0.0 29.1 28.5 0.0 10.1 14.3 0.0 10.7 12.1 0.0 Incr Delay(d2),s/veh 5.3 0.3 0.0 5.2 1.5 0.0 0.2 2.2 0.0 1.2 1.8 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 %ile BackOfQ(50%),veh/In 2.5 0.4 0.0 1.3 0.7 0.0 0.3 5.6 0.0 1.4 5.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 32.7 25.6 0.0 34.3 30.0 0.0 10.3 16.6 0.0 11.8 13.9 0.0 LnGrp LOS C C C C B B B B Approach Vol,veh/h 189 124 1061 1314 Approach Delay,s/veh 31.5 32.8 16.3 13.6 Approach LOS C C B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.4 32.7 12.2 7.0 36.1 9.1 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.8 28.2 18.0 5.0 31.0 18.0 Max Q Clear Time(g_c+I1),s 5.9 16.8 7.6 2.8 16.8 4.8 Green Ext Time(p-c),s 0.1 5.5 0.4 0.0 6.8 0.3 Intersection Summary HCM 6th Ctrl Delay 16.8 HCM 6th LOS B Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako Protected 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Future Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 296 248 136 81 255 1126 149 1170 Arrive On Green 0.17 0.13 0.00 0.08 0.04 0.00 0.03 0.60 0.00 0.06 0.63 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 22.5 3.3 0.0 8.3 3.3 0.0 1.0 81.5 0.0 7.5 50.7 0.0 Cycle Q Clear(g_c),s 22.5 3.3 0.0 8.3 3.3 0.0 1.0 81.5 0.0 7.5 50.7 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 296 248 136 81 255 1126 149 1170 V/C Ratio(X) 1.02 0.21 0.81 0.57 0.14 1.01 1.14 0.80 Avail Cap(c_a),veh/h 296 345 235 283 272 1126 149 1170 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 56.4 52.4 0.0 61.5 63.5 0.0 18.1 26.9 0.0 46.5 18.6 0.0 Incr Delay(d2),s/veh 56.6 0.4 0.0 10.7 6.1 0.0 0.2 28.7 0.0 117.3 5.7 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 %ile BackOfQ(50%),veh/In 14.8 1.6 0.0 4.1 1.7 0.0 0.4 43.2 0.0 10.0 22.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 113.0 52.8 0.0 72.2 69.6 0.0 18.3 55.7 0.0 163.8 24.3 0.0 LnGrp LOS F D E E B F F C Approach Vol,veh/h 352 156 1170 1104 Approach Delay,s/veh 104.3 71.4 54.6 45.8 Approach LOS F E D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 12.0 86.0 14.9 22.4 8.2 89.8 27.0 10.4 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 81.5 18.0 25.0 5.0 84.0 22.5 20.5 Max Q Clear Time(g_c+I1),s 9.5 83.5 10.3 5.3 3.0 52.7 24.5 5.3 Green Ext Time(p-c),s 0.0 0.0 0.1 0.2 0.0 9.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 58.3 HCM 6th LOS E Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Future Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 389 488 382 488 225 1070 154 1109 Arrive On Green 0.26 0.26 0.00 0.26 0.26 0.00 0.03 0.57 0.00 0.05 0.60 0.00 Sat Flow,veh/h 1358 1870 0 1341 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Grp Sat Flow(s),veh/h/In 1358 1870 0 1341 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 25.8 2.5 0.0 8.1 2.2 0.0 1.0 68.5 0.0 6.5 48.8 0.0 Cycle Q Clear(g_c),s 28.1 2.5 0.0 10.6 2.2 0.0 1.0 68.5 0.0 6.5 48.8 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 389 488 382 488 225 1070 154 1109 V/C Ratio(X) 0.77 0.10 0.29 0.09 0.16 1.06 1.11 0.84 Avail Cap(c_a),veh/h 619 804 609 804 248 1070 154 1109 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 44.2 33.6 0.0 37.7 33.5 0.0 19.0 25.6 0.0 38.1 19.5 0.0 Incr Delay(d2),s/veh 3.3 0.1 0.0 0.4 0.1 0.0 0.3 45.2 0.0 103.7 7.8 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 %ile BackOfQ(50%),veh/In 9.0 1.1 0.0 2.7 1.0 0.0 0.4 41.8 0.0 9.1 22.1 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 47.5 33.7 0.0 38.1 33.6 0.0 19.3 70.8 0.0 141.8 27.3 0.0 LnGrp LOS D C D C B F F C Approach Vol,veh/h 352 156 1170 1104 Approach Delay,s/veh 45.5 36.7 69.3 45.0 Approach LOS D D E D Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 11.0 73.0 35.8 7.9 76.1 35.8 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 6.5 68.5 51.5 5.0 70.0 51.5 Max Q Clear Time(g_c+I1),s 8.5 70.5 30.1 3.0 50.8 12.6 Green Ext Time(p-c),s 0.0 0.0 1.2 0.0 7.4 0.6 Intersection Summary HCM 6th Ctrl Delay 54.8 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako Protected+Permitted 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Future Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 301 175 244 83 301 1184 191 1233 Arrive On Green 0.12 0.09 0.00 0.07 0.04 0.00 0.03 0.63 0.00 0.06 0.66 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1870 1560 1725 1856 1585 Q Serve(g_s),s 15.5 3.2 0.0 7.5 3.1 0.0 0.9 72.0 0.0 5.8 43.2 0.0 Cycle Q Clear(g_c),s 15.5 3.2 0.0 7.5 3.1 0.0 0.9 72.0 0.0 5.8 43.2 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 301 175 244 83 301 1184 191 1233 V/C Ratio(X) 1.00 0.29 0.45 0.56 0.12 0.96 0.89 0.76 Avail Cap(c_a),veh/h 301 362 246 272 321 1184 191 1233 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 52.4 53.7 0.0 52.8 59.5 0.0 13.9 21.7 0.0 37.0 14.4 0.0 Incr Delay(d2),s/veh 51.8 0.9 0.0 1.3 5.7 0.0 0.2 17.9 0.0 36.8 4.4 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 %ile BackOfQ(50%),veh/In 6.4 1.6 0.0 3.4 1.6 0.0 0.3 35.0 0.0 7.3 18.4 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 104.2 54.6 0.0 54.1 65.3 0.0 14.1 39.6 0.0 73.8 18.8 0.0 LnGrp LOS F D D E B D E B Approach Vol,veh/h 352 156 1170 1104 Approach Delay,s/veh 97.0 57.4 38.9 27.3 Approach LOS F E D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 12.0 85.0 13.8 16.4 8.0 89.0 20.0 10.1 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.5 80.5 9.4 24.6 5.0 83.0 15.5 18.5 Max Q Clear Time(g_c+I1),s 7.8 74.0 9.5 5.2 2.9 45.2 17.5 5.1 Green Ext Time(p-c),s 0.0 4.5 0.0 0.2 0.0 9.5 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 42.7 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2029 AM With Project Lako 4-1-ane 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T tt r tt r Traffic Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Future Volume(veh/h) 283 48 69 103 43 307 33 1067 55 160 878 142 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1870 1870 1870 1856 1870 1870 1870 1870 1841 1811 1856 1870 Adj Flow Rate,veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 4 6 3 2 Cap,veh/h 349 367 159 168 301 1415 285 1557 Arrive On Green 0.20 0.20 0.00 0.09 0.09 0.00 0.03 0.40 0.00 0.08 0.44 0.00 Sat Flow,veh/h 1781 1870 0 1767 1870 0 1781 3554 1560 1725 3526 1585 Grp Volume(v),veh/h 301 51 0 110 46 0 35 1135 0 170 934 0 Grp Sat Flow(s),veh/h/In 1781 1870 0 1767 1870 0 1781 1777 1560 1725 1763 1585 Q Serve(g_s),s 12.4 1.7 0.0 4.6 1.7 0.0 0.9 21.4 0.0 4.2 15.2 0.0 Cycle Q Clear(g_c),s 12.4 1.7 0.0 4.6 1.7 0.0 0.9 21.4 0.0 4.2 15.2 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 349 367 159 168 301 1415 285 1557 V/C Ratio(X) 0.86 0.14 0.69 0.27 0.12 0.80 0.60 0.60 Avail Cap(c_a),veh/h 424 445 421 445 357 1415 285 1557 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 29.4 25.1 0.0 33.4 32.1 0.0 13.4 20.1 0.0 15.9 16.0 0.0 Incr Delay(d2),s/veh 14.3 0.2 0.0 5.3 0.9 0.0 0.2 4.9 0.0 3.3 1.7 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 %ile BackOfQ(50%),veh/In 6.5 0.8 0.0 2.1 0.8 0.0 0.3 9.1 0.0 1.8 6.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 43.7 25.3 0.0 38.7 33.0 0.0 13.6 25.0 0.0 19.3 17.7 0.0 LnGrp LOS D C D C B C B B Approach Vol,veh/h 352 156 1170 1104 Approach Delay,s/veh 41.0 37.0 24.7 18.0 Approach LOS D D C B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.4 34.6 19.3 7.1 37.9 11.3 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 5.9 30.1 18.0 5.0 31.0 18.0 Max Q Clear Time(g_c+I1),s 6.2 23.4 14.4 2.9 17.2 6.6 Green Ext Time(p-c),s 0.0 4.1 0.4 0.0 5.6 0.4 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2039 PM With Project Lako Protected 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Future Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 174 155 101 73 162 1219 236 1286 Arrive On Green 0.10 0.08 0.00 0.06 0.04 0.00 0.03 0.66 0.00 0.06 0.69 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 11.2 1.9 0.0 5.6 3.0 0.0 0.9 64.5 0.0 5.3 72.1 0.0 Cycle Q Clear(g_c),s 11.2 1.9 0.0 5.6 3.0 0.0 0.9 64.5 0.0 5.3 72.1 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 174 155 101 73 162 1219 236 1286 V/C Ratio(X) 0.91 0.20 0.79 0.60 0.24 0.91 0.88 0.94 Avail Cap(c_a),veh/h 174 314 133 261 180 1219 291 1286 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 56.1 53.8 0.0 58.6 59.4 0.0 26.6 18.5 0.0 32.0 17.4 0.0 Incr Delay(d2),s/veh 42.6 0.6 0.0 20.7 7.6 0.0 0.8 11.8 0.0 22.2 14.5 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 %ile BackOfQ(50%),veh/In 7.0 0.9 0.0 3.1 1.5 0.0 0.7 29.3 0.0 5.7 32.7 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 98.7 54.4 0.0 79.3 67.0 0.0 27.3 30.3 0.0 54.3 31.9 0.0 LnGrp LOS F D E E C C D C Approach Vol,veh/h 189 124 1151 1419 Approach Delay,s/veh 91.4 74.9 30.2 35.2 Approach LOS F E C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 12.1 87.1 11.6 14.9 8.2 91.0 17.0 9.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 11.5 80.0 9.4 21.1 5.0 86.5 12.5 18.0 Max Q Clear Time(g_c+I1),s 7.3 66.5 7.6 3.9 2.9 74.1 13.2 5.0 Green Ext Time(p-c),s 0.2 7.7 0.0 0.1 0.0 8.1 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 38.6 HCM 6th LOS D Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2039 PM With Project Lako Permissive 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. 4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Future Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 247 295 261 288 177 1241 248 1297 Arrive On Green 0.16 0.16 0.00 0.16 0.16 0.00 0.03 0.67 0.00 0.06 0.69 0.00 Sat Flow,veh/h 1341 1870 0 1378 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Grp Sat Flow(s),veh/h/In 1341 1870 0 1378 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 13.2 1.6 0.0 6.0 2.4 0.0 0.8 56.8 0.0 4.2 64.6 0.0 Cycle Q Clear(g_c),s 15.6 1.6 0.0 7.7 2.4 0.0 0.8 56.8 0.0 4.2 64.6 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 247 295 261 288 177 1241 248 1297 V/C Ratio(X) 0.64 0.10 0.31 0.15 0.22 0.90 0.84 0.93 Avail Cap(c_a),veh/h 409 522 428 510 199 1241 315 1297 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 48.4 41.3 0.0 44.6 41.7 0.0 23.5 15.7 0.0 26.5 15.3 0.0 Incr Delay(d2),s/veh 2.8 0.2 0.0 0.7 0.2 0.0 0.6 10.3 0.0 14.6 13.5 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 %ile BackOfQ(50%),veh/In 4.6 0.8 0.0 2.1 1.1 0.0 0.6 24.8 0.0 4.9 28.5 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 51.2 41.5 0.0 45.3 41.9 0.0 24.1 26.0 0.0 41.1 28.8 0.0 LnGrp LOS D D D D C C D C Approach Vol,veh/h 189 124 1151 1419 Approach Delay,s/veh 49.6 44.1 25.9 30.6 Approach LOS D D C C Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.9 81.2 22.6 8.1 84.0 22.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 10.7 73.8 32.0 5.0 79.5 32.0 Max Q Clear Time(g_c+I1),s 6.2 58.8 17.6 2.8 66.6 9.7 Green Ext Time(p-c),s 0.2 8.3 0.5 0.0 8.4 0.4 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2039 PM With Project Lako Protected+Permitted 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T t r f r Traffic Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Future Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 198 120 189 71 209 1315 277 1364 Arrive On Green 0.07 0.06 0.00 0.05 0.04 0.00 0.03 0.71 0.00 0.05 0.73 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1856 1585 1767 1870 1585 Q Serve(g_s),s 9.7 2.1 0.0 5.9 3.2 0.0 0.8 59.4 0.0 4.4 67.7 0.0 Cycle Q Clear(g_c),s 9.7 2.1 0.0 5.9 3.2 0.0 0.8 59.4 0.0 4.4 67.7 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 198 120 189 71 209 1315 277 1364 V/C Ratio(X) 0.80 0.26 0.42 0.62 0.19 0.85 0.75 0.89 Avail Cap(c_a),veh/h 198 294 189 241 224 1315 365 1364 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 59.2 60.7 0.0 59.6 64.4 0.0 21.7 14.4 0.0 26.6 14.2 0.0 Incr Delay(d2),s/veh 19.9 1.1 0.0 1.5 8.4 0.0 0.4 6.8 0.0 6.1 8.9 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 %ile BackOfQ(50%),veh/In 1.9 1.1 0.0 2.7 1.7 0.0 0.7 25.1 0.0 5.3 28.6 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 79.1 61.8 0.0 61.1 72.8 0.0 22.1 21.3 0.0 32.7 23.0 0.0 LnGrp LOS E E E E C C C C Approach Vol,veh/h 189 124 1151 1419 Approach Delay,s/veh 76.3 65.3 21.3 24.5 Approach LOS E E C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 11.2 101.0 10.8 13.2 8.4 103.8 14.2 9.8 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 13.5 90.8 6.3 21.4 5.0 99.3 9.7 18.0 Max Q Clear Time(g_c+I1),s 6.4 61.4 7.9 4.1 2.8 69.7 11.7 5.2 Green Ext Time(p-c),s 0.3 12.2 0.0 0.1 0.0 14.4 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 28.4 HCM 6th LOS C Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1 HCM 6th Signalized Intersection Summary 2039 PM With Project Lako 4-1-ane 7: Route 11 & Lako Street /Lako Street 1I12/07/2022 --1. .4--- t i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T+ T tt r tt r Traffic Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Future Volume(veh/h) 152 30 48 77 42 233 37 1068 64 200 1163 188 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1841 1870 1870 1870 1826 1826 1856 1856 1870 1856 1870 1870 Adj Flow Rate,veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 4 2 2 2 5 5 3 3 2 3 2 2 Cap,veh/h 210 224 126 129 286 1563 364 1757 Arrive On Green 0.12 0.12 0.00 0.07 0.07 0.00 0.04 0.44 0.00 0.09 0.49 0.00 Sat Flow,veh/h 1753 1870 0 1781 1826 0 1767 3526 1585 1767 3554 1585 Grp Volume(v),veh/h 158 31 0 80 44 0 39 1112 0 208 1211 0 Grp Sat Flow(s),veh/h/In 1753 1870 0 1781 1826 0 1767 1763 1585 1767 1777 1585 Q Serve(g_s),s 5.7 1.0 0.0 2.8 1.5 0.0 0.8 16.7 0.0 3.9 17.0 0.0 Cycle Q Clear(g_c),s 5.7 1.0 0.0 2.8 1.5 0.0 0.8 16.7 0.0 3.9 17.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 210 224 126 129 286 1563 364 1757 V/C Ratio(X) 0.75 0.14 0.64 0.34 0.14 0.71 0.57 0.69 Avail Cap(c_a),veh/h 484 516 492 504 353 1563 397 1757 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 Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay(d),s/veh 27.7 25.7 0.0 29.5 28.9 0.0 10.5 14.8 0.0 11.6 12.6 0.0 Incr Delay(d2),s/veh 5.3 0.3 0.0 5.2 1.6 0.0 0.2 2.8 0.0 1.7 2.2 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 %ile BackOfQ(50%),veh/In 2.6 0.4 0.0 1.3 0.7 0.0 0.3 6.5 0.0 1.4 6.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 33.1 26.0 0.0 34.7 30.4 0.0 10.7 17.5 0.0 13.3 14.9 0.0 LnGrp LOS C C C C B B B B Approach Vol,veh/h 189 124 1151 1419 Approach Delay,s/veh 31.9 33.2 17.3 14.6 Approach LOS C C B B Timer-Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 10.4 33.4 12.3 7.0 36.7 9.1 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 7.1 28.9 18.0 5.0 31.0 18.0 Max Q Clear Time(g_c+I1),s 5.9 18.7 7.7 2.8 19.0 4.8 Green Ext Time(p-c),s 0.1 5.5 0.4 0.0 6.7 0.3 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes Unsignalized Delay for[NBR, EBR,WBR, SBR]is excluded from calculations of the approach delay and intersection delay. 5:00 pm Baseline Synchro 10 Report Page 1