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Home My WebLink AboutRS_Traffic Impact Analysis_Logan Six_230924_v3.pdfKH #090222307 Kimley-Horn and Associates, Inc. 2828 Colby Avenue Suite 200 Everett, WA 98201 425.708.8275 Logan Six Updated Traffic Impact Analysis Jurisdiction: City of Renton September 2023 09/07/23 Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | i TABLE OF CONTENTS 1.DEVELOPMENT IDENTIFICATION ................................................................................1 2.METHODOLOGY ..............................................................................................................1 3.TRIP GENERATION ..........................................................................................................4 4.TRIP DISTRIBUTION ........................................................................................................5 5.INTERSECTION LEVEL OF SERVICE ANALYSIS .........................................................8 5.1 Turning Movement Calculations ...................................................................................8 5.2 Level of Service Calculations ...................................................................................... 15 6.CRASH DATA .................................................................................................................. 16 7.ADDITIONAL CONCERNS ............................................................................................. 18 8.TRANSPORTATION IMPACT FEES .............................................................................. 18 9.CONCLUSIONS ............................................................................................................... 18 LIST OF FIGURES Figure 1: Site Vicinity Map .........................................................................................................2 Figure 2: Development Trip Distribution – AM Peak-Hour .........................................................6 Figure 3: Development Trip Distribution – PM Peak-Hour ..........................................................7 Figure 4: Existing Turning Movements – AM Peak-Hour ............................................................9 Figure 5: Existing Turning Movements – PM Peak-Hour .......................................................... 10 Figure 6: 2024 Baseline Turning Movements – AM Peak-Hour ................................................ 11 Figure 7: 2024 Baseline Turning Movements – PM Peak-Hour ................................................. 12 Figure 8: 2024 Future with Development Turning Movements – AM Peak-Hour ...................... 13 Figure 9: 2024 Future with Development Turning Movements – PM Peak-Hour ....................... 14 LIST OF TABLES Table 1: Level of Service Criteria ................................................................................................3 Table 2: Trip Generation Summary .............................................................................................4 Table 3: Level of Service Summary .......................................................................................... 15 Table 4: 5-Year Collision Data Summary .................................................................................. 16 Table 5: 5-Year Collision Rate Calculation ............................................................................... 17 ATTACHMENTS Trip Generation Calculations ...................................................................................................... A AM Counts and Turning Movement Calculations ....................................................................... B PM Counts and Turning Movement Calculations ....................................................................... C AM Level of Service Calculations .............................................................................................. D PM Level of Service Calculations .............................................................................................. E Collision Data ............................................................................................................................ F Travel Routes ............................................................................................................................. G Site Plan ................................................................................................................................. H Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 1 1.DEVELOPMENT IDENTIFICATION Kimley-Horn and Associates, Inc. (KH) has been retained to provide an updated traffic impact analysis for Logan Six development to address recent City comments. This report is intended to provide the City of Renton with the necessary traffic generation, trip distribution and intersection analysis to facilitate their review of the development and to address the additional comments. The Logan Six development is located on the east side of Logan Avenue N, between N 3rd Street and N 4th Street. A site vicinity map is included in Figure 1. The development is currently proposed to consist of 97 mid-rise apartment units with 4,860 square-feet (SF) of commercial space. The site is currently undeveloped. The site will gain access to the road system through two new accesses, one proposed onto N 3rd Street and one onto N 4th Street. There is no interconnectivity between these two garage accesses. There will be a total of 125 vehicle parking spaces provided, 108 on- site (83 in the southern garage and 25 in the northern garage) and 17 concomitant agreement stalls on the adjacent parcel on the southeast corner of the development. Matthew Palmer, responsible for this report and traffic analysis, is a licensed professional engineer (Civil) in the State of Washington and member of the Washington State section of ITE. 2.METHODOLOGY The analysis contained in this report is based on the City of Renton Policy Guidelines for Traffic Impact Analysis for New Development. Additionally, the accesses to N 3rd Street and N 4th Street has been analyzed under the future with development conditions. The level of service analysis has been performed in accordance with the Highway Capacity Manual 6th Edition (HCM). Congestion is generally measured in terms of level of service (LOS). Road facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow or over- capacity conditions. A summary of the level of service criteria is included in Table 1. TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 900900 900 167167 169 N E S U N S E T B L V D RAINIER AVE NAIRPORT WAY S 3RD ST S 2ND ST 169 167 900 900 RENTON AVE S 405 LEGEND SITE VICINITY MAPDEVELOPMENT SITE FIGURE 1 #X STUDY INTERSECTIONS #2 #1 #11 #5 #12 #6 #8 #7 #9#3 #4 #10 #13 Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 3 Table 1: Level of Service Criteria Level of 1 Service Expected Delay Intersection Control Delay (Seconds per Vehicle) Unsignalized Intersections Signalized Intersections A Little/No Delay <10 <10 B Short Delays >10 and <15 >10 and <20 C Average Delays >15 and <25 >20 and <35 D Long Delays >25 and <35 >35 and <55 E Very Long Delays >35 and <50 >55 and <80 F Extreme Delays2 >50 >80 Per the City of Renton’s Transportation Element, the acceptable level of service is LOS D except along the following specific corridors, Carr Road, Logan Avenue, Rainier Avenue, Grady Way, SR-900 and SR-515, and the Renton Urban Center and Center Village, where the acceptable level of service is LOS E. The level of service at two-way stop-controlled intersections is based on the average delay for the stopped approach with the highest delay. The level of service at all-way stop-controlled intersections and signalized intersections is based on the average delay for all vehicles. The level of service analysis for unsignalized and signalized intersections has been performed utilizing the Synchro 11 software. The trip generation calculations for the development are based on average trip generation rates published in the Institute of Transportation Engineers (ITE)Trip Generation Manual, 11th Edition (2021). 1 Source:Highway Capacity Manual, 6th Edition. LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer than one cycle at signalized intersection). LOS B: Generally stable traffic flow conditions. LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable. LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal). LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long delays. LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at times. 2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 4 3.TRIP GENERATION Trip generation calculations for the Logan Six development have been performed utilizing data published in the Institute of Transportation Engineers (ITE)Trip Generation Manual, 11th Edition (2021). The average trip generation rates for the following ITE Land Use Codes (LUC) have been utilized in the trip generation calculations: ·LUC 221, Multifamily Housing (Mid-Rise) – 97 apartments units ·LUC 822, Strip Retail Plaza (<40k) – 4,860 SF ITE Land Use Code 221 has been utilized for the 97 proposed apartments since they will include 6 stories, which meets the criteria of ITE Land Use Code 221. As the commercial space will be either office or retail use, the higher trip generation use, retail, has been conservatively used. The trip generation of the Logan Six development is summarized in Table 2. Table 2: Trip Generation Summary Land Use Units/Size Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Inbound Outbound Total Inbound Outbound Total ITE LUC 221, Multifamily Mid-rise 97 Units 440 8 28 36 23 15 38 ITE LUC 822, Strip Retail Plaza (<40k) 4,860 SF 265 7 4 11 16 16 32 TOTAL NEW TRIPS 705 15 32 47 39 31 70 The Logan Six development is anticipated to generate approximately 705 new average daily trips with 47 new AM peak-hour trips and 70 new PM peak-hour trips. The trip generation calculations are included in the attachments. Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 5 4.TRIP DISTRIBUTION The Logan Six development is proposed to have two accesses, one on the north side of the development onto N 4th Street and one on the south side of the parcel onto N 3rd Street. The distribution of trips is based on prior projects in the site vicinity and comments from City staff. It is anticipated that 30% of the trips generated by the development will travel to and from the north, fifteen percent along Logan Avenue N and fifteen percent along Park Avenue N. Approximately 35% of the trips generated by the development will travel to and from the east utilizing N 3rd Street (eastbound one-way) and N 4th Street (westbound one-way). The remaining 35% of the trips generated by the development are anticipated to travel to and from the south and west along Airport Way. A detailed trip distribution for the AM and PM peak-hours are shown in Figure 2 and Figure 3 respectively. The City is currently planning on putting c-curbing along N 3rd Street between the two lanes across the development’s south garage access separating those two lanes effectively prohibiting left-turns into the southern garage from the southern lane. Therefore, trips coming from the south along Logan Avenue N will have to turn onto N 3rd Street, pass the garage, take a left-turn onto Burnett Avenue N or Williams Avenue N, a left onto N 4th Street, left onto Logan Avenue N, and then a left onto N 3rd Street to turn into the southern garage. It is important to note that the southern and northern garages are not connected internally. Currently, both the north and south garage will be utilized by residents and employees/management for commercial uses, and all of the guest/commercial customers will utilize the concomitant agreement stalls located on the southeast side of the development. As ITE does not separate employee/customer or resident/guest trips, all of the residential trips were assumed to utilize the parking garages and all of the commercial trips were assumed to utilize the concomitant agreement stalls. Additionally, as the southern garage account for approximately 2/3rds of the total parking stalls, approximately 2/3rds of the residential trips were routed to/from the southern garage and 1/3rd of the residential trips were routed to/from the northern garage. 900900 900 167167 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEN E S U N S E T B L V D AIRPORT WAY S 3RD ST S 2ND ST MAIN AVE SMAPLE VALLEY HWYBRONSONWAY S167 900 900 SITE RENTON AVE S N 6TH ST BURNETT AVE N#2 #1 #11 #13 #12 #6 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #6 BURNETT AVE N @ N 4TH ST #13 BURNETT AVE N @ COMMERCIAL DWY #5 169 405405 169169 405 *NOTE: RETURN TRIPS WILL UTILIZE N 4TH ST 611 247 35 LOCAL LOCAL LOCAL 10 3 701 15 21065 35* 11 247 5 1 1 3 5 5 15 21065 2 3 7 1 10 1 1 355 3 2517 68 2 1 355 2 5 10615 10 3701 4 2 7110 5 210615 405 900 900 167 169 DEVELOPMENT TRIP DISTRIBUTION AM PEAK-HOUR FIGURE 2 TRIP DISTRIBUTION % DAILY TRAFFIC AM PEAK HOUR TRIPSAM PEAK AWDT XX LEGEND 5 210515 17 2 090 0121100 0 0 6000 0 0 0000 4 3 00150 0 0 2000 0 0 00017 14 02 05 21 000190 0 6 12 304132 2 900900 900 167167 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEN E S U N S E T B L V D AIRPORT WAY S 3RD ST S 2ND ST MAIN AVE SMAPLE VALLEY HWYBRONSONWAY S167 900 900 SITE RENTON AVE S N 6TH ST BURNETT AVE N#2 #1 #11 #13 #12 #6 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #6 BURNETT AVE N @ N 4TH ST #13 BURNETT AVE N @ COMMERCIAL DWY #5 169 405405 169169 405 LEGEND XX AWDT PEAKPM PM PEAK HOUR TRIPS DAILY TRAFFIC TRIP DISTRIBUTION % FIGURE 3 DEVELOPMENT TRIP DISTRIBUTION PM PEAK-HOUR 15 1066 5 10 714 3 470 310 15 1065 6 5 352 1 8 17625 10 5 352 2 10 7 1 3 4 5 1066 15 5 3 5 1 1 13 247 11 35* 5 106615 4 703 10 LOCAL LOCAL LOCAL 35 247 11 14 *NOTE: RETURN TRIPS WILL UTILIZE N 4TH ST 15 1056 4211100 0 0 14000 0 0 0000 11 8 00220 0 0 8000 0 0 00022 7 06 05 26 000100 0 16 19 26 7 050 0 808148 8 Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 8 5.INTERSECTION LEVEL OF SERVICE ANALYSIS Per instructions from the City staff, the following intersections have been analyzed: 1.Logan Avenue N at N 3rd Street – Signalized 2.Logan Avenue N at N 4th Street – Signalized 3.Logan Avenue N at N 6th Street – Signalized 4.Logan Avenue N at N 8th Street – Signalized 5.Burnett Avenue N at N 3rd Street – Two-Way Stop Controlled 6.Burnett Avenue N at N 4th Street – Two-Way Stop Controlled 7.Park Avenue N at N 3rd Street – Signalized 8.Park Avenue N at N 4th Street – Signalized 9.Park Avenue N at N 6th Street – Signalized 10.Park Avenue N at N 8th Street – Signalized 11.South Site Access at N 3rd Street – Two-way Stop Controlled 12.North Site Access at N 4th Street – Two-way Stop Controlled 13.Burnett Avenue N at Commercial Parking Lot – Two-way Stop Controlled As the site accesses will not exist during the existing and baseline (future without development) conditions, they have only been analyzed during the future with development conditions. 5.1 Turning Movement Calculations The existing AM and PM peak-hour turning movements at the study intersections were collected by the independent count firm Traffic Data Gathering in September 2022 and February 2023. Volumes at Burnett Avenue N at the Commercial Parking Lot volumes were extrapolated based on the north leg of Burnett Avenue N at N 3rd Street due to the proximity to the intersection. Additionally, 5 trips were added to each of the movements to/from the commercial driveway to represent trips that may currently be using the driveway. The existing turning movements at the study intersections are shown in Figure 4. The future analysis has been performed for the year 2024, which represents when the development is expected to be constructed and occupied. The 2024 baseline turning movements have been calculated by applying a 1.5% annually compounding growth rate and trips from 2 pipeline developments, Southport West, and Topgolf Phase II, per the City of Renton comments, to the existing turning movements. The 2024 baseline turning movements at the study intersection are shown in Figure 5. The 2024 future with development turning movements at the study intersections have been calculated by adding the development’s trips to the 2024 baseline turning movements. The 2024 future with development turning movements are shown in Figure 6. TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 169169 405 #2 #1 #5 #12 #6 #8 #7 #9#3 #4 #10 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #3 LOGAN AVE N @ N 6TH ST #4 LOGAN AVE N @ N 8TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #7 PARK AVE N @ N 3RD ST #8 PARK AVE N @ N 4TH ST #9 PARKAVE N @ N 6TH ST #10 PARKAVE N @ N 8TH ST #6 BURNETT AVE N @ N 4TH ST #11 #13 BURNETT AVE N @ COMMERCIAL DWY #13 LEGEND AM PEAK HOUR TRIPS FIGURE 4 XXX EXISTING TURNING MOVEMENTS AM PEAK-HOUR1683110 0 0 44893141 3 11 0585 400 8 08240 0 0 916900 0 0 62291027 421 10 0811960 359 79 0290240 0 02943288 8 34 2036835711 9 23 54291716 6 48 57629229 8 8 371724 25 5 53176795 35 23 23136935 53 33 1203791024 49 71700 0 0 71905 445 26496 037 353 0932585245 5 432 0 000 0000 0 0 476 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 169169 405 #2 #1 #5 #12 #6 #8 #7 #9#3 #4 #10 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #3 LOGAN AVE N @ N 6TH ST #4 LOGAN AVE N @ N 8TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #7 PARK AVE N @ N 3RD ST #8 PARK AVE N @ N 4TH ST #9 PARKAVE N @ N 6TH ST #10 PARKAVE N @ N 8TH ST #6 BURNETT AVE N @ N 4TH ST #11 #13 BURNETT AVE N @ COMMERCIAL DWY #13 LEGEND PM PEAK HOUR TRIPS FIGURE 5 XXX EXISTING TURNING MOVEMENTS PM PEAK-HOUR903048 337 0931661,16120 0 0 784931374 8 45 01182 356 3 011140 0 0 15627100 0 0 36214031 792 31 03835629 299 44 0197350 0 012781741 2 64 1318102612 16 61 21719252 5 104 131749717 10 17 4317350 7 8 22164136 51 75 12600 0 0 252607 791 25 722453274 91 75 522762063 64 37 000 0 0 858 378 0 000 0 5185335 5 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 169169 405 #2 #1 #5 #12 #6 #8 #7 #9#3 #4 #10 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #3 LOGAN AVE N @ N 6TH ST #4 LOGAN AVE N @ N 8TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #7 PARK AVE N @ N 3RD ST #8 PARK AVE N @ N 4TH ST #9 PARKAVE N @ N 6TH ST #10 PARKAVE N @ N 8TH ST #6 BURNETT AVE N @ N 4TH ST #11 #13 BURNETT AVE N @ COMMERCIAL DWY #13 LEGEND AM PEAK HOUR TRIPS FIGURE 6 2024 BASELINE TURNING MOVEMENTS AM PEAK-HOUR XXX0585 420 8 08240 0 01689110 0 0 4741,16741 3 11 1008900 0 0 63435046 427 10 01093369 364 80 0453240 0 02947188 8 35 2069255811 9 23 3113734 25 5 54896896 36 23 23179936 54 33 1225441024 50 71700 0 0 71905 471 26 54621716 6 49 58849229 8 8535 038 372 01,168000 0 0 502 459 0 000 0 585245 5 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 169169 405 #2 #1 #5 #12 #6 #8 #7 #9#3 #4 #10 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #3 LOGAN AVE N @ N 6TH ST #4 LOGAN AVE N @ N 8TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #7 PARK AVE N @ N 3RD ST #8 PARK AVE N @ N 4TH ST #9 PARKAVE N @ N 6TH ST #10 PARKAVE N @ N 8TH ST #6 BURNETT AVE N @ N 4TH ST #11 #13 BURNETT AVE N @ COMMERCIAL DWY #13 LEGEND PM PEAK HOUR TRIPS FIGURE 7 2024 BASELINE TURNING MOVEMENTS PM PEAK-HOUR XXX01182 383 3 011140 0 0681,40720 0 0 8231,014384 8 46 16740500 0 0 37250047 816 32 05277438 308 45 0248360 0 0121,000742 2 66 1358892712 16 63 4475360 7 8 22764140 53 77 744003376 94 77 543352165 66 3812600 0 0 262707 830 26 22931254 5 107 135816718 10 181,125049 363 01,0145195345 5 405 0 000 0000 0 0 899 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 169169 405 #2 #1 #5 #12 #6 #8 #7 #9#3 #4 #10 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #3 LOGAN AVE N @ N 6TH ST #4 LOGAN AVE N @ N 8TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #7 PARK AVE N @ N 3RD ST #8 PARK AVE N @ N 4TH ST #9 PARKAVE N @ N 6TH ST #10 PARKAVE N @ N 8TH ST #6 BURNETT AVE N @ N 4TH ST #11 #13 BURNETT AVE N @ COMMERCIAL DWY #13 LEGEND AM PEAK HOUR TRIPS FIGURE 8 2024 WITH DEVELOPMENT TURNING MOVEMENTS AM PEAK-HOUR XXX #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST 2890210 0 0 4801,16741 3 11 0585 424 11 08390 0 0 0190 0 6 514 476 2 090 0 1008900 0 0 63435051 438 10 01093569 369 80 0458240 0 02947388 8 35 2069305811 9 23 54641716 6 49 60852229 8 8 3115734 25 5 54946896 36 23 23180936 54 34 1255461024 50 73700 0 0 719022 485 26 537043 393 01,168889377 7 TRAFFIC IMPACT STUDY CITY OF RENTON KH #090222307 LOGAN SIX PARK AVE NN 8TH STGARDEN AVE NLOGAN AVE NN 4TH ST N 3RD ST N E 3 R D S TSUNSET BLVD NEMAIN AVE SMAPLE VALLEY HWYBRONSONWAY SSITE N 6TH ST BURNETT AVE N169 405405 169169 405 #2 #1 #5 #12 #6 #8 #7 #9#3 #4 #10 #1 LOGAN AVE N @ N 3RD ST #2 LOGAN AVE N @ N 4TH ST #3 LOGAN AVE N @ N 6TH ST #4 LOGAN AVE N @ N 8TH ST #5 BURNETT AVE N @ N 3RD ST #11 S SITE ACCESS @ N 3RD ST #12 N SITE ACCESS @ N 4TH ST #7 PARK AVE N @ N 3RD ST #8 PARK AVE N @ N 4TH ST #9 PARKAVE N @ N 6TH ST #10 PARKAVE N @ N 8TH ST #6 BURNETT AVE N @ N 4TH ST #11 #13 BURNETT AVE N @ COMMERCIAL DWY #13 LEGEND PM PEAK HOUR TRIPS FIGURE 9 2024 WITH DEVELOPMENT TURNING MOVEMENTS PM PEAK-HOUR XXX891,41820 0 0 8371,014384 8 46 01182 394 11 011360 0 0 0100 0 16 918 431 7 050 0 16740500 0 0 37250051 827 32 05278038 321 45 0252360 0 0121,006742 2 66 1358942712 16 63 22935254 5 109 137819718 10 18 4481360 7 8 22804140 53 77 744023376 94 81 573362165 66 3820600 0 0 2627029 837 261,131054 389 01,0141319134813 13 Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 15 5.2 Level of Service Calculations The 2022 existing level of service calculations have been performed utilizing the existing channelization, existing intersection control and peak-hour factors and heavy vehicle factors from the 2022 turning movement counts. The 2024 baseline and 2024 future with development level of service analysis does not include any changes to the existing channelization or control. The level of service summary is included in Table 3. Table 3: Level of Service Summary Intersections Approach Peak- Hour Existing Conditions 2024 Baseline Conditions 2024 Future with Development Conditions LOS Delay LOS Delay LOS Delay 1.Logan Avenue N at N 3rd Street Intersection AM A 3.0 sec A 3.1 sec A 3.9 sec PM A 9.2 sec A 9.8 sec B 10.2 sec 2.Logan Avenue N at N 4th Street Intersection AM A 9.8 sec B 11.0 sec B 11.4 sec PM A 9.3 sec B 10.1 sec B 10.5 sec 3. Logan Avenue N at N 6th Street Intersection AM B 17.7 sec D 36.5 sec D 37.4 sec PM B 17.1 sec B 19.3 sec B 19.5 sec 4. Logan Avenue N at N 8th Street Intersection AM B 17.3 sec C 30.9 sec C 31.9 sec PM D 36.2 sec E 63.3 sec E 65.1 sec 5. Burnett Avenue N at N 3rd Street TWSC AM B 13.1 sec B 13.4 sec B 13.7 sec PM C 16.7 sec C 17.4 sec C 18.7 sec 6. Burnett Avenue N At N 4th Street TWSC AM B 11.1 sec B 11.2 sec B 11.3 sec PM B 11.1 sec B 11.3 sec B 11.4 sec 7. Park Avenue N at N 3rd Street Intersection AM B 10.1 sec B 11.2 sec B 11.3 sec PM B 12.9 sec B 14.3 sec B 14.3 sec 8. Park Avenue N at N 4th Street Intersection AM A 8.2 sec A 9.2 sec A 9.2 sec PM A 7.7 sec A 8.3 sec A 8.4 sec 9. Park Avenue N at N 6th Street Intersection AM B 17.2 sec B 17.1 sec B 17.1 sec PM B 15.4 sec B 15.9 sec B 16.0 sec 10.Park Avenue N at N 8th Street Intersection AM B 12.9 sec B 14.1 sec B 14.2 sec PM B 16.0 sec B 16.3 sec B 16.3 sec 11.South Site Access at N 3rd Street TWSC AM ------------B 10.5 sec PM ------------B 12.7 sec 12.North Site Access at N 4th Street TWSC AM ------------A 9.9 sec PM ------------A 9.8 sec 13.Burnett Avenue N at Commercial Driveway TWSC AM A 8.6 sec A 8.6 sec A 8.7 sec PM A 8.7 sec A 8.7 sec A 8.9 sec Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 16 The analysis shows that the study intersections currently operate at LOS D or better in both the AM and PM peak-hours. In the 2024 baseline and 2024 future with development conditions, all of the study intersection are anticipated to operate at LOS D or better in both the AM and PM peak- hours with the exception of Logan Avenue N at N 8th Street during the PM peak-hour which will operate at an acceptable LOS E during the 2024 baseline and 2024 future with development conditions. The site accesses are anticipated to operate at acceptable LOS B or better under the 2024 future with development conditions. The level of service calculations are included in the attachments. 6.CRASH DATA Collision data provided by the WSDOT for January 1, 2017, through December 2021 is summarized in Table 4. Table 4: 5-Year Collision Data Summary Intersection Collision Type Total Collisions Collisions Per YearRear- End Entering at Angle Opp. Dir.Sideswipe Same Dir. Ped. / Cyclist Fixed Object/ Other Logan Avenue N at N 3rd Street 4 2 5 0 0 0 0 11 2.2 Logan Avenue N at N 4th Street 3 6 0 0 0 0 0 9 1.8 Logan Avenue N at N 6th Street 1 0 0 2 0 0 0 3 0.6 Logan Avenue N at N 8th Street 3 3 0 0 0 0 0 6 1.2 Burnett Avenue N at N 3rd Street 1 3 0 1 0 0 0 5 1.0 Burnett Avenue N At N 4th Street 0 2 0 0 0 0 0 2 0.4 Park Avenue N at N 3rd Street 1 17 7 0 3 0 0 28 5.6 Park Avenue N at N 4th Street 1 24 0 1 10 1 0 37 7.4 Park Avenue N at N 6th Street 1 1 0 0 0 1 0 3 0.6 Park Avenue N at N 8th Street 0 3 3 0 0 2 2 10 2.0 South Site Access at N 3rd Street 0 0 0 0 0 0 1 1 0.2 The 5-year collision rate has been calculated using PM peak-hour volumes and the industry standard K-factor of 10 for conversion to ADT. The 5-year collision rates are summarized in Table 5. Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 17 Table 5: 5-Year Collision Rate Calculation Intersection PM Peak-Hour Intersection Vol. K-Factor Total Collisions Collision Rate3 Logan Avenue N at N 3rd Street 3,038 10 11 0.20 Logan Avenue N at N 4th Street 2,219 10 9 0.22 Logan Avenue N at N 6th Street 1,963 10 3 0.08 Logan Avenue N at N 8th Street 1,834 10 6 0.18 Burnett Avenue N at N 3rd Street 892 10 5 0.31 Burnett Avenue N At N 4th Street 405 10 2 0.27 Park Avenue N at N 3rd Street 1,531 10 28 1.00 Park Avenue N at N 4th Street 1,043 10 37 1.94 Park Avenue N at N 6th Street 855 10 3 0.19 Park Avenue N at N 8th Street 1,101 10 10 0.50 Further safety analysis may be performed if intersection collision frequencies are higher than 5 collision per year for unsignalized intersection, higher than 10 collisions per year for signalized intersections, or collision rates per million entering vehicles being greater than 1.0. As the collision rate at the intersections of Park Avenue N at N 3rd Street and Park Avenue at N 4th Street is over 1.0 but the frequency is less than 10 collisions per year, further collision analysis may be warranted. It is important to note that no fatality collisions were reported at the study intersections. At the intersection of Park Avenue N at N 3rd Street, the most common collision type was “entering at angle” followed by “opposite direction” collisions. Per the collision reports, all of the entering at angle collisions were due to a vehicle traveling east/west through the intersection colliding with a vehicle traveling north/south through the intersection due to one or more of the vehicles disregarding the traffic signal. All of the opposite direction collisions were between a vehicle making a southbound left-turn colliding with a vehicle traveling from the south to the north. Of the 28 collisions, 9 occurred in 2017, 5 occurred in 2018, 5 occurred in 2019, 5 occurred in 2020 and 4 occurred in 2021. 3 The collision rate is based on Million Entering Vehicles. Updated Traffic Impact Analysis Logan Six KH #090222307 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 18 At the intersection of Park Avenue N at N 4th Street, the most common collision type was “entering at angle” followed by “same direction” collisions. Per the collision reports, a majority of these collisions were due to a vehicle traveling east/west through the intersection colliding with a vehicle traveling north/south through the intersection due to one or more of the vehicles disregarding the traffic signal. All of the same direction collisions were between vehicles traveling west along N 4th Street with an improper turn or inattention listed as the contributing circumstance. All of the collisions at this intersection are spread equally between the years, with 6 collisions during 2017, 9 collisions during 2018, 7 collisions during 2019, 6 collisions during 2020 and 9 collisions during 2021. 7.ADDITIONAL CONCERNS Per discussions with City Staff, the surrounding neighborhoods are concerned about cut-through trips from the development utilizing neighborhood streets instead of arterial/primary roadways. Based on the directions from Google Maps, although cutting through the local neighborhoods is an option, the primary route suggested during the PM peak-hours is along N 3rd Street/N 4th Street and Park Avenue or Logan Avenue to travel to destinations to/from the south. Directions to/from City Hall and the intersection of S Grady Way at Rainier Avenue S from the site were looked at. Additionally, the level of service analysis at intersections along this route performed as a part of this report suggest that there is minimal delays along these primary arterial routes described above. Therefore, it is not anticipated that a large number, if any, cut-through trips would likely occur through the adjacent neighborhoods. 8.TRANSPORTATION IMPACT FEES The transportation impact fees for the Logan Six are based on the current impact fees and could increase when the fees are actually paid. The current traffic impact fees for 2022 are $8,031.94 per Net New PM peak-hour vehicle trip for the residential units and $29.88 per SF for the retail space. Per the trip generation section earlier in the TIA, the development will generate 38 net new residential PM peak-hour trips for a mitigation fee of $305,213.72. The mitigation fee for the retail space is $145,216.80 (4,860 SF x $29.88/SF). Therefore, the total traffic mitigation fees for the Logan Six development are $450,430.52. 9.CONCLUSIONS The Logan Six is proposed to consist of 97 apartments with 4,860 SF of commercial space. The site is currently vacant. The development is anticipated to generate 705 new average daily trips with 47 new AM peak-hour trips and 70 new PM peak-hour trips. All of the study intersections currently operate at LOS D or better and will operate at LOS D or better except for the intersection of Logan Avenue N at N 8th Street which will operate at an acceptable LOS E during both the 2024 baseline and 2024 future with development conditions. The current transportation impact mitigation fees total $450,430.52; however, the actual fee will be determined when a complete building permit application is filed. A Trip Generation Calculations Logan Six KH #090222307 Trip Generation for: Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS Gross Trips Internal Crossover TOTAL PASS-BY DIVERTED LINK NEW PASS-BY DIVERTED LINK NEW LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total)In Out In Out In Out Multifamily (Mid-Rise) 97 units 221 4.54 50%50% 440 0%0 440 0%0 0%0 440 0 0 0 0 220 220 Strip Retail Plaza (<40k) 4.860 KSF 822 54.45 50%50% 265 0%0 265 0%0 0%0 265 0 0 0 0 133 132 Total 705 0 705 0 0 705 0 0 0 0 353 352 A-1 Logan Six KH #090222307 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS Gross Trips Internal Crossover TOTAL PASS-BY DIVERTED LINK NEW PASS-BY DIVERTED LINK NEW LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total)In Out In Out In Out Multifamily (Mid-Rise) 97 units 221 0.37 23%77% 36 0% 0 36 0% 0 0% 0 36 0 0 0 0 8 28 Strip Retail Plaza (<40k) 4.860 KSF 822 2.36 60%40% 11 0% 0 11 0% 0 0% 0 11 0 0 0 0 7 4 Total 47 0 47 0 0 47 0 0 0 0 15 32 A-2 Logan Six KH #090222307 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS Gross Trips Internal Crossover TOTAL PASS-BY DIVERTED LINK NEW PASS-BY DIVERTED LINK NEW LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total)In Out In Out In Out Multifamily (Mid-Rise) 97 units 221 0.39 61%39% 38 0% 0 38 0% 0 0% 0 38 0 0 0 0 23 15 Strip Retail Plaza (<40k) 4.860 KSF 822 6.59 50%50% 32 0% 0 32 0% 0 0% 0 32 0 0 0 0 16 16 Total 70 0 70 0 0 70 0 0 0 0 39 31 A-3 B AM Counts and Turning Movement Calculations Right 11 PHF HV 448 0.91 7.4%Right 0.88 5.9% 0.75 0.0% #N/A #N/A 0.94 6.8% PHF = Peak Hour Factor HV = Heavy Vehicles 0 4 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Logan Avenue NPeak Hour Volume PHF HV N 3rd Street Peds Crossing North Leg = 1 NB Total 9321683110 Logan Avenue N @ N 3rd Street WB Approach Logan Avenue NParking Lot U-Turn Left Thru 0 5 1 0 467 EB Approach 8:00 AM - 9:00 AM 0.94 6.8% 2246 NB ApproachBicycles = 0EB Total = 15Heavy Vehicles = 0NB Total = 1383 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 50 0 0 0 Bicycles = 0WB Total = 0Peds Crossing East Leg= 4U-Turn EB Total Heavy Vehicles = 0Intersection PEAK HOUR SUMMARY 931 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 102 842Approach SB Approach 3 Bicycles = 0 Peds Crossing West Leg = 1Peds Crossing South Leg = 2Intersection SB Total = 848 Right Thru Left U-Turn B-1 PHF HV 0.90 7.8% 0.90 6.9% 0.74 3.8% 0.95 6.7% PHF = Peak Hour Factor HV = Heavy VehiclesLogan Avenue NCount Period Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Thru Left U-Turn SB Total = 496 HV = 34 Peds Xing E Leg= 2N 4th Street 37 Right WB Total = 390353 Left HV = 15Bicycles = 00.95 6.7%Logan Avenue NApproach0932 HV 0 EB Total Volume 0 U-Turn PHF Peak Hour Intersection NB ApproachU-Turn Thru SB ApproachNB Total = 932 WB ApproachHV = 73 Bicycles = 0 496 0 0 Logan Avenue N @ N 4th Street Renton, WA TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY Bicycles = 0 Peds Xing N Leg = 0 849 SB Total Peds Xing S Leg = 0 Right 0 Intersection 8:00 AM - 9:00 AM 1818 NB Total 969 B-2 Right 23 PHF HV 203 0.92 8.1%Right 0.88 5.5% 0.77 39.5% 0.69 24.0% 0.92 8.7% PHF = Peak Hour Factor HV = Heavy Vehicles 9 Bicycles = 0 Peds Crossing West Leg = 15Peds Crossing South Leg = 12Intersection SB Total = 469 Right Thru Left U-Turn PEAK HOUR SUMMARY 683 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 76 490Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 26 8 8 34 Bicycles = 0WB Total = 50Peds Crossing East Leg= 19U-Turn EB Total Heavy Vehicles = 12Intersection Logan Avenue N @ N 6th Street WB Approach Logan Avenue NN 6th Street U-Turn Left Thru 1 72 11 0 241 EB Approach 8:00 AM - 9:00 AM 0.92 8.7% 1505 NB ApproachBicycles = 0EB Total = 43Heavy Vehicles = 17NB Total = 943 Renton, WA WB Total 0 56 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Logan Avenue NPeak Hour Volume PHF HV N 6th Street Peds Crossing North Leg = 10 NB Total 7022943280 B-3 Right 8 PHF HV 57 0.95 7.6%Right 0.87 3.8% 0.78 4.0% 0.92 14.3% 0.96 6.5% PHF = Peak Hour Factor HV = Heavy Vehicles 0 22 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Logan Avenue NPeak Hour Volume PHF HV N 8th Street Peds Crossing North Leg = 19 NB Total 6545429170 Logan Avenue N @ N 8th Street WB Approach Logan Avenue NN 8th Street U-Turn Left Thru 0 45 9 0 70 EB Approach 8:00 AM - 9:00 AM 0.96 6.5% 1254 NB ApproachBicycles = 0EB Total = 25Heavy Vehicles = 1NB Total = 708 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 17 16 6 48 Bicycles = 0WB Total = 70Peds Crossing East Leg= 23U-Turn EB Total Heavy Vehicles = 10Intersection PEAK HOUR SUMMARY 629 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 54 485Approach SB Approach 8 Bicycles = 1 Peds Crossing West Leg = 63Peds Crossing South Leg = 32Intersection SB Total = 451 Right Thru Left U-Turn B-4 Right 26 PHF HV 7 0.81 7.7%Right 0.50 0.0% 0.89 4.4% #N/A #N/A 0.90 4.5% PHF = Peak Hour Factor HV = Heavy Vehicles 445 Bicycles = 0 Peds Crossing West Leg = 1Peds Crossing South Leg = 1Intersection SB Total = 8 Right Thru Left U-Turn PEAK HOUR SUMMARY 19 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 2 33Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 0 0 0 0 Bicycles = 0WB Total = 0Peds Crossing East Leg= 0U-Turn EB Total Heavy Vehicles = 0Intersection Burnett Avenue N @ N 3rd Street WB Approach Burnett Avenue NN 3rd Street U-Turn Left Thru 0 0 5 0 453 EB Approach 8:00 AM - 9:00 AM 0.90 4.5% 510 NB ApproachBicycles = 0EB Total = 476Heavy Vehicles = 21NB Total = 26 Renton, WA WB Total 0 0 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Burnett Avenue NPeak Hour Volume PHF HV N 3rd Street Peds Crossing North Leg = 1 NB Total 241700 B-5 Right 0 PHF HV 0 0.67 12.5%Right 0.65 0.0% #N/A #N/A 0.93 5.1% 0.96 5.5% PHF = Peak Hour Factor HV = Heavy Vehicles 0 Bicycles = 0 Peds Crossing West Leg = 0Peds Crossing South Leg = 2Intersection SB Total = 13 Right Thru Left U-Turn PEAK HOUR SUMMARY 8 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 4 13Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 0 5 400 8 Bicycles = 0WB Total = 413Peds Crossing East Leg= 1U-Turn EB Total Heavy Vehicles = 21Intersection Burnett Avenue N @ N 4th Street WB Approach Burnett Avenue NN 4th Street U-Turn Left Thru 0 432 0 0 0 EB Approach 7:00 AM - 8:00 AM 0.96 5.5% 458 NB ApproachBicycles = 0EB Total = 0Heavy Vehicles = 0NB Total = 32 Renton, WA WB Total 0 24 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Burnett Avenue NPeak Hour Volume PHF HV N 4th Street Peds Crossing North Leg = 0 NB Total 130580 B-6 Right 10 PHF HV 62 0.92 3.4%Right 0.63 6.3% 0.89 3.9% #N/A #N/A 0.86 4.1% PHF = Peak Hour Factor HV = Heavy Vehicles 0 0 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Park Avenue NPeak Hour Volume PHF HV N 3rd Street Peds Crossing North Leg = 13 NB Total 318916900 Park Avenue N @ N 3rd Street WB Approach Park Avenue NN 3rd Street U-Turn Left Thru 0 0 27 0 574 EB Approach 8:00 AM - 9:00 AM 0.86 4.1% 971 NB ApproachBicycles = 0EB Total = 458Heavy Vehicles = 18NB Total = 353 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 10 0 0 0 Bicycles = 0WB Total = 0Peds Crossing East Leg= 9U-Turn EB Total Heavy Vehicles = 0Intersection PEAK HOUR SUMMARY 291 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 12 79Approach SB Approach 421 Bicycles = 0 Peds Crossing West Leg = 7Peds Crossing South Leg = 2Intersection SB Total = 160 Right Thru Left U-Turn B-7 Right 0 PHF HV 0 0.86 3.5%Right 0.83 8.0% #N/A #N/A 0.69 4.4% 0.79 4.5% PHF = Peak Hour Factor HV = Heavy Vehicles 0 24 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Park Avenue NPeak Hour Volume PHF HV N 4th Street Peds Crossing North Leg = 4 NB Total 350081190 Park Avenue N @ N 4th Street WB Approach Park Avenue NN 4th Street U-Turn Left Thru 0 402 0 0 0 EB Approach 8:00 AM - 9:00 AM 0.79 4.5% 912 NB ApproachBicycles = 0EB Total = 0Heavy Vehicles = 0NB Total = 314 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 8 60 359 79 Bicycles = 0WB Total = 498Peds Crossing East Leg= 8U-Turn EB Total Heavy Vehicles = 22Intersection PEAK HOUR SUMMARY 290 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 11 160Approach SB Approach 0 Bicycles = 0 Peds Crossing West Leg = 14Peds Crossing South Leg = 58Intersection SB Total = 100 Right Thru Left U-Turn B-8 Right 23 PHF HV 5 0.93 3.1%Right 0.70 6.8% 0.81 9.2% 0.71 8.8% 0.93 5.4% PHF = Peak Hour Factor HV = Heavy Vehicles 0 67 Date Time Tue 2/28/2023 7:00 AM - 9:00 AM Park Avenue NPeak Hour Volume PHF HV N 6th Street Peds Crossing North Leg = 7 NB Total 416371720 Park Avenue N @ N 6th Street WB Approach Park Avenue NN 6th Street U-Turn Left Thru 0 164 95 0 43 EB Approach 7:15 AM - 8:15 AM 0.93 5.4% 722 NB ApproachBicycles = 0EB Total = 153Heavy Vehicles = 14NB Total = 389 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 10 4 25 5 Bicycles = 0WB Total = 34Peds Crossing East Leg= 1U-Turn EB Total Heavy Vehicles = 3Intersection PEAK HOUR SUMMARY 317 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 12 99Approach SB Approach 35 Bicycles = 0 Peds Crossing West Leg = 3Peds Crossing South Leg = 1Intersection SB Total = 146 Right Thru Left U-Turn B-9 Right 7 PHF HV 120 0.80 3.3%Right 0.84 4.8% 0.77 8.8% 0.84 5.0% 0.89 4.3% PHF = Peak Hour Factor HV = Heavy Vehicles 0 10 Date Time Wed 3/1/2023 7:00 AM - 9:00 AM Park Avenue NPeak Hour Volume PHF HV N 8th Street Peds Crossing North Leg = 0 NB Total 4392213691 Park Avenue N @ N 8th Street WB Approach Park Avenue NN 8th Street U-Turn Left Thru 0 72 24 0 191 EB Approach 7:45 AM - 8:45 AM 0.89 4.3% 878 NB ApproachBicycles = 0EB Total = 80Heavy Vehicles = 7NB Total = 509 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 8 35 53 33 Bicycles = 0WB Total = 121Peds Crossing East Leg= 8U-Turn EB Total Heavy Vehicles = 6Intersection PEAK HOUR SUMMARY 379 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 17 176Approach SB Approach 49 Bicycles = 0 Peds Crossing West Leg = 7Peds Crossing South Leg = 3Intersection SB Total = 168 Right Thru Left U-Turn B-10 1 Logan Ave @ N 3rd St Synchro ID: 1 Existing 848 1,780 932 Average Weekday 1 831 16 1 931 0 AM Peak Hour    1 Logan Avenue N 0 Year: 2/28/23 5 0 0 0 4 0 - Data Source:TDG 20 Parking Lot 2,246 N 3rd Street 467 North 1 16 | 15 3 3 467 11 Logan Avenue N 448    11 831 0 4 931 448 842 2,225 1,383 Future without Project 908 2,076 1,168 Average Weekday 1 891 16 1 1,167 0 AM Peak Hour    1 Logan Avenue N 0 Year:2024 5 0 0 0 Growth Rate =1.5%4 0 - Years of Growth =1 20 Parking Lot 2,568 N 3rd Street 493 North Total Growth = 1.0150 1 16 | 15 3 3 493 11 Logan Avenue N 474    11 891 0 4 1,167 474 902 2,547 1,645 Total Project Trips 23 23 0 Average Weekday 0 11 12 0 0 0 AM Peak Hour    0 Logan Avenue N 0 0 0 0 0 0 0 - 0 Parking Lot 29 N 3rd Street 18 North 0 12 | 0 0 0 18 0 Logan Avenue N 6    0 11 0 0 0 6 11 17 6 Future with Project 931 2,099 1,168 Average Weekday 1 902 28 1 1,167 0 AM Peak Hour    1 Logan Avenue N 0 5 0 0 0 4 0 - 20 Parking Lot 2,597 N 3rd Street 511 North 1 28 | 15 3 3 511 11 Logan Avenue N 480    11 902 0 4 1,167 480 913 2,564 1,651 Total Pipeline Project Trips 48 270 222 Average Weekday 0 48 0 0 222 0 AM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 0 0 0 - 0 Parking Lot 289 N 3rd Street 19 North 0 0 | 0 0 0 19 0 Logan Avenue N 19    0 48 0 0 222 19 48 289 241 Topgolf Phase II B-11 2 Logan Ave @ N 4th St Synchro ID: 2 Existing 496 1,465 969 Average Weekday 0 496 0 0 932 37 AM Peak Hour    0 Logan Avenue N 37 Year: 2/28/23 0 0 0 390 0 353 - Data Source:TDG 0 --- 1,818 N 4th Street 390 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 496 353 0 932 0 849 1,781 932 Future without Project 535 1,741 1,206 Average Weekday 0 535 0 0 1,168 38 AM Peak Hour    0 Logan Avenue N 38 Year:2024 0 0 0 410 Growth Rate =1.5%0 372 - Years of Growth =1 0 --- 2,113 N 4th Street 410 North Total Growth = 1.0150 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 535 372 0 1,168 0 907 2,075 1,168 Total Project Trips 2 7 5 Average Weekday 0 2 0 0 0 5 AM Peak Hour    0 Logan Avenue N 5 0 0 0 26 0 21 - 0 --- 28 N 4th Street 26 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 2 21 0 0 0 23 23 0 Future with Project 537 1,748 1,211 Average Weekday 0 537 0 0 1,168 43 AM Peak Hour    0 Logan Avenue N 43 0 0 0 436 0 393 - 0 --- 2,141 N 4th Street 436 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 537 393 0 1,168 0 930 2,098 1,168 Total Pipeline Project Trips 32 254 222 Average Weekday 0 32 0 0 222 0 AM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 14 0 14 - 0 --- 268 N 4th Street 14 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 32 14 0 222 0 46 268 222 Topgolf Phase II B-12 3 Logan Ave @ N 6th St Synchro ID: 3 Existing 469 1,171 702 Average Weekday 8 432 29 11 683 8 AM Peak Hour    8 Logan Avenue N 8 Year: 2/28/23 73 8 8 50 57 34 - Data Source:TDG 116 N 6th Street 1,505 N 6th Street 291 North 11 29 | 43 9 9 241 23 Logan Avenue N 203    23 432 34 57 683 203 489 1,432 943 Future without Project 508 1,452 944 Average Weekday 8 471 29 11 925 8 AM Peak Hour    8 Logan Avenue N 8 Year:2024 74 8 8 51 Growth Rate =1.5%58 35 - Years of Growth =1 117 N 6th Street 1,791 N 6th Street 295 North Total Growth = 1.0150 11 29 | 43 9 9 244 23 Logan Avenue N 206    23 471 35 58 925 206 529 1,718 1,189 Total Project Trips 2 7 5 Average Weekday 0 2 0 0 5 0 AM Peak Hour    0 Logan Avenue N 0 0 0 0 0 0 0 - 0 N 6th Street 7 N 6th Street 0 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 2 0 0 5 0 2 7 5 Future with Project 510 1,459 949 Average Weekday 8 473 29 11 930 8 AM Peak Hour    8 Logan Avenue N 8 74 8 8 51 58 35 - 117 N 6th Street 1,798 N 6th Street 295 North 11 29 | 43 9 9 244 23 Logan Avenue N 206    23 473 35 58 930 206 531 1,725 1,194 Total Pipeline Project Trips 33 265 232 Average Weekday 0 33 0 0 232 0 AM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 6th Street 265 N 6th Street 0 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 33 0 0 232 0 33 265 232 Topgolf Phase II B-13 4 Logan Ave @ N 8th St Synchro ID: 4 Existing 451 1,105 654 Average Weekday 17 429 5 9 629 16 AM Peak Hour    17 Logan Avenue N 16 Year: 2/28/23 45 6 6 70 22 48 - Data Source:TDG 70 N 8th Street 1,254 N 8th Street 140 North 9 5 | 25 8 8 70 8 Logan Avenue N 57    8 429 48 22 629 57 485 1,193 708 Future without Project 484 1,358 874 Average Weekday 17 462 5 9 849 16 AM Peak Hour    17 Logan Avenue N 16 Year:2024 45 6 6 71 Growth Rate =1.5%22 49 - Years of Growth =1 70 N 8th Street 1,509 N 8th Street 142 North Total Growth = 1.0150 9 5 | 25 8 8 71 8 Logan Avenue N 58    8 462 49 22 849 58 519 1,448 929 Total Project Trips 2 5 3 Average Weekday 0 2 0 0 3 0 AM Peak Hour    0 Logan Avenue N 0 0 0 0 0 0 0 - 0 N 8th Street 7 N 8th Street 2 North 0 0 | 0 0 0 2 0 Logan Avenue N 2    0 2 0 0 3 2 2 7 5 Future with Project 486 1,363 877 Average Weekday 17 464 5 9 852 16 AM Peak Hour    17 Logan Avenue N 16 45 6 6 71 22 49 - 70 N 8th Street 1,516 N 8th Street 144 North 9 5 | 25 8 8 73 8 Logan Avenue N 60    8 464 49 22 852 60 521 1,455 934 Total Pipeline Project Trips 27 238 211 Average Weekday 0 27 0 0 211 0 AM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 8th Street 238 N 8th Street 0 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 27 0 0 211 0 27 238 211 Topgolf Phase II B-14 5 Burnett Ave @ N 3rd St Synchro ID: 5 Existing 8 32 24 Average Weekday 0 7 1 5 19 0 AM Peak Hour    0 Burnett Avenue N 0 Year: 2/28/23 0 0 0 0 0 0 - Data Source:TDG 476 N 3rd Street 510 N 3rd Street 453 North 5 1 | 476 445 445 453 26 Burnett Avenue N 7    26 7 0 0 19 7 33 59 26 Future without Project 8 32 24 Average Weekday 0 7 1 5 19 0 AM Peak Hour    0 Burnett Avenue N 0 Year:2024 0 0 0 0 Growth Rate =1.5%0 0 - Years of Growth =1 502 N 3rd Street 536 N 3rd Street 479 North Total Growth = 1.0150 5 1 | 502 471 471 479 26 Burnett Avenue N 7    26 7 0 0 19 7 33 59 26 Total Project Trips 2 19 17 Average Weekday 0 0 2 17 0 0 AM Peak Hour    0 Burnett Avenue N 0 0 0 0 0 0 0 - 31 N 3rd Street 33 N 3rd Street 16 North 17 2 | 31 14 14 16 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Future with Project 10 51 41 Average Weekday 0 7 3 22 19 0 AM Peak Hour    0 Burnett Avenue N 0 0 0 0 0 0 0 - 533 N 3rd Street 569 N 3rd Street 495 North 22 3 | 533 485 485 495 26 Burnett Avenue N 7    26 7 0 0 19 7 33 59 26 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 Burnett Avenue N 0 Southport West 0 0 0 0 0 0 - 19 N 3rd Street 19 N 3rd Street 19 North 0 0 | 19 19 19 19 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Topgolf Phase II B-15 6 Burnett Ave @ N 4th St Synchro ID: 6 Existing 13 26 13 Average Weekday 8 5 0 0 8 5 AM Peak Hour    8 Burnett Avenue N 5 Year: 2/28/23 432 400 400 413 24 8 - Data Source:TDG 432 N 4th Street 458 N 4th Street 413 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 5 8 24 8 0 13 45 32 Future without Project 13 26 13 Average Weekday 8 5 0 0 8 5 AM Peak Hour    8 Burnett Avenue N 5 Year:2024 452 420 420 433 Growth Rate =1.5%24 8 - Years of Growth =1 452 N 4th Street 478 N 4th Street 433 North Total Growth = 1.0150 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 5 8 24 8 0 13 45 32 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 Burnett Avenue N 0 19 4 4 7 15 3 - 19 N 4th Street 22 N 4th Street 7 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 0 3 15 0 0 3 18 15 Future with Project 13 26 13 Average Weekday 8 5 0 0 8 5 AM Peak Hour    8 Burnett Avenue N 5 471 424 424 440 39 11 - 471 N 4th Street 500 N 4th Street 440 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 5 11 39 8 0 16 63 47 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 Burnett Avenue N 0 Southport West 14 14 14 14 0 0 - 14 N 4th Street 14 N 4th Street 14 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Topgolf Phase II B-16 7 Park Ave @ N 3rd St Synchro ID: 7 Existing 160 478 318 Average Weekday 0 69 91 27 291 0 AM Peak Hour    0 Park Avenue N 0 Year: 2/28/23 0 0 0 0 0 0 - Data Source:TDG 458 N 3rd Street 971 N 3rd Street 574 North 27 91 | 458 421 421 574 10 Park Avenue N 62    10 69 0 0 291 62 79 432 353 Future without Project 189 670 481 Average Weekday 0 89 100 46 435 0 AM Peak Hour    0 Park Avenue N 0 Year:2024 0 0 0 0 Growth Rate =1.5%0 0 - Years of Growth =1 483 N 3rd Street 1,170 N 3rd Street 590 North Total Growth = 1.0150 46 100 | 483 427 427 590 10 Park Avenue N 63    10 89 0 0 435 63 99 597 498 Total Project Trips 0 5 5 Average Weekday 0 0 0 5 0 0 AM Peak Hour    0 Park Avenue N 0 0 0 0 0 0 0 - 16 N 3rd Street 16 N 3rd Street 11 North 5 0 | 16 11 11 11 0 Park Avenue N 0    0 0 0 0 0 0 0 0 0 Future with Project 189 675 486 Average Weekday 0 89 100 51 435 0 AM Peak Hour    0 Park Avenue N 0 0 0 0 0 0 0 - 499 N 3rd Street 1,186 N 3rd Street 601 North 51 100 | 499 438 438 601 10 Park Avenue N 63    10 89 0 0 435 63 99 597 498 Total Pipeline Project Trips 27 186 159 Average Weekday 0 19 8 19 140 0 AM Peak Hour    0 Park Avenue N 0 Southport West 0 0 0 0 0 0 - 19 N 3rd Street 186 N 3rd Street 8 North 19 8 | 19 0 0 8 0 Park Avenue N 0    0 19 0 0 140 0 19 159 140 Topgolf Phase II B-17 8 Park Ave @ N 4th St Synchro ID: 8 Existing 100 450 350 Average Weekday 19 81 0 0 290 60 AM Peak Hour    19 Park Avenue N 60 Year: 2/28/23 402 359 359 498 24 79 - Data Source:TDG 402 N 4th Street 912 N 4th Street 498 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 81 79 24 290 0 160 474 314 Future without Project 142 664 522 Average Weekday 33 109 0 0 453 69 AM Peak Hour    33 Park Avenue N 69 Year:2024 421 364 364 513 Growth Rate =1.5%24 80 - Years of Growth =1 421 N 4th Street 1,132 N 4th Street 513 North Total Growth = 1.0150 0 0 | 0 0 0 0 0 Park Avenue N 0    0 109 80 24 453 0 189 666 477 Total Project Trips 2 7 5 Average Weekday 2 0 0 0 5 0 AM Peak Hour    2 Park Avenue N 0 7 5 5 5 0 0 - 7 N 4th Street 12 N 4th Street 5 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 0 0 0 5 0 0 5 5 Future with Project 144 671 527 Average Weekday 35 109 0 0 458 69 AM Peak Hour    35 Park Avenue N 69 428 369 369 518 24 80 - 428 N 4th Street 1,144 N 4th Street 518 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 109 80 24 458 0 189 671 482 Total Pipeline Project Trips 41 208 167 Average Weekday 14 27 0 0 159 8 AM Peak Hour    14 Park Avenue N 8 Southport West 14 0 0 8 0 0 - 14 N 4th Street 208 N 4th Street 8 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 27 0 0 159 0 27 186 159 Topgolf Phase II B-18 9 Park Ave @ N 6th St Synchro ID: 9 Existing 146 562 416 Average Weekday 72 71 3 95 317 4 AM Peak Hour    72 Park Avenue N 4 Year: 2/28/23 164 25 25 34 67 5 - Data Source:TDG 317 N 6th Street 722 N 6th Street 77 North 95 3 | 153 35 35 43 23 Park Avenue N 5    23 71 5 67 317 5 99 488 389 Future without Project 189 778 589 Average Weekday 73 113 3 96 489 4 AM Peak Hour    73 Park Avenue N 4 Year:2024 166 25 25 34 Growth Rate =1.5%68 5 - Years of Growth =1 321 N 6th Street 940 N 6th Street 78 North Total Growth = 1.0150 96 3 | 155 36 36 44 23 Park Avenue N 5    23 113 5 68 489 5 141 703 562 Total Project Trips 2 7 5 Average Weekday 0 2 0 0 5 0 AM Peak Hour    0 Park Avenue N 0 0 0 0 0 0 0 - 0 N 6th Street 7 N 6th Street 0 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 2 0 0 5 0 2 7 5 Future with Project 191 785 594 Average Weekday 73 115 3 96 494 4 AM Peak Hour    73 Park Avenue N 4 166 25 25 34 68 5 - 321 N 6th Street 947 N 6th Street 78 North 96 3 | 155 36 36 44 23 Park Avenue N 5    23 115 5 68 494 5 143 710 567 Total Pipeline Project Trips 41 208 167 Average Weekday 0 41 0 0 167 0 AM Peak Hour    0 Park Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 6th Street 208 N 6th Street 0 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 41 0 0 167 0 41 208 167 Topgolf Phase II B-19 10 Park Ave @ N 8th St Synchro ID: 10 Existing 168 606 438 Average Weekday 9 136 23 24 379 35 AM Peak Hour    9 Park Avenue N 35 Year: 3/1/23 72 53 53 121 10 33 - Data Source:TDG 152 N 8th Street 878 N 8th Street 313 North 24 23 | 80 49 49 192 7 Park Avenue N 120    7 136 33 10 379 120 176 685 509 Future without Project 211 815 604 Average Weekday 9 179 23 24 544 36 AM Peak Hour    9 Park Avenue N 36 Year:2024 73 54 54 123 Growth Rate =1.5%10 33 - Years of Growth =1 154 N 8th Street 1,091 N 8th Street 318 North Total Growth = 1.0150 24 23 | 81 50 50 195 7 Park Avenue N 122    7 179 33 10 544 122 219 895 676 Total Project Trips 1 3 2 Average Weekday 0 1 0 0 2 0 AM Peak Hour    0 Park Avenue N 0 0 0 0 1 0 1 - 0 N 8th Street 7 N 8th Street 4 North 0 0 | 0 0 0 3 0 Park Avenue N 3    0 1 1 0 2 3 2 7 5 Future with Project 212 818 606 Average Weekday 9 180 23 24 546 36 AM Peak Hour    9 Park Avenue N 36 73 54 54 124 10 34 - 154 N 8th Street 1,098 N 8th Street 322 North 24 23 | 81 50 50 198 7 Park Avenue N 125    7 180 34 10 546 125 221 902 681 Total Pipeline Project Trips 41 200 159 Average Weekday 0 41 0 0 159 0 AM Peak Hour    0 Park Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 8th Street 200 N 8th Street 0 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 41 0 0 159 0 41 200 159 Topgolf Phase II B-20 11 S Access @ N 3rd Street Synchro ID: 11 Existing 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 Year: 2/28/23 0 0 0 0 0 0 - Data Source:TDG 476 N 3rd Street 476 N 3rd Street 476 North 0 0 | 476 476 476 476 0 ---0    0 0 0 0 0 0 0 0 0 Future without Project 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 Year:2024 0 0 0 0 Growth Rate =1.5%0 0 - Years of Growth =1 502 N 3rd Street 502 N 3rd Street 502 North Total Growth = 1.0150 0 0 | 502 502 502 502 0 ---0    0 0 0 0 0 0 0 0 0 Total Project Trips 19 25 6 Average Weekday 0 0 19 6 0 0 AM Peak Hour    0 South Site Access 0 0 0 0 0 0 0 - 18 N 3rd Street 37 N 3rd Street 31 North 6 19 | 18 12 12 31 0 ---0    0 0 0 0 0 0 0 0 0 Future with Project 19 25 6 Average Weekday 0 0 19 6 0 0 AM Peak Hour    0 South Site Access 0 0 0 0 0 0 0 - 520 N 3rd Street 539 N 3rd Street 533 North 6 19 | 520 514 514 533 0 ---0    0 0 0 0 0 0 0 0 0 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 Southport West 0 0 0 0 0 0 - 19 N 3rd Street 19 N 3rd Street 19 North 0 0 | 19 19 19 19 0 ---0    0 0 0 0 0 0 0 0 0 Topgolf Phase II Volume extrapolated from west leg of Burnett Avenue N at N 3rd Street. B-21 12 N Access @ N 4th St Synchro ID: 12 Existing 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 Year: 9/8/22 432 432 432 432 0 0 - Data Source:TDG 432 N 4th Street 432 N 4th Street 432 North 0 0 | 0 0 0 0 0 ---0    0 0 0 0 0 0 0 0 0 Future without Project 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 Year:2024 459 459 459 459 Growth Rate =1.5%0 0 - Years of Growth =2 459 N 4th Street 459 N 4th Street 459 North Total Growth = 1.0302 0 0 | 0 0 0 0 0 ---0    0 0 0 0 0 0 0 0 0 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 26 17 17 19 9 2 - 26 N 4th Street 28 N 4th Street 19 North 0 0 | 0 0 0 0 0 North Site Access 0    0 0 2 9 0 0 2 11 9 Future with Project 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 485 476 476 478 9 2 - 485 N 4th Street 487 N 4th Street 478 North 0 0 | 0 0 0 0 0 N Site Access 0    0 0 2 9 0 0 2 11 9 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 ---0 Southport West 14 14 14 14 0 0 - 14 N 4th Street 14 N 4th Street 14 North 0 0 | 0 0 0 0 0 ---0    0 0 0 0 0 0 0 0 0 Topgolf Phase II Volume extrapolated from west leg of Burnett Avenue N at N 4th Street. B-22 13 Burnett Ave N @ Parking Lot Synchro ID: 13 Existing 13 42 29 Average Weekday 5 8 0 5 24 0 AM Peak Hour    5 Burnett Avenue N 0 Year: 2/28/23 10 0 0 0 5 0 - Data Source:TDG 20 Commercial Parking Lot 52 --- 0 North 5 0 | 10 0 0 0 5 Burnett Avenue N 0    5 8 0 5 24 0 13 42 29 Future without Project 13 42 29 Average Weekday 5 8 0 5 24 0 AM Peak Hour    5 Burnett Avenue N 0 Year:2024 10 0 0 0 Growth Rate =1.5%5 0 - Years of Growth =1 20 Commercial Parking Lot 52 --- 0 North Total Growth = 1.0150 5 0 | 10 0 0 0 5 Burnett Avenue N 0    5 8 0 5 24 0 13 42 29 Total Project Trips 3 18 15 Average Weekday 3 0 0 2 13 0 AM Peak Hour    3 Burnett Avenue N 0 7 0 0 0 4 0 - 11 Commercial Parking Lot 24 --- 0 North 2 0 | 4 0 0 0 2 Burnett Avenue N 0    2 0 0 4 13 0 2 19 17 Future with Project 16 60 44 Average Weekday 8 8 0 7 37 0 AM Peak Hour    8 Burnett Avenue N 0 17 0 0 0 9 0 - 31 Commercial Parking Lot 76 --- 0 North 7 0 | 14 0 0 0 7 Burnett Avenue N 0    7 8 0 9 37 0 15 61 46 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 AM Peak Hour    0 Burnett Avenue N 0 Southport West 0 0 0 0 0 0 - 0 Commercial Parking Lot 0 --- 0 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Topgolf Phase II Volume extrapolated from north leg of Burnett Avenue N at N 3rd Street. Conservatively, 5 trips have been added to/from the commercial parking lot approaches. B-23 C PM Counts and Turning Movement Calculations Right 45 PHF HV 784 0.94 1.8%Right 0.94 2.0% 0.55 1.8% #N/A #N/A 0.97 1.9% PHF = Peak Hour Factor HV = Heavy Vehicles 0 37 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Logan Avenue NPeak Hour Volume PHF HV N 3rd Street Peds Crossing North Leg = 0 NB Total 93566116120 Logan Avenue N @ N 3rd Street WB Approach Logan Avenue NParking Lot U-Turn Left Thru 0 39 4 0 858 EB Approach 4:45 PM - 5:45 PM 0.97 1.9% 3038 NB ApproachBicycles = 0EB Total = 57Heavy Vehicles = 1NB Total = 1752 Renton, WA WB Total U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 25 0 0 0 Bicycles = 0WB Total = 0Peds Crossing East Leg= 10U-Turn EB Total Heavy Vehicles = 0Intersection PEAK HOUR SUMMARY 931 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 31 1206Approach SB Approach 8 Bicycles = 0 Peds Crossing West Leg = 1Peds Crossing South Leg = 5Intersection SB Total = 1229 Right Thru Left U-Turn C-1 PHF HV 0.92 2.1% 0.97 2.1% 0.89 1.6% 0.97 2.0% PHF = Peak Hour Factor HV = Heavy Vehicles Logan Avenue N @ N 4th Street Renton, WA TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY Bicycles = 0 Peds Xing N Leg = 0 1240 SB Total Peds Xing S Leg = 0 Right 0 Intersection 4:45 PM - 5:45 PM 2219 NB Total 97990300 Intersection NB ApproachU-Turn Thru SB ApproachNB Total = 931 WB ApproachHV = 20 Bicycles = 0Logan Avenue NApproach0931 HV 0 EB Total Volume 0 U-Turn PHF Peak Hour Peds Xing E Leg= 3N 4th Street 48 Right WB Total = 385337 Left HV = 6Bicycles = 00.97 2.0%Logan Avenue NCount Period Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Thru Left U-Turn SB Total = 903 HV = 19 C-2 Right 61 PHF HV 131 0.96 2.0%Right 0.92 1.8% 0.89 11.2% 0.84 9.3% 0.98 2.7% PHF = Peak Hour Factor HV = Heavy Vehicles 16 Bicycles = 4 Peds Crossing West Leg = 7Peds Crossing South Leg = 8Intersection SB Total = 800 Right Thru Left U-Turn PEAK HOUR SUMMARY 810 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 19 906Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 14 41 2 64 Bicycles = 1WB Total = 107Peds Crossing East Leg= 14U-Turn EB Total Heavy Vehicles = 10Intersection Logan Avenue N @ N 6th Street WB Approach Logan Avenue NN 6th Street U-Turn Left Thru 0 35 12 0 159 EB Approach 5:00 PM - 6:00 PM 0.98 2.7% 1963 NB ApproachBicycles = 5EB Total = 89Heavy Vehicles = 10NB Total = 967 Renton, WA WB Total 0 26 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Logan Avenue NPeak Hour Volume PHF HV N 6th Street Peds Crossing North Leg = 3 NB Total 8631278170 C-3 Right 17 PHF HV 131 0.97 1.5%Right 0.92 1.8% 0.65 2.3% 0.88 0.0% 0.95 1.5% PHF = Peak Hour Factor HV = Heavy Vehicles 10 Bicycles = 12 Peds Crossing West Leg = 30Peds Crossing South Leg = 11Intersection SB Total = 742 Right Thru Left U-Turn PEAK HOUR SUMMARY 749 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 1 Heavy Vehicles = 13 840Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 13 52 5 104 Bicycles = 0WB Total = 161Peds Crossing East Leg= 30U-Turn EB Total Heavy Vehicles = 0Intersection Logan Avenue N @ N 8th Street WB Approach Logan Avenue NN 8th Street U-Turn Left Thru 0 14 17 0 162 EB Approach 5:00 PM - 6:00 PM 0.95 1.5% 1834 NB ApproachBicycles = 0EB Total = 44Heavy Vehicles = 1NB Total = 887 Renton, WA WB Total 0 7 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Logan Avenue NPeak Hour Volume PHF HV N 8th Street Peds Crossing North Leg = 9 NB Total 8182171920 C-4 Right 25 PHF HV 25 0.58 3.9%Right 0.90 5.6% 0.95 2.2% #N/A #N/A 0.92 2.4% PHF = Peak Hour Factor HV = Heavy Vehicles 791 Bicycles = 0 Peds Crossing West Leg = 21Peds Crossing South Leg = 2Intersection SB Total = 18 Right Thru Left U-Turn PEAK HOUR SUMMARY 26 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 2 31Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 1 0 0 0 Bicycles = 0WB Total = 0Peds Crossing East Leg= 0U-Turn EB Total Heavy Vehicles = 0Intersection Burnett Avenue N @ N 3rd Street WB Approach Burnett Avenue NN 3rd Street U-Turn Left Thru 0 0 7 0 828 EB Approach 4:00 PM - 5:00 PM 0.92 2.4% 892 NB ApproachBicycles = 0EB Total = 823Heavy Vehicles = 18NB Total = 51 Renton, WA WB Total 0 0 Date Time Wed 9/14/2022 4:00 PM - 6:00 PM Burnett Avenue NPeak Hour Volume PHF HV N 3rd Street Peds Crossing North Leg = 5 NB Total 3312600 C-5 Right 0 PHF HV 0 0.78 4.0%Right 0.68 0.0% #N/A #N/A 0.86 1.4% 0.89 1.5% PHF = Peak Hour Factor HV = Heavy Vehicles 0 Bicycles = 0 Peds Crossing West Leg = 0Peds Crossing South Leg = 0Intersection SB Total = 19 Right Thru Left U-Turn PEAK HOUR SUMMARY 11 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 1 14Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 0 2 356 3 Bicycles = 0WB Total = 361Peds Crossing East Leg= 1U-Turn EB Total Heavy Vehicles = 5Intersection Burnett Avenue N @ N 4th Street WB Approach Burnett Avenue NN 4th Street U-Turn Left Thru 0 378 0 0 0 EB Approach 4:45 PM - 5:45 PM 0.89 1.5% 405 NB ApproachBicycles = 0EB Total = 0Heavy Vehicles = 0NB Total = 25 Renton, WA WB Total 0 14 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Burnett Avenue NPeak Hour Volume PHF HV N 4th Street Peds Crossing North Leg = 0 NB Total 1301180 C-6 Right 31 PHF HV 36 0.92 4.0%Right 0.90 1.9% 0.89 1.5% #N/A #N/A 0.97 2.0% PHF = Peak Hour Factor HV = Heavy Vehicles 792 Bicycles = 0 Peds Crossing West Leg = 5Peds Crossing South Leg = 2Intersection SB Total = 427 Right Thru Left U-Turn PEAK HOUR SUMMARY 214 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 10 302Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 8 0 0 0 Bicycles = 0WB Total = 0Peds Crossing East Leg= 2U-Turn EB Total Heavy Vehicles = 0Intersection Park Avenue N @ N 3rd Street WB Approach Park Avenue NN 3rd Street U-Turn Left Thru 0 0 31 0 984 EB Approach 4:30 PM - 5:30 PM 0.97 2.0% 1531 NB ApproachBicycles = 0EB Total = 854Heavy Vehicles = 13NB Total = 250 Renton, WA WB Total 0 0 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Park Avenue NPeak Hour Volume PHF HV N 3rd Street Peds Crossing North Leg = 1 NB Total 24515627100 C-7 Right 0 PHF HV 0 0.91 3.9%Right 0.90 1.1% #N/A #N/A 0.81 1.9% 0.92 2.0% PHF = Peak Hour Factor HV = Heavy Vehicles 0 Bicycles = 0 Peds Crossing West Leg = 7Peds Crossing South Leg = 3Intersection SB Total = 439 Right Thru Left U-Turn PEAK HOUR SUMMARY 197 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 1 Heavy Vehicles = 9 427Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 5 29 299 44 Bicycles = 0WB Total = 372Peds Crossing East Leg= 2U-Turn EB Total Heavy Vehicles = 7Intersection Park Avenue N @ N 4th Street WB Approach Park Avenue NN 4th Street U-Turn Left Thru 0 390 0 0 0 EB Approach 4:45 PM - 5:45 PM 0.92 2.0% 1043 NB ApproachBicycles = 0EB Total = 0Heavy Vehicles = 0NB Total = 232 Renton, WA WB Total 0 35 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Park Avenue NPeak Hour Volume PHF HV N 4th Street Peds Crossing North Leg = 1 NB Total 2260383560 C-8 Right 75 PHF HV 2 0.91 2.3%Right 0.93 3.1% 0.92 3.4% 0.63 0.0% 0.93 2.9% PHF = Peak Hour Factor HV = Heavy Vehicles 51 Bicycles = 0 Peds Crossing West Leg = 0Peds Crossing South Leg = 0Intersection SB Total = 356 Right Thru Left U-Turn PEAK HOUR SUMMARY 216 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 0 Heavy Vehicles = 5 400Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 11 0 7 8 Bicycles = 2WB Total = 15Peds Crossing East Leg= 1U-Turn EB Total Heavy Vehicles = 0Intersection Park Avenue N @ N 6th Street WB Approach Park Avenue NN 6th Street U-Turn Left Thru 0 46 136 0 57 EB Approach 4:30 PM - 5:30 PM 0.93 2.9% 855 NB ApproachBicycles = 0EB Total = 262Heavy Vehicles = 9NB Total = 222 Renton, WA WB Total 0 4 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Park Avenue NPeak Hour Volume PHF HV N 6th Street Peds Crossing North Leg = 0 NB Total 3524317350 C-9 Right 37 PHF HV 52 0.90 2.3%Right 0.87 2.3% 0.85 1.8% 0.91 0.4% 0.94 1.8% PHF = Peak Hour Factor HV = Heavy Vehicles 64 Bicycles = 0 Peds Crossing West Leg = 14Peds Crossing South Leg = 4Intersection SB Total = 349 Right Thru Left U-Turn PEAK HOUR SUMMARY 276 SB Total TURNING MOVEMENTS DIAGRAM Bicycles = 2 Heavy Vehicles = 8 357Approach SB Approach U-Turn Left Thru Right Thru Left Count Period Heavy Vehicles = 8 74 91 75 Bicycles = 0WB Total = 240Peds Crossing East Leg= 0U-Turn EB Total Heavy Vehicles = 1Intersection Park Avenue N @ N 8th Street WB Approach Park Avenue NN 8th Street U-Turn Left Thru 0 143 63 0 187 EB Approach 4:45 PM - 5:45 PM 0.94 1.8% 1101 NB ApproachBicycles = 0EB Total = 164Heavy Vehicles = 3NB Total = 348 Renton, WA WB Total 0 20 Date Time Thu 9/8/2022 4:00 PM - 6:00 PM Park Avenue NPeak Hour Volume PHF HV N 8th Street Peds Crossing North Leg = 2 NB Total 41471245321 C-10 1 Logan Ave @ N 3rd St Synchro ID: 1 Existing 1,229 2,164 935 Average Weekday 2 1,161 66 4 931 0 PM Peak Hour    2 Logan Avenue N 0 Year: 9/8/22 39 0 0 0 37 0 - Data Source:TDG 96 Parking Lot 3,038 N 3rd Street 858 North 4 66 | 57 8 8 858 45 Logan Avenue N 784    45 1,161 0 37 931 784 1,206 2,958 1,752 Future without Project 1,477 2,495 1,018 Average Weekday 2 1,407 68 4 1,014 0 PM Peak Hour    2 Logan Avenue N 0 Year:2024 40 0 0 0 Growth Rate =1.5%38 0 - Years of Growth =2 98 Parking Lot 3,410 N 3rd Street 899 North Total Growth = 1.0302 4 68 | 58 8 8 899 46 Logan Avenue N 823    46 1,407 0 38 1,014 823 1,453 3,328 1,875 Total Project Trips 32 32 0 Average Weekday 0 11 21 0 0 0 PM Peak Hour    0 Logan Avenue N 0 0 0 0 0 0 0 - 0 Parking Lot 46 N 3rd Street 35 North 0 21 | 0 0 0 35 0 Logan Avenue N 14    0 11 0 0 0 14 11 25 14 Future with Project 1,509 2,527 1,018 Average Weekday 2 1,418 89 4 1,014 0 PM Peak Hour    2 Logan Avenue N 0 40 0 0 0 38 0 - 98 Parking Lot 3,456 N 3rd Street 934 North 4 89 | 58 8 8 934 46 Logan Avenue N 837    46 1,418 0 38 1,014 837 1,464 3,353 1,889 Total Pipeline Project Trips 211 266 55 Average Weekday 0 211 0 0 55 0 PM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 0 0 0 - 0 Parking Lot 281 N 3rd Street 15 North 0 0 | 0 0 0 15 0 Logan Avenue N 15    0 211 0 0 55 15 211 281 70 Topgolf Phase II C-11 2 Logan Ave @ N 4th St Synchro ID: 2 Existing 903 1,882 979 Average Weekday 0 903 0 0 931 48 PM Peak Hour    0 Logan Avenue N 48 Year: 9/8/22 0 0 0 385 0 337 - Data Source:TDG 0 --- 2,219 N 4th Street 385 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 903 337 0 931 0 1,240 2,171 931 Future without Project 1,125 2,188 1,063 Average Weekday 0 1,125 0 0 1,014 49 PM Peak Hour    0 Logan Avenue N 49 Year:2024 0 0 0 412 Growth Rate =1.5%0 363 - Years of Growth =2 0 --- 2,551 N 4th Street 412 North Total Growth = 1.0302 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 1,125 363 0 1,014 0 1,488 2,502 1,014 Total Project Trips 6 11 5 Average Weekday 0 6 0 0 0 5 PM Peak Hour    0 Logan Avenue N 5 0 0 0 31 0 26 - 0 --- 37 N 4th Street 31 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 6 26 0 0 0 32 32 0 Future with Project 1,131 2,199 1,068 Average Weekday 0 1,131 0 0 1,014 54 PM Peak Hour    0 Logan Avenue N 54 0 0 0 443 0 389 - 0 --- 2,588 N 4th Street 443 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 1,131 389 0 1,014 0 1,520 2,534 1,014 Total Pipeline Project Trips 195 250 55 Average Weekday 0 195 0 0 55 0 PM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 16 0 16 - 0 --- 266 N 4th Street 16 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 195 16 0 55 0 211 266 55 Topgolf Phase II C-12 3 Logan Ave @ N 6th St Synchro ID: 3 Existing 800 1,663 863 Average Weekday 7 781 12 12 810 41 PM Peak Hour    7 Logan Avenue N 41 Year: 9/8/22 35 2 2 107 26 64 - Data Source:TDG 124 N 6th Street 1,963 N 6th Street 266 North 12 12 | 89 16 16 159 61 Logan Avenue N 131    61 781 64 26 810 131 906 1,873 967 Future without Project 1,019 1,962 943 Average Weekday 7 1,000 12 12 889 42 PM Peak Hour    7 Logan Avenue N 42 Year:2024 36 2 2 110 Growth Rate =1.5%27 66 - Years of Growth =2 127 N 6th Street 2,271 N 6th Street 273 North Total Growth = 1.0302 12 12 | 91 16 16 163 63 Logan Avenue N 135    63 1,000 66 27 889 135 1,129 2,180 1,051 Total Project Trips 6 11 5 Average Weekday 0 6 0 0 5 0 PM Peak Hour    0 Logan Avenue N 0 0 0 0 0 0 0 - 0 N 6th Street 11 N 6th Street 0 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 6 0 0 5 0 6 11 5 Future with Project 1,025 1,973 948 Average Weekday 7 1,006 12 12 894 42 PM Peak Hour    7 Logan Avenue N 42 36 2 2 110 27 66 - 127 N 6th Street 2,282 N 6th Street 273 North 12 12 | 91 16 16 163 63 Logan Avenue N 135    63 1,006 66 27 894 135 1,135 2,191 1,056 Total Pipeline Project Trips 195 250 55 Average Weekday 0 195 0 0 55 0 PM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 6th Street 250 N 6th Street 0 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 195 0 0 55 0 195 250 55 Topgolf Phase II C-13 4 Logan Ave @ N 8th St Synchro ID: 4 Existing 742 1,560 818 Average Weekday 2 719 21 17 749 52 PM Peak Hour    2 Logan Avenue N 52 Year: 9/8/22 14 5 5 161 7 104 - Data Source:TDG 58 N 8th Street 1,834 N 8th Street 323 North 17 21 | 44 10 10 162 17 Logan Avenue N 131    17 719 104 7 749 131 840 1,727 887 Future without Project 955 1,843 888 Average Weekday 2 931 22 18 816 54 PM Peak Hour    2 Logan Avenue N 54 Year:2024 14 5 5 166 Growth Rate =1.5%7 107 - Years of Growth =2 60 N 8th Street 2,125 N 8th Street 333 North Total Growth = 1.0302 18 22 | 46 10 10 167 18 Logan Avenue N 135    18 931 107 7 816 135 1,056 2,014 958 Total Project Trips 4 7 3 Average Weekday 0 4 0 0 3 0 PM Peak Hour    0 Logan Avenue N 0 0 0 0 2 0 2 - 0 N 8th Street 11 N 8th Street 4 North 0 0 | 0 0 0 2 0 Logan Avenue N 2    0 4 2 0 3 2 6 11 5 Future with Project 959 1,850 891 Average Weekday 2 935 22 18 819 54 PM Peak Hour    2 Logan Avenue N 54 14 5 5 168 7 109 - 60 N 8th Street 2,136 N 8th Street 337 North 18 22 | 46 10 10 169 18 Logan Avenue N 137    18 935 109 7 819 137 1,062 2,025 963 Total Pipeline Project Trips 190 234 44 Average Weekday 0 190 0 0 44 0 PM Peak Hour    0 Logan Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 8th Street 234 N 8th Street 0 North 0 0 | 0 0 0 0 0 Logan Avenue N 0    0 190 0 0 44 0 190 234 44 Topgolf Phase II C-14 5 Burnett Ave @ N 3rd St Synchro ID: 5 Existing 18 51 33 Average Weekday 0 6 12 7 26 0 PM Peak Hour    0 Burnett Avenue N 0 Year: 9/8/22 0 0 0 0 0 0 - Data Source:TDG 823 N 3rd Street 892 N 3rd Street 828 North 7 12 | 823 791 791 828 25 Burnett Avenue N 25    25 6 0 0 26 25 31 82 51 Future without Project 18 52 34 Average Weekday 0 6 12 7 27 0 PM Peak Hour    0 Burnett Avenue N 0 Year:2024 0 0 0 0 Growth Rate =1.5%0 0 - Years of Growth =2 863 N 3rd Street 934 N 3rd Street 868 North Total Growth = 1.0302 7 12 | 863 830 830 868 26 Burnett Avenue N 26    26 6 0 0 27 26 32 85 53 Total Project Trips 8 30 22 Average Weekday 0 0 8 22 0 0 PM Peak Hour    0 Burnett Avenue N 0 0 0 0 0 0 0 - 29 N 3rd Street 37 N 3rd Street 15 North 22 8 | 29 7 7 15 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Future with Project 26 82 56 Average Weekday 0 6 20 29 27 0 PM Peak Hour    0 Burnett Avenue N 0 0 0 0 0 0 0 - 892 N 3rd Street 971 N 3rd Street 883 North 29 20 | 892 837 837 883 26 Burnett Avenue N 26    26 6 0 0 27 26 32 85 53 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 Burnett Avenue N 0 Southport West 0 0 0 0 0 0 - 15 N 3rd Street 15 N 3rd Street 15 North 0 0 | 15 15 15 15 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Topgolf Phase II C-15 6 Burnett Ave @ N 4th St Synchro ID: 6 Existing 19 32 13 Average Weekday 8 11 0 0 11 2 PM Peak Hour    8 Burnett Avenue N 2 Year: 9/8/22 378 356 356 361 14 3 - Data Source:TDG 378 N 4th Street 405 N 4th Street 361 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 11 3 14 11 0 14 39 25 Future without Project 19 32 13 Average Weekday 8 11 0 0 11 2 PM Peak Hour    8 Burnett Avenue N 2 Year:2024 405 383 383 388 Growth Rate =1.5%14 3 - Years of Growth =2 405 N 4th Street 432 N 4th Street 388 North Total Growth = 1.0302 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 11 3 14 11 0 14 39 25 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 Burnett Avenue N 0 33 11 11 19 22 8 - 33 N 4th Street 41 N 4th Street 19 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 0 8 22 0 0 8 30 22 Future with Project 19 32 13 Average Weekday 8 11 0 0 11 2 PM Peak Hour    8 Burnett Avenue N 2 438 394 394 407 36 11 - 438 N 4th Street 473 N 4th Street 407 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 11 11 36 11 0 22 69 47 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 Burnett Avenue N 0 Southport West 16 16 16 16 0 0 - 16 N 4th Street 16 N 4th Street 16 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Topgolf Phase II C-16 7 Park Ave @ N 3rd St Synchro ID: 7 Existing 427 672 245 Average Weekday 0 271 156 31 214 0 PM Peak Hour    0 Park Avenue N 0 Year: 9/8/22 0 0 0 0 0 0 - Data Source:TDG 854 N 3rd Street 1,531 N 3rd Street 984 North 31 156 | 854 792 792 984 31 Park Avenue N 36    31 271 0 0 214 36 302 552 250 Future without Project 572 869 297 Average Weekday 0 405 167 47 250 0 PM Peak Hour    0 Park Avenue N 0 Year:2024 0 0 0 0 Growth Rate =1.5%0 0 - Years of Growth =2 895 N 3rd Street 1,754 N 3rd Street 1,020 North Total Growth = 1.0302 47 167 | 895 816 816 1,020 32 Park Avenue N 37    32 405 0 0 250 37 437 724 287 Total Project Trips 0 4 4 Average Weekday 0 0 0 4 0 0 PM Peak Hour    0 Park Avenue N 0 0 0 0 0 0 0 - 15 N 3rd Street 15 N 3rd Street 11 North 4 0 | 15 11 11 11 0 Park Avenue N 0    0 0 0 0 0 0 0 0 0 Future with Project 572 873 301 Average Weekday 0 405 167 51 250 0 PM Peak Hour    0 Park Avenue N 0 0 0 0 0 0 0 - 910 N 3rd Street 1,769 N 3rd Street 1,031 North 51 167 | 910 827 827 1,031 32 Park Avenue N 37    32 405 0 0 250 37 437 724 287 Total Pipeline Project Trips 132 177 45 Average Weekday 0 126 6 15 30 0 PM Peak Hour    0 Park Avenue N 0 Southport West 0 0 0 0 0 0 - 15 N 3rd Street 177 N 3rd Street 6 North 15 6 | 15 0 0 6 0 Park Avenue N 0    0 126 0 0 30 0 126 156 30 Topgolf Phase II C-17 8 Park Ave @ N 4th St Synchro ID: 8 Existing 439 665 226 Average Weekday 56 383 0 0 197 29 PM Peak Hour    56 Park Avenue N 29 Year: 9/8/22 390 299 299 372 35 44 - Data Source:TDG 390 N 4th Street 1,043 N 4th Street 372 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 383 44 35 197 0 427 659 232 Future without Project 601 887 286 Average Weekday 74 527 0 0 248 38 PM Peak Hour    74 Park Avenue N 38 Year:2024 418 308 308 391 Growth Rate =1.5%36 45 - Years of Growth =2 418 N 4th Street 1,276 N 4th Street 391 North Total Growth = 1.0302 0 0 | 0 0 0 0 0 Park Avenue N 0    0 527 45 36 248 0 572 856 284 Total Project Trips 6 10 4 Average Weekday 6 0 0 0 4 0 PM Peak Hour    6 Park Avenue N 0 19 13 13 13 0 0 - 19 N 4th Street 23 N 4th Street 13 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 0 0 0 4 0 0 4 4 Future with Project 607 897 290 Average Weekday 80 527 0 0 252 38 PM Peak Hour    80 Park Avenue N 38 437 321 321 404 36 45 - 437 N 4th Street 1,299 N 4th Street 404 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 527 45 36 252 0 572 860 288 Total Pipeline Project Trips 148 201 53 Average Weekday 16 132 0 0 45 8 PM Peak Hour    16 Park Avenue N 8 Southport West 16 0 0 8 0 0 - 16 N 4th Street 201 N 4th Street 8 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 132 0 0 45 0 132 177 45 Topgolf Phase II C-18 9 Park Ave @ N 6th St Synchro ID: 9 Existing 356 708 352 Average Weekday 35 317 4 136 216 0 PM Peak Hour    35 Park Avenue N 0 Year: 9/8/22 46 7 7 15 4 8 - Data Source:TDG 308 N 6th Street 855 N 6th Street 72 North 136 4 | 262 51 51 57 75 Park Avenue N 2    75 317 8 4 216 2 400 622 222 Future without Project 515 931 416 Average Weekday 36 475 4 140 276 0 PM Peak Hour    36 Park Avenue N 0 Year:2024 47 7 7 15 Growth Rate =1.5%4 8 - Years of Growth =2 317 N 6th Street 1,082 N 6th Street 74 North Total Growth = 1.0302 140 4 | 270 53 53 59 77 Park Avenue N 2    77 475 8 4 276 2 560 842 282 Total Project Trips 6 10 4 Average Weekday 0 6 0 0 4 0 PM Peak Hour    0 Park Avenue N 0 0 0 0 0 0 0 - 0 N 6th Street 10 N 6th Street 0 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 6 0 0 4 0 6 10 4 Future with Project 521 941 420 Average Weekday 36 481 4 140 280 0 PM Peak Hour    36 Park Avenue N 0 47 7 7 15 4 8 - 317 N 6th Street 1,092 N 6th Street 74 North 140 4 | 270 53 53 59 77 Park Avenue N 2    77 481 8 4 280 2 566 852 286 Total Pipeline Project Trips 148 201 53 Average Weekday 0 148 0 0 53 0 PM Peak Hour    0 Park Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 6th Street 201 N 6th Street 0 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 148 0 0 53 0 148 201 53 Topgolf Phase II C-19 10 Park Ave @ N 8th St Synchro ID: 10 Existing 349 762 413 Average Weekday 32 245 72 63 276 74 PM Peak Hour    32 Park Avenue N 74 Year: 9/8/22 143 91 91 240 20 75 - Data Source:TDG 307 N 8th Street 1,101 N 8th Street 428 North 63 72 | 164 64 64 188 37 Park Avenue N 52    37 245 75 20 276 52 357 705 348 Future without Project 507 983 476 Average Weekday 33 400 74 65 335 76 PM Peak Hour    33 Park Avenue N 76 Year:2024 148 94 94 247 Growth Rate =1.5%21 77 - Years of Growth =2 317 N 8th Street 1,333 N 8th Street 441 North Total Growth = 1.0302 65 74 | 169 66 66 194 38 Park Avenue N 54    38 400 77 21 335 54 515 925 410 Total Project Trips 2 3 1 Average Weekday 0 2 0 0 1 0 PM Peak Hour    0 Park Avenue N 0 0 0 0 4 0 4 - 0 N 8th Street 10 N 8th Street 7 North 0 0 | 0 0 0 3 0 Park Avenue N 3    0 2 4 0 1 3 6 10 4 Future with Project 509 986 477 Average Weekday 33 402 74 65 336 76 PM Peak Hour    33 Park Avenue N 76 148 94 94 251 21 81 - 317 N 8th Street 1,343 N 8th Street 448 North 65 74 | 169 66 66 197 38 Park Avenue N 57    38 402 81 21 336 57 521 935 414 Total Pipeline Project Trips 148 199 51 Average Weekday 0 148 0 0 51 0 PM Peak Hour    0 Park Avenue N 0 Southport West 0 0 0 0 0 0 - 0 N 8th Street 199 N 8th Street 0 North 0 0 | 0 0 0 0 0 Park Avenue N 0    0 148 0 0 51 0 148 199 51 Topgolf Phase II C-20 11 S Access @ N 3rd Street Synchro ID: 11 Existing 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 Year: 9/8/22 0 0 0 0 0 0 - Data Source:TDG 858 N 3rd Street 858 N 3rd Street 858 North 0 0 | 858 858 858 858 0 ---0    0 0 0 0 0 0 0 0 0 Future without Project 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 Year:2024 0 0 0 0 Growth Rate =1.5%0 0 - Years of Growth =2 899 N 3rd Street 899 N 3rd Street 899 North Total Growth = 1.0302 0 0 | 899 899 899 899 0 ---0    0 0 0 0 0 0 0 0 0 Total Project Trips 10 26 16 Average Weekday 0 0 10 16 0 0 PM Peak Hour    0 South Site Access 0 0 0 0 0 0 0 - 35 N 3rd Street 45 N 3rd Street 29 North 16 10 | 35 19 19 29 0 ---0    0 0 0 0 0 0 0 0 0 Future with Project 10 26 16 Average Weekday 0 0 10 16 0 0 PM Peak Hour    0 South Site Access 0 0 0 0 0 0 0 - 934 N 3rd Street 944 N 3rd Street 928 North 16 10 | 934 918 918 928 0 ---0    0 0 0 0 0 0 0 0 0 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 Southport West 0 0 0 0 0 0 - 15 N 3rd Street 15 N 3rd Street 15 North 0 0 | 15 15 15 15 0 ---0    0 0 0 0 0 0 0 0 0 Topgolf Phase II C-21 12 N Access @ N 4th St Synchro ID: 12 Existing 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 Year: 9/8/22 378 378 378 378 0 0 - Data Source:TDG 378 N 4th Street 378 N 4th Street 378 North 0 0 | 0 0 0 0 0 ---0    0 0 0 0 0 0 0 0 0 Future without Project 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 Year:2024 405 405 405 405 Growth Rate =1.5%0 0 - Years of Growth =2 405 N 4th Street 405 N 4th Street 405 North Total Growth = 1.0302 0 0 | 0 0 0 0 0 ---0    0 0 0 0 0 0 0 0 0 Total Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 31 26 26 33 5 7 - 31 N 4th Street 38 N 4th Street 33 North 0 0 | 0 0 0 0 0 North Site Access 0    0 0 7 5 0 0 7 12 5 Future with Project 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 436 431 431 438 5 7 - 436 N 4th Street 443 N 4th Street 438 North 0 0 | 0 0 0 0 0 N Site Access 0    0 0 7 5 0 0 7 12 5 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 ---0 Southport West 16 16 16 16 0 0 - 16 N 4th Street 16 N 4th Street 16 North 0 0 | 0 0 0 0 0 ---0    0 0 0 0 0 0 0 0 0 Topgolf Phase II Volume extrapolated from west leg of Burnett Avenue N at N 4th Street. C-22 13 Burnett Ave N @ Parking Lot Synchro ID: 13 Existing 23 61 38 Average Weekday 5 18 0 5 33 0 PM Peak Hour    5 Burnett Avenue N 0 Year: 9/8/22 10 0 0 0 5 0 - Data Source:TDG 20 Commercial Parking Lot 71 --- 0 North 5 0 | 10 0 0 0 5 Burnett Avenue N 0    5 18 0 5 33 0 23 61 38 Future without Project 24 63 39 Average Weekday 5 19 0 5 34 0 PM Peak Hour    5 Burnett Avenue N 0 Year:2024 10 0 0 0 Growth Rate =1.5%5 0 - Years of Growth =2 20 Commercial Parking Lot 73 --- 0 North Total Growth = 1.0302 5 0 | 10 0 0 0 5 Burnett Avenue N 0    5 19 0 5 34 0 24 63 39 Total Project Trips 8 30 22 Average Weekday 8 0 0 8 14 0 PM Peak Hour    8 Burnett Avenue N 0 16 0 0 0 8 0 - 32 Commercial Parking Lot 46 --- 0 North 8 0 | 16 0 0 0 8 Burnett Avenue N 0    8 0 0 8 14 0 8 30 22 Future with Project 32 93 61 Average Weekday 13 19 0 13 48 0 PM Peak Hour    13 Burnett Avenue N 0 26 0 0 0 13 0 - 52 Commercial Parking Lot 119 --- 0 North 13 0 | 26 0 0 0 13 Burnett Avenue N 0    13 19 0 13 48 0 32 93 61 Total Pipeline Project Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak Hour    0 Burnett Avenue N 0 Southport West 0 0 0 0 0 0 - 0 Commercial Parking Lot 0 --- 0 North 0 0 | 0 0 0 0 0 Burnett Avenue N 0    0 0 0 0 0 0 0 0 0 Topgolf Phase II Volume extrapolated from north leg of Burnett Avenue N at N 3rd Street. Conservatively, 5 trips have been added to/from the commercial parking lot approaches. C-23 D AM Level of Service Calculations Logan Six Existing Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 3 11 0 0 0 4 931 448 16 831 1 Future Volume (vph) 1 3 11 0 0 0 4 931 448 16 831 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 180 0 235 0 Storage Lanes 0 1 0 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.988 0.950 0.950 Satd. Flow (prot) 0 1754 1509 0 0 0 1687 3374 1509 1687 3374 0 Flt Permitted 0.988 0.314 0.275 Satd. Flow (perm) 0 1754 1486 0 0 0 558 3374 1470 488 3374 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 53 Link Speed (mph) 30 30 30 30 Link Distance (ft) 236 189 756 511 Travel Time (s) 5.4 4.3 17.2 11.6 Confl. Peds. (#/hr) 1 2 2 1 1 4 4 1 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 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 0 4 12 0 0 0 4 990 477 17 885 0 Turn Type Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 1 6 5 2 Permitted Phases 4 4 6 6 2 Detector Phase 4 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 10.0 23.0 23.0 10.0 32.0 Total Split (s) 55.0 55.0 55.0 35.0 55.0 55.0 35.0 55.0 Total Split (%) 37.9% 37.9% 37.9% 24.1% 37.9% 37.9% 24.1% 37.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None Min Min None Min Act Effct Green (s) 6.1 6.1 47.8 50.9 50.9 48.2 51.1 Actuated g/C Ratio 0.11 0.11 0.83 0.89 0.89 0.84 0.89 v/c Ratio 0.02 0.06 0.01 0.33 0.37 0.03 0.29 Control Delay 32.2 0.5 1.8 2.9 4.0 1.6 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.2 0.5 1.8 2.9 4.0 1.6 2.6 LOS C A A A A A A Approach Delay 8.5 3.2 2.6 Approach LOS A A A D-1 Logan Six Existing Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 1 0 0 0 0 1 0 Queue Length 95th (ft) 11 0 2 149 175 4 122 Internal Link Dist (ft) 156 109 676 431 Turn Bay Length (ft)180 235 Base Capacity (vph) 1511 1287 1108 2994 1304 1088 3003 Starvation Cap Reductn 0 0 0 0 0 0 169 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.01 0.00 0.33 0.37 0.02 0.31 Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 57.4 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 3.0 Intersection LOS: A Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Logan Avenue N & Parking Lot/N 3rd Street D-2 Logan Six Existing Conditions 2: Logan Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 353 37 932 0 0 496 Future Volume (vph) 353 37 932 0 0 496 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Ped Bike Factor Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 3273 1509 3374 0 0 3374 Flt Permitted 0.950 Satd. Flow (perm) 3273 1509 3374 0 0 3374 Right Turn on Red Yes Yes Satd. Flow (RTOR) 39 Link Speed (mph) 30 30 30 Link Distance (ft) 120 511 1321 Travel Time (s) 2.7 11.6 30.0 Confl. Peds. (#/hr)2 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 372 39 981 0 0 522 Turn Type Prot Perm NA NA Protected Phases 3 6 2 Permitted Phases 3 Detector Phase 3 3 6 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 27.0 27.0 23.0 23.0 Total Split (s) 35.0 35.0 55.0 55.0 Total Split (%) 38.9% 38.9% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Act Effct Green (s) 10.8 10.8 20.7 20.7 Actuated g/C Ratio 0.26 0.26 0.49 0.49 v/c Ratio 0.44 0.09 0.59 0.31 Control Delay 15.8 6.6 9.3 6.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 15.8 6.6 9.3 6.9 LOS B A A A Approach Delay 14.9 9.3 6.9 Approach LOS B A A Queue Length 50th (ft) 36 0 73 32 Queue Length 95th (ft) 82 18 139 66 Internal Link Dist (ft) 40 431 1241 D-3 Logan Six Existing Conditions 2: Logan Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group WBL WBR NBT NBR SBL SBT Turn Bay Length (ft) Base Capacity (vph) 2421 1126 3315 3315 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.15 0.03 0.30 0.16 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 41.9 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 9.8 Intersection LOS: A Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Logan Avenue N & N 4th Street D-4 Logan Six Existing Conditions 3: Logan Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 9 23 34 8 8 57 683 203 29 432 8 Future Volume (vph) 11 9 23 34 8 8 57 683 203 29 432 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 295 140 0 230 0 135 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.97 0.98 0.97 0.98 0.96 0.99 1.00 Frt 0.850 0.850 0.850 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1743 1482 1656 1743 1482 1656 1743 1482 1656 3299 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1629 1743 1437 1625 1743 1440 1625 1743 1422 1639 3299 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 109 131 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1173 1272 1321 1309 Travel Time (s) 26.7 28.9 30.0 29.8 Confl. Peds. (#/hr) 10 12 12 10 15 19 19 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 12 10 25 37 9 9 62 742 221 32 479 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 28.0 28.0 10.0 27.0 27.0 10.0 29.0 29.0 10.0 30.0 Total Split (s) 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 Total Split (%) 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min Min None Min Min None Min Act Effct Green (s) 6.3 6.2 6.2 7.2 8.5 8.5 8.0 31.6 31.6 7.0 27.9 Actuated g/C Ratio 0.11 0.11 0.11 0.13 0.15 0.15 0.14 0.56 0.56 0.12 0.49 v/c Ratio 0.07 0.05 0.10 0.18 0.03 0.03 0.26 0.76 0.26 0.16 0.29 Control Delay 29.5 29.6 0.8 28.8 25.1 0.1 28.5 22.8 6.3 28.9 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 29.6 0.8 28.8 25.1 0.1 28.5 22.8 6.3 28.9 12.5 LOS C C A C C A C C A C B Approach Delay 14.2 23.5 19.6 13.5 Approach LOS B C B B D-5 Logan Six Existing Conditions 3: Logan Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 3 2 0 9 2 0 14 88 7 8 46 Queue Length 95th (ft) 21 18 0 42 17 0 60 #589 72 38 121 Internal Link Dist (ft) 1093 1192 1241 1229 Turn Bay Length (ft) 250 295 140 230 135 Base Capacity (vph) 616 974 851 616 974 852 616 974 852 616 1844 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.03 0.06 0.01 0.01 0.10 0.76 0.26 0.05 0.26 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 56.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Logan Avenue N & N 6th Street D-6 Logan Six Existing Conditions 4: Logan Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 8 8 48 6 16 22 629 57 5 429 17 Future Volume (vph) 9 8 8 48 6 16 22 629 57 5 429 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 105 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 0.92 0.94 0.94 0.95 1.00 0.99 1.00 Frt 0.850 0.889 0.988 0.994 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1687 3374 1509 1687 2819 0 1687 1748 0 1687 1758 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1587 3374 1395 1578 2819 0 1598 1748 0 1666 1758 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 116 17 4 2 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1154 1202 1309 1978 Travel Time (s) 26.2 27.3 29.8 45.0 Confl. Peds. (#/hr) 19 32 32 19 63 23 23 63 Confl. Bikes (#/hr)1 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 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 9 8 8 50 23 0 23 714 0 5 465 0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Detector Phase 5 2 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 11.0 25.0 10.0 30.0 10.0 28.0 Total Split (s) 26.0 36.0 36.0 26.0 36.0 25.0 35.0 25.0 35.0 Total Split (%) 21.3% 29.5% 29.5% 21.3% 29.5% 20.5% 28.7% 20.5% 28.7% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None Min None Min Act Effct Green (s) 5.2 5.1 5.1 6.1 10.3 5.5 31.1 5.1 30.9 Actuated g/C Ratio 0.09 0.09 0.09 0.11 0.18 0.10 0.56 0.09 0.55 v/c Ratio 0.06 0.03 0.03 0.27 0.04 0.14 0.74 0.03 0.48 Control Delay 29.0 28.4 0.2 30.0 14.3 29.5 19.1 28.8 12.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.0 28.4 0.2 30.0 14.3 29.5 19.1 28.8 12.5 LOS C C A C B C B C B Approach Delay 19.6 25.1 19.4 12.7 D-7 Logan Six Existing Conditions 4: Logan Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C B B Queue Length 50th (ft) 3 1 0 16 1 8 180 2 94 Queue Length 95th (ft) 17 8 0 51 11 30 #508 12 250 Internal Link Dist (ft) 1074 1122 1229 1898 Turn Bay Length (ft) 105 Base Capacity (vph) 619 1859 820 619 1560 619 971 619 969 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.00 0.01 0.08 0.01 0.04 0.74 0.01 0.48 Intersection Summary Area Type: Other Cycle Length: 122 Actuated Cycle Length: 56 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 17.3 Intersection LOS: B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Logan Avenue N & N 8th Street D-8 Logan Six Existing Conditions 5: Burnett Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 445 26 0 0 0 0 19 7 1 7 0 Future Vol, veh/h 5 445 26 0 0 0 0 19 7 1 7 0 Conflicting Peds, #/hr 1 0 1 1 0 1 1 0 0 0 0 1 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 6 494 29 0 0 0 0 21 8 1 8 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 1 0 0 - 523 263 271 537 - Stage 1 - - - - 522 - 1 1 - Stage 2 - - - - 1 - 270 536 - Critical Hdwy 4.2 - - - 6.6 7 7.6 6.6 - Critical Hdwy Stg 1 - - - - 5.6 - - - - Critical Hdwy Stg 2 - - - - - - 6.6 5.6 - Follow-up Hdwy 2.25 - - - 4.05 3.35 3.55 4.05 - Pot Cap-1 Maneuver 1599 - - 0 451 726 652 442 0 Stage 1 - - - 0 522 - - - 0 Stage 2 - - - 0 - - 704 514 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1597 - - - 448 725 619 439 - Mov Cap-2 Maneuver - - - - 448 - 619 439 - Stage 1 - - - - 519 - - - - Stage 2 - - - - - - 665 511 - Approach EB NB SB HCM Control Delay, s 0.1 12.7 13.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1 Capacity (veh/h) 499 1597 - - 456 HCM Lane V/C Ratio 0.058 0.003 - - 0.019 HCM Control Delay (s) 12.7 7.3 0 - 13.1 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 D-9 Logan Six Existing Conditions 6: Burnett Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 8 400 5 24 8 0 0 5 8 Future Vol, veh/h 0 0 0 8 400 5 24 8 0 0 5 8 Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - - - - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 6 6 6 6 6 6 6 6 6 6 6 6 Mvmt Flow 0 0 0 8 417 5 25 8 0 0 5 8 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 229 440 - - 435 209 Stage 1 - - - 2 2 - - 433 - Stage 2 - - - 227 438 - - 2 - Critical Hdwy 4.22 - - 7.62 6.62 - - 6.62 7.02 Critical Hdwy Stg 1 - - - - - - - 5.62 - Critical Hdwy Stg 2 - - - 6.62 5.62 - - - - Follow-up Hdwy 2.26 - - 3.56 4.06 - - 4.06 3.36 Pot Cap-1 Maneuver 1590 - - 696 501 0 0 504 785 Stage 1 - - - - - 0 0 570 - Stage 2 - - - 744 567 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1587 - - 679 497 - - 500 785 Mov Cap-2 Maneuver - - - 679 497 - - 500 - Stage 1 - - - - - - - 567 - Stage 2 - - - 726 564 - - - - Approach WB NB SB HCM Control Delay, s 0.1 11.1 10.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 622 1587 - - 644 HCM Lane V/C Ratio 0.054 0.005 - - 0.021 HCM Control Delay (s) 11.1 7.3 - - 10.7 HCM Lane LOS B A - - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 D-10 Logan Six Existing Conditions 7: Park Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 27 421 10 0 0 0 0 291 62 91 69 0 Future Volume (vph) 27 421 10 0 0 0 0 291 62 91 69 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.99 1.00 1.00 1.00 Frt 0.996 0.974 Flt Protected 0.950 0.972 Satd. Flow (prot) 1736 3456 0 0 0 0 0 3368 0 0 3374 0 Flt Permitted 0.950 0.661 Satd. Flow (perm) 1712 3456 0 0 0 0 0 3368 0 0 2288 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 39 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1226 1509 471 662 Travel Time (s) 27.9 34.3 10.7 15.0 Confl. Peds. (#/hr) 13 2 2 13 7 9 9 7 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 31 502 0 0 0 0 0 410 0 0 186 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 24.0 9.0 24.0 Total Split (s) 26.0 26.0 26.0 14.0 26.0 Total Split (%) 39.4% 39.4%39.4% 21.2% 39.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None None Act Effct Green (s) 12.0 12.0 11.0 11.0 Actuated g/C Ratio 0.34 0.34 0.31 0.31 v/c Ratio 0.05 0.42 0.38 0.26 Control Delay 8.1 10.1 10.1 10.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.1 10.1 10.1 10.7 LOS A B B B Approach Delay 10.0 10.1 10.7 Approach LOS A B B Queue Length 50th (ft) 4 34 25 12 Queue Length 95th (ft) 14 65 57 32 Internal Link Dist (ft) 1146 1429 391 582 D-11 Logan Six Existing Conditions 7: Park Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph) 986 1993 1957 2168 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.03 0.25 0.21 0.09 Intersection Summary Area Type: Other Cycle Length: 66 Actuated Cycle Length: 35.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.42 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 7: Park Avenue N & N 3rd Street D-12 Logan Six Existing Conditions 8: Park Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 79 359 60 24 290 0 0 81 19 Future Volume (vph) 0 0 0 79 359 60 24 290 0 0 81 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.98 1.00 0.99 Frt 0.850 0.972 Flt Protected 0.991 0.996 Satd. Flow (prot) 0 0 0 0 4896 1538 0 3424 0 0 3323 0 Flt Permitted 0.991 0.923 Satd. Flow (perm) 0 0 0 0 4845 1514 0 3170 0 0 3323 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)83 24 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1194 1450 662 1307 Travel Time (s) 27.1 33.0 15.0 29.7 Confl. Peds. (#/hr) 4 58 58 4 14 8 8 14 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 554 76 0 397 0 0 127 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 2 8 Detector Phase 2 2 2 3 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 9.0 26.0 24.0 Total Split (s)30.0 30.0 30.0 19.0 26.0 30.0 Total Split (%) 38.0% 38.0% 38.0% 24.1% 32.9% 38.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Min Min Min None Min Min Act Effct Green (s)10.4 10.4 9.1 9.1 Actuated g/C Ratio 0.35 0.35 0.31 0.31 v/c Ratio 0.33 0.13 0.41 0.12 Control Delay 7.8 2.8 10.0 7.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.8 2.8 10.0 7.1 LOS A A B A Approach Delay 7.2 10.0 7.1 Approach LOS A B A Queue Length 50th (ft)20 0 22 5 Queue Length 95th (ft)36 11 47 16 Internal Link Dist (ft) 1114 1370 582 1227 D-13 Logan Six Existing Conditions 8: Park Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph)4137 1304 3170 2841 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.13 0.06 0.13 0.04 Intersection Summary Area Type: Other Cycle Length: 79 Actuated Cycle Length: 29.7 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 8.2 Intersection LOS: A Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Park Avenue N & N 4th Street D-14 Logan Six Existing Conditions 9: Park Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 95 35 23 5 25 4 67 317 5 3 71 72 Future Volume (vph) 95 35 23 5 25 4 67 317 5 3 71 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 170 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.98 0.99 1.00 1.00 0.99 1.00 1.00 0.99 Frt 0.940 0.981 0.998 0.925 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 3213 0 1719 1768 0 1719 3430 0 1719 3149 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1691 3213 0 1715 1768 0 1708 3430 0 1716 3149 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 1272 822 1307 1301 Travel Time (s) 28.9 18.7 29.7 29.6 Confl. Peds. (#/hr) 7 1 1 7 3 1 1 3 Confl. Bikes (#/hr)2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 102 63 0 5 31 0 72 346 0 3 153 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases Detector Phase 1 6 5 2 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 65.0 25.0 35.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 36.1% 13.9% 19.4% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 9.1 14.7 5.7 6.1 8.6 18.8 5.2 10.7 Actuated g/C Ratio 0.19 0.31 0.12 0.13 0.18 0.39 0.11 0.22 v/c Ratio 0.31 0.06 0.02 0.14 0.23 0.26 0.02 0.22 Control Delay 23.3 14.5 24.8 24.6 22.9 12.4 25.0 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.3 14.5 24.8 24.6 22.9 12.4 25.0 20.4 LOS C B C C C B C C Approach Delay 19.9 24.6 14.2 20.5 D-15 Logan Six Existing Conditions 9: Park Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C B C Queue Length 50th (ft) 28 6 1 9 20 32 1 21 Queue Length 95th (ft) 71 23 11 32 56 86 8 48 Internal Link Dist (ft) 1192 742 1227 1221 Turn Bay Length (ft) 100 100 170 Base Capacity (vph) 806 3195 806 1758 806 3411 806 3132 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.02 0.01 0.02 0.09 0.10 0.00 0.05 Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 47.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.31 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Park Avenue N & N 6th Street D-16 Logan Six Existing Conditions 10: Park Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 49 7 33 53 35 10 379 120 23 136 9 Future Volume (vph) 24 49 7 33 53 35 10 379 120 23 136 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 95 0 125 0 125 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 0.98 0.99 0.99 1.00 Frt 0.981 0.941 0.964 0.991 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3396 0 1736 3266 0 1736 3314 0 1736 3432 0 Flt Permitted 0.690 0.704 0.950 0.950 Satd. Flow (perm) 1261 3396 0 1274 3266 0 1702 3314 0 1713 3432 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 39 23 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1202 1521 1301 849 Travel Time (s) 27.3 34.6 29.6 19.3 Confl. Peds. (#/hr) 3 3 7 8 8 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 27 63 0 37 99 0 11 561 0 26 163 0 Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 55.0 35.0 55.0 65.0 85.0 35.0 55.0 Total Split (%) 16.7% 26.2% 16.7% 26.2% 31.0% 40.5% 16.7% 26.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 9.5 7.5 9.7 7.6 6.8 15.7 7.4 17.5 Actuated g/C Ratio 0.24 0.19 0.24 0.19 0.17 0.39 0.18 0.43 v/c Ratio 0.07 0.10 0.09 0.15 0.04 0.43 0.08 0.11 Control Delay 13.8 18.8 13.8 14.5 22.7 12.3 21.8 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 18.8 13.8 14.5 22.7 12.3 21.8 8.9 LOS B B B B C B C A Approach Delay 17.3 14.3 12.5 10.7 Approach LOS B B B B D-17 Logan Six Existing Conditions 10: Park Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 4 3 5 4 2 22 3 5 Queue Length 95th (ft) 22 25 27 29 16 126 28 40 Internal Link Dist (ft) 1122 1441 1221 769 Turn Bay Length (ft) 155 95 125 125 Base Capacity (vph) 1392 3192 1392 3072 1723 3314 1392 3226 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.03 0.03 0.01 0.17 0.02 0.05 Intersection Summary Area Type: Other Cycle Length: 210 Actuated Cycle Length: 40.3 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.43 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Park Avenue N & N 8th Street D-18 Logan Six Existing Conditions 11: N 3rd Street & South Site Access AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 476 0 0 0 0 Future Vol, veh/h 0 476 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 517 0 0 0 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 259 - Stage 1 - - 0 - Stage 2 - - 259 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 708 0 Stage 1 - - - 0 Stage 2 - - 761 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 708 - Mov Cap-2 Maneuver - - 708 - Stage 1 - - - - Stage 2 - - 761 - Approach EB SB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - 0 HCM Lane LOS A - A HCM 95th %tile Q(veh) - - - D-19 Logan Six Existing Conditions 12: North Site Access & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 0 432 0 0 Future Vol, veh/h 0 0 0 432 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 0 470 0 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 188 - Stage 1 - - 0 - Stage 2 - - 188 - Critical Hdwy 5.34 - 5.74 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 3.12 - 3.82 - Pot Cap-1 Maneuver - - 770 0 Stage 1 - - - 0 Stage 2 - - 758 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 770 - Mov Cap-2 Maneuver - - 770 - Stage 1 - - - - Stage 2 - - 758 - Approach WB NB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 0 - HCM Lane LOS A A - HCM 95th %tile Q(veh) - - - D-20 Logan Six Existing Conditions 13: Burnett Avenue N & Commercial Parking Lot AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 5 24 8 5 Future Vol, veh/h 5 5 5 24 8 5 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 - - - - - 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 5 5 5 26 9 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 48 12 14 0 - 0 Stage 1 12 - - - - - Stage 2 36 - - - - - 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 962 1069 1604 - - - Stage 1 1011 - - - - - Stage 2 986 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 959 1069 1604 - - - Mov Cap-2 Maneuver 959 - - - - - Stage 1 1008 - - - - - Stage 2 986 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 1.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1604 - 1011 - - HCM Lane V/C Ratio 0.003 - 0.011 - - HCM Control Delay (s) 7.3 0 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - D-21 Logan Six 2024 Baseline Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 3 11 0 0 0 4 1167 474 16 891 1 Future Volume (vph) 1 3 11 0 0 0 4 1167 474 16 891 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 180 0 235 0 Storage Lanes 0 1 0 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.988 0.950 0.950 Satd. Flow (prot) 0 1754 1509 0 0 0 1687 3374 1509 1687 3374 0 Flt Permitted 0.988 0.293 0.204 Satd. Flow (perm) 0 1754 1486 0 0 0 520 3374 1470 362 3374 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 53 Link Speed (mph) 30 30 30 30 Link Distance (ft) 236 189 756 511 Travel Time (s) 5.4 4.3 17.2 11.6 Confl. Peds. (#/hr) 1 2 2 1 1 4 4 1 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 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 0 4 12 0 0 0 4 1241 504 17 949 0 Turn Type Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 1 6 5 2 Permitted Phases 4 4 6 6 2 Detector Phase 4 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 10.0 23.0 23.0 10.0 32.0 Total Split (s) 55.0 55.0 55.0 35.0 55.0 55.0 35.0 55.0 Total Split (%) 37.9% 37.9% 37.9% 24.1% 37.9% 37.9% 24.1% 37.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None Min Min None Min Act Effct Green (s) 5.8 5.8 61.2 63.6 63.6 61.5 63.8 Actuated g/C Ratio 0.08 0.08 0.86 0.89 0.89 0.86 0.90 v/c Ratio 0.03 0.07 0.01 0.41 0.38 0.04 0.31 Control Delay 35.0 0.8 1.5 3.1 3.9 1.6 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.0 0.8 1.5 3.1 3.9 1.6 2.5 LOS C A A A A A A Approach Delay 9.4 3.3 2.5 Approach LOS A A A D-22 Logan Six 2024 Baseline Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 1 0 0 0 0 1 0 Queue Length 95th (ft) 12 0 2 206 188 4 133 Internal Link Dist (ft) 156 109 676 431 Turn Bay Length (ft)180 235 Base Capacity (vph) 1257 1079 956 3017 1314 886 3026 Starvation Cap Reductn 0 0 0 0 0 0 179 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.01 0.00 0.41 0.38 0.02 0.33 Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 71.1 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Logan Avenue N & Parking Lot/N 3rd Street D-23 Logan Six 2024 Baseline Conditions 2: Logan Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 372 38 1168 0 0 535 Future Volume (vph) 372 38 1168 0 0 535 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Ped Bike Factor Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 3273 1509 3374 0 0 3374 Flt Permitted 0.950 Satd. Flow (perm) 3273 1509 3374 0 0 3374 Right Turn on Red Yes Yes Satd. Flow (RTOR) 40 Link Speed (mph) 30 30 30 Link Distance (ft) 120 511 1321 Travel Time (s) 2.7 11.6 30.0 Confl. Peds. (#/hr)2 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 392 40 1229 0 0 563 Turn Type Prot Perm NA NA Protected Phases 3 6 2 Permitted Phases 3 Detector Phase 3 3 6 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 27.0 27.0 23.0 23.0 Total Split (s) 35.0 35.0 55.0 55.0 Total Split (%) 38.9% 38.9% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Act Effct Green (s) 12.6 12.6 28.7 28.7 Actuated g/C Ratio 0.24 0.24 0.55 0.55 v/c Ratio 0.49 0.10 0.66 0.30 Control Delay 20.6 8.0 10.1 6.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20.6 8.0 10.1 6.7 LOS C A B A Approach Delay 19.4 10.1 6.7 Approach LOS B B A Queue Length 50th (ft) 50 0 114 40 Queue Length 95th (ft) 112 21 213 79 Internal Link Dist (ft) 40 431 1241 D-24 Logan Six 2024 Baseline Conditions 2: Logan Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group WBL WBR NBT NBR SBL SBT Turn Bay Length (ft) Base Capacity (vph) 1991 933 3089 3089 Starvation Cap Reductn 0 0 52 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.20 0.04 0.40 0.18 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 51.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 11.0 Intersection LOS: B Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Logan Avenue N & N 4th Street D-25 Logan Six 2024 Baseline Conditions 3: Logan Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 9 23 35 8 8 58 925 206 29 471 8 Future Volume (vph) 11 9 23 35 8 8 58 925 206 29 471 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 295 140 0 230 0 135 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.97 0.98 0.97 0.98 0.96 0.99 1.00 Frt 0.850 0.850 0.850 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1743 1482 1656 1743 1482 1656 1743 1482 1656 3299 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1629 1743 1437 1625 1743 1440 1627 1743 1422 1644 3299 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 109 109 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1173 1272 1321 1309 Travel Time (s) 26.7 28.9 30.0 29.8 Confl. Peds. (#/hr) 10 12 12 10 15 19 19 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 12 10 25 38 9 9 63 1005 224 32 521 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 28.0 28.0 10.0 27.0 27.0 10.0 29.0 29.0 10.0 30.0 Total Split (s) 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 Total Split (%) 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min Min None Min Min None Min Act Effct Green (s) 6.3 6.2 6.2 7.2 8.5 8.5 8.1 31.6 31.6 7.0 27.9 Actuated g/C Ratio 0.11 0.11 0.11 0.13 0.15 0.15 0.14 0.56 0.56 0.12 0.49 v/c Ratio 0.07 0.05 0.10 0.18 0.03 0.03 0.27 1.03 0.27 0.16 0.32 Control Delay 29.6 29.7 0.8 28.9 25.0 0.1 28.5 57.8 7.3 28.9 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.6 29.7 0.8 28.9 25.0 0.1 28.5 57.8 7.3 28.9 12.7 LOS C C A C C A C E A C B Approach Delay 14.3 23.6 47.6 13.6 Approach LOS B C D B D-26 Logan Six 2024 Baseline Conditions 3: Logan Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 3 2 0 9 2 0 15 162 9 8 51 Queue Length 95th (ft) 21 18 0 43 17 0 61 #868 83 38 133 Internal Link Dist (ft) 1093 1192 1241 1229 Turn Bay Length (ft) 250 295 140 230 135 Base Capacity (vph) 616 974 850 616 974 852 616 974 842 616 1843 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.03 0.06 0.01 0.01 0.10 1.03 0.27 0.05 0.28 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 56.6 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 36.5 Intersection LOS: D Intersection Capacity Utilization 73.5% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Logan Avenue N & N 6th Street D-27 Logan Six 2024 Baseline Conditions 4: Logan Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 8 8 49 6 16 22 849 58 5 462 17 Future Volume (vph) 9 8 8 49 6 16 22 849 58 5 462 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 105 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 0.92 0.94 0.94 0.95 1.00 0.99 1.00 Frt 0.850 0.889 0.990 0.995 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1687 3374 1509 1687 2819 0 1687 1753 0 1687 1760 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1587 3374 1395 1578 2819 0 1602 1753 0 1672 1760 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 116 17 3 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1154 1202 1309 1978 Travel Time (s) 26.2 27.3 29.8 45.0 Confl. Peds. (#/hr) 19 32 32 19 63 23 23 63 Confl. Bikes (#/hr)1 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 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 9 8 8 51 23 0 23 944 0 5 499 0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Detector Phase 5 2 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 11.0 25.0 10.0 30.0 10.0 28.0 Total Split (s) 26.0 36.0 36.0 26.0 36.0 25.0 35.0 25.0 35.0 Total Split (%) 21.3% 29.5% 29.5% 21.3% 29.5% 20.5% 28.7% 20.5% 28.7% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None Min None Min Act Effct Green (s) 5.2 5.1 5.1 6.1 10.3 5.5 31.1 5.1 30.8 Actuated g/C Ratio 0.09 0.09 0.09 0.11 0.18 0.10 0.56 0.09 0.55 v/c Ratio 0.06 0.03 0.03 0.28 0.04 0.14 0.97 0.03 0.51 Control Delay 29.1 28.4 0.2 30.1 14.3 29.5 41.2 28.8 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.1 28.4 0.2 30.1 14.3 29.5 41.2 28.8 13.1 LOS C C A C B C D C B Approach Delay 19.6 25.2 40.9 13.2 D-28 Logan Six 2024 Baseline Conditions 4: Logan Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C D B Queue Length 50th (ft) 3 1 0 17 1 8 ~332 2 104 Queue Length 95th (ft) 17 8 0 52 11 30 #749 12 276 Internal Link Dist (ft) 1074 1122 1229 1898 Turn Bay Length (ft) 105 Base Capacity (vph) 619 1858 820 619 1560 619 973 619 970 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.00 0.01 0.08 0.01 0.04 0.97 0.01 0.51 Intersection Summary Area Type: Other Cycle Length: 122 Actuated Cycle Length: 56 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Logan Avenue N & N 8th Street D-29 Logan Six 2024 Baseline Conditions 5: Burnett Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 471 26 0 0 0 0 19 7 1 7 0 Future Vol, veh/h 5 471 26 0 0 0 0 19 7 1 7 0 Conflicting Peds, #/hr 1 0 1 1 0 1 1 0 0 0 0 1 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 6 523 29 0 0 0 0 21 8 1 8 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 1 0 0 - 552 277 285 566 - Stage 1 - - - - 551 - 1 1 - Stage 2 - - - - 1 - 284 565 - Critical Hdwy 4.2 - - - 6.6 7 7.6 6.6 - Critical Hdwy Stg 1 - - - - 5.6 - - - - Critical Hdwy Stg 2 - - - - - - 6.6 5.6 - Follow-up Hdwy 2.25 - - - 4.05 3.35 3.55 4.05 - Pot Cap-1 Maneuver 1599 - - 0 434 711 637 426 0 Stage 1 - - - 0 506 - - - 0 Stage 2 - - - 0 - - 691 499 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1597 - - - 431 710 604 423 - Mov Cap-2 Maneuver - - - - 431 - 604 423 - Stage 1 - - - - 503 - - - - Stage 2 - - - - - - 651 496 - Approach EB NB SB HCM Control Delay, s 0.1 12.9 13.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1 Capacity (veh/h) 482 1597 - - 439 HCM Lane V/C Ratio 0.06 0.003 - - 0.02 HCM Control Delay (s) 12.9 7.3 0 - 13.4 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 D-30 Logan Six 2024 Baseline Conditions 6: Burnett Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 8 420 5 24 8 0 0 5 8 Future Vol, veh/h 0 0 0 8 420 5 24 8 0 0 5 8 Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - - - - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 6 6 6 6 6 6 6 6 6 6 6 6 Mvmt Flow 0 0 0 8 438 5 25 8 0 0 5 8 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 240 461 - - 456 219 Stage 1 - - - 2 2 - - 454 - Stage 2 - - - 238 459 - - 2 - Critical Hdwy 4.22 - - 7.62 6.62 - - 6.62 7.02 Critical Hdwy Stg 1 - - - - - - - 5.62 - Critical Hdwy Stg 2 - - - 6.62 5.62 - - - - Follow-up Hdwy 2.26 - - 3.56 4.06 - - 4.06 3.36 Pot Cap-1 Maneuver 1590 - - 684 487 0 0 490 773 Stage 1 - - - - - 0 0 558 - Stage 2 - - - 733 555 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1587 - - 668 484 - - 487 773 Mov Cap-2 Maneuver - - - 668 484 - - 487 - Stage 1 - - - - - - - 555 - Stage 2 - - - 715 552 - - - - Approach WB NB SB HCM Control Delay, s 0.1 11.2 10.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 610 1587 - - 631 HCM Lane V/C Ratio 0.055 0.005 - - 0.021 HCM Control Delay (s) 11.2 7.3 - - 10.8 HCM Lane LOS B A - - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 D-31 Logan Six 2024 Baseline Conditions 7: Park Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 46 427 10 0 0 0 0 435 63 100 89 0 Future Volume (vph) 46 427 10 0 0 0 0 435 63 100 89 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.99 1.00 1.00 1.00 Frt 0.996 0.981 Flt Protected 0.950 0.974 Satd. Flow (prot) 1736 3456 0 0 0 0 0 3396 0 0 3381 0 Flt Permitted 0.950 0.627 Satd. Flow (perm) 1712 3456 0 0 0 0 0 3396 0 0 2172 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 25 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1226 1509 471 662 Travel Time (s) 27.9 34.3 10.7 15.0 Confl. Peds. (#/hr) 13 2 2 13 7 9 9 7 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 53 509 0 0 0 0 0 579 0 0 219 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 24.0 9.0 24.0 Total Split (s) 26.0 26.0 26.0 14.0 26.0 Total Split (%) 39.4% 39.4%39.4% 21.2% 39.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None None Act Effct Green (s) 12.6 12.6 13.2 13.2 Actuated g/C Ratio 0.33 0.33 0.35 0.35 v/c Ratio 0.09 0.44 0.48 0.29 Control Delay 10.0 11.7 11.1 10.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.0 11.7 11.1 10.6 LOS B B B B Approach Delay 11.5 11.1 10.6 Approach LOS B B B Queue Length 50th (ft) 7 39 42 15 Queue Length 95th (ft) 25 81 85 38 Internal Link Dist (ft) 1146 1429 391 582 D-32 Logan Six 2024 Baseline Conditions 7: Park Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph) 920 1860 1837 1941 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.06 0.27 0.32 0.11 Intersection Summary Area Type: Other Cycle Length: 66 Actuated Cycle Length: 38.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 7: Park Avenue N & N 3rd Street D-33 Logan Six 2024 Baseline Conditions 8: Park Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 80 364 69 24 453 0 0 109 33 Future Volume (vph) 0 0 0 80 364 69 24 453 0 0 109 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.98 1.00 0.99 Frt 0.850 0.965 Flt Protected 0.991 0.998 Satd. Flow (prot) 0 0 0 0 4896 1538 0 3431 0 0 3295 0 Flt Permitted 0.991 0.933 Satd. Flow (perm) 0 0 0 0 4845 1514 0 3206 0 0 3295 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)87 42 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1194 1450 662 1307 Travel Time (s) 27.1 33.0 15.0 29.7 Confl. Peds. (#/hr) 4 58 58 4 14 8 8 14 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 562 87 0 603 0 0 180 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 2 8 Detector Phase 2 2 2 3 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 9.0 26.0 24.0 Total Split (s)30.0 30.0 30.0 19.0 26.0 30.0 Total Split (%) 38.0% 38.0% 38.0% 24.1% 32.9% 38.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Min Min Min None Min Min Act Effct Green (s)11.2 11.2 12.1 12.1 Actuated g/C Ratio 0.33 0.33 0.36 0.36 v/c Ratio 0.35 0.16 0.52 0.15 Control Delay 9.5 3.7 10.6 6.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.5 3.7 10.6 6.4 LOS A A B A Approach Delay 8.7 10.6 6.4 Approach LOS A B A Queue Length 50th (ft)26 0 42 7 Queue Length 95th (ft)47 15 72 20 Internal Link Dist (ft) 1114 1370 582 1227 D-34 Logan Six 2024 Baseline Conditions 8: Park Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph)3726 1184 3206 2544 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.15 0.07 0.19 0.07 Intersection Summary Area Type: Other Cycle Length: 79 Actuated Cycle Length: 33.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Park Avenue N & N 4th Street D-35 Logan Six 2024 Baseline Conditions 9: Park Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 96 36 23 5 25 4 68 489 5 3 113 73 Future Volume (vph) 96 36 23 5 25 4 68 489 5 3 113 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 170 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.98 0.99 1.00 1.00 0.99 1.00 1.00 0.99 Frt 0.941 0.981 0.999 0.941 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 3217 0 1719 1768 0 1719 3434 0 1719 3211 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1691 3217 0 1715 1768 0 1709 3434 0 1717 3211 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 1272 822 1307 1301 Travel Time (s) 28.9 18.7 29.7 29.6 Confl. Peds. (#/hr) 7 1 1 7 3 1 1 3 Confl. Bikes (#/hr)2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 103 64 0 5 31 0 73 531 0 3 200 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases Detector Phase 1 6 5 2 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 65.0 25.0 35.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 36.1% 13.9% 19.4% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 9.3 15.3 5.6 6.2 8.8 21.5 5.2 12.9 Actuated g/C Ratio 0.18 0.30 0.11 0.12 0.17 0.42 0.10 0.25 v/c Ratio 0.33 0.07 0.03 0.14 0.24 0.37 0.02 0.25 Control Delay 25.1 15.8 27.4 26.8 24.7 12.7 27.7 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 15.8 27.4 26.8 24.7 12.7 27.7 20.1 LOS C B C C C B C C Approach Delay 21.5 26.8 14.2 20.2 D-36 Logan Six 2024 Baseline Conditions 9: Park Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C B C Queue Length 50th (ft) 29 6 2 9 20 53 1 28 Queue Length 95th (ft) 80 26 12 35 62 133 9 62 Internal Link Dist (ft) 1192 742 1227 1221 Turn Bay Length (ft) 100 100 170 Base Capacity (vph) 751 3131 751 1720 751 3342 751 3125 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.02 0.01 0.02 0.10 0.16 0.00 0.06 Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 50.9 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Park Avenue N & N 6th Street D-37 Logan Six 2024 Baseline Conditions 10: Park Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 50 7 33 54 36 10 544 122 23 179 9 Future Volume (vph) 24 50 7 33 54 36 10 544 122 23 179 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 95 0 125 0 125 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 0.98 0.99 0.99 1.00 Frt 0.981 0.941 0.973 0.993 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3396 0 1736 3266 0 1736 3353 0 1736 3441 0 Flt Permitted 0.688 0.607 0.950 0.950 Satd. Flow (perm) 1257 3396 0 1098 3266 0 1704 3353 0 1718 3441 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 40 15 2 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1202 1521 1301 849 Travel Time (s) 27.3 34.6 29.6 19.3 Confl. Peds. (#/hr) 3 3 7 8 8 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 27 64 0 37 101 0 11 748 0 26 211 0 Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 55.0 35.0 55.0 65.0 85.0 35.0 55.0 Total Split (%) 16.7% 26.2% 16.7% 26.2% 31.0% 40.5% 16.7% 26.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 11.2 7.7 12.5 10.2 6.9 20.4 7.5 22.4 Actuated g/C Ratio 0.23 0.16 0.26 0.21 0.14 0.42 0.16 0.47 v/c Ratio 0.07 0.12 0.10 0.14 0.04 0.52 0.10 0.13 Control Delay 16.1 22.8 16.1 16.0 27.0 13.8 26.3 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 22.8 16.1 16.0 27.0 13.8 26.3 9.2 LOS B C B B C B C A Approach Delay 20.8 16.0 14.0 11.1 Approach LOS C B B B D-38 Logan Six 2024 Baseline Conditions 10: Park Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 4 7 6 5 3 72 6 17 Queue Length 95th (ft) 25 28 31 33 19 180 32 50 Internal Link Dist (ft) 1122 1441 1221 769 Turn Bay Length (ft) 155 95 125 125 Base Capacity (vph) 1202 3059 1202 2946 1667 3353 1202 3100 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.03 0.03 0.01 0.22 0.02 0.07 Intersection Summary Area Type: Other Cycle Length: 210 Actuated Cycle Length: 48.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 14.1 Intersection LOS: B Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Park Avenue N & N 8th Street D-39 Logan Six 2024 Baseline Conditions 11: N 3rd Street & South Site Access AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 502 0 0 0 0 Future Vol, veh/h 0 502 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 546 0 0 0 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 273 - Stage 1 - - 0 - Stage 2 - - 273 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 694 0 Stage 1 - - - 0 Stage 2 - - 748 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 694 - Mov Cap-2 Maneuver - - 694 - Stage 1 - - - - Stage 2 - - 748 - Approach EB SB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - 0 HCM Lane LOS A - A HCM 95th %tile Q(veh) - - - D-40 Logan Six 2024 Baseline Conditions 12: North Site Access & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 0 459 0 0 Future Vol, veh/h 0 0 0 459 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 0 499 0 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 200 - Stage 1 - - 0 - Stage 2 - - 200 - Critical Hdwy 5.34 - 5.74 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 3.12 - 3.82 - Pot Cap-1 Maneuver - - 760 0 Stage 1 - - - 0 Stage 2 - - 748 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 760 - Mov Cap-2 Maneuver - - 760 - Stage 1 - - - - Stage 2 - - 748 - Approach WB NB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 0 - HCM Lane LOS A A - HCM 95th %tile Q(veh) - - - D-41 Logan Six 2024 Baseline Conditions 13: Burnett Avenue N & Commercial Parking Lot AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 5 24 8 5 Future Vol, veh/h 5 5 5 24 8 5 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 - - - - - 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 5 5 5 26 9 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 48 12 14 0 - 0 Stage 1 12 - - - - - Stage 2 36 - - - - - 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 962 1069 1604 - - - Stage 1 1011 - - - - - Stage 2 986 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 959 1069 1604 - - - Mov Cap-2 Maneuver 959 - - - - - Stage 1 1008 - - - - - Stage 2 986 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 1.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1604 - 1011 - - HCM Lane V/C Ratio 0.003 - 0.011 - - HCM Control Delay (s) 7.3 0 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - D-42 Logan Six 2024 Future with Development Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 3 11 0 0 0 4 1167 480 28 902 1 Future Volume (vph) 1 3 11 0 0 0 4 1167 480 28 902 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 180 0 235 0 Storage Lanes 0 1 0 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.988 0.950 0.950 Satd. Flow (prot) 0 1754 1509 0 0 0 1687 3374 1509 1687 3374 0 Flt Permitted 0.988 0.295 0.198 Satd. Flow (perm) 0 1754 1486 0 0 0 524 3374 1470 352 3374 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 53 Link Speed (mph) 30 30 30 30 Link Distance (ft) 236 189 756 511 Travel Time (s) 5.4 4.3 17.2 11.6 Confl. Peds. (#/hr) 1 2 2 1 1 4 4 1 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 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 0 4 12 0 0 0 4 1241 511 30 961 0 Turn Type Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 1 6 5 2 Permitted Phases 4 4 6 6 2 Detector Phase 4 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 10.0 23.0 23.0 10.0 32.0 Total Split (s) 55.0 55.0 55.0 35.0 55.0 55.0 35.0 55.0 Total Split (%) 37.9% 37.9% 37.9% 24.1% 37.9% 37.9% 24.1% 37.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None Min Min None Min Act Effct Green (s) 5.8 5.8 62.9 64.4 64.4 64.6 66.7 Actuated g/C Ratio 0.08 0.08 0.85 0.87 0.87 0.87 0.90 v/c Ratio 0.03 0.07 0.01 0.42 0.40 0.07 0.32 Control Delay 36.2 0.8 1.8 4.3 5.3 1.6 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 0.8 1.8 4.3 5.3 1.6 2.5 LOS D A A A A A A Approach Delay 9.7 4.6 2.5 Approach LOS A A A D-43 Logan Six 2024 Future with Development Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 2 0 0 0 0 1 0 Queue Length 95th (ft) 11 0 2 211 198 6 136 Internal Link Dist (ft) 156 109 676 431 Turn Bay Length (ft)180 235 Base Capacity (vph) 1209 1040 942 2931 1277 861 3035 Starvation Cap Reductn 0 0 0 0 0 0 161 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.01 0.00 0.42 0.40 0.03 0.33 Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 74.1 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.42 Intersection Signal Delay: 3.9 Intersection LOS: A Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Logan Avenue N & Parking Lot/N 3rd Street D-44 Logan Six 2024 Future with Development Conditions 2: Logan Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 393 43 1168 0 0 537 Future Volume (vph) 393 43 1168 0 0 537 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Ped Bike Factor Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 3273 1509 3374 0 0 3374 Flt Permitted 0.950 Satd. Flow (perm) 3273 1509 3374 0 0 3374 Right Turn on Red Yes Yes Satd. Flow (RTOR) 45 Link Speed (mph) 30 30 30 Link Distance (ft) 120 511 1321 Travel Time (s) 2.7 11.6 30.0 Confl. Peds. (#/hr)2 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 414 45 1229 0 0 565 Turn Type Prot Perm NA NA Protected Phases 3 6 2 Permitted Phases 3 Detector Phase 3 3 6 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 27.0 27.0 23.0 23.0 Total Split (s) 35.0 35.0 55.0 55.0 Total Split (%) 38.9% 38.9% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Act Effct Green (s) 13.0 13.0 28.9 28.9 Actuated g/C Ratio 0.25 0.25 0.55 0.55 v/c Ratio 0.51 0.11 0.66 0.30 Control Delay 20.8 7.7 10.4 6.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 20.8 7.7 10.4 6.9 LOS C A B A Approach Delay 19.5 10.4 6.9 Approach LOS B B A Queue Length 50th (ft) 54 0 117 41 Queue Length 95th (ft) 120 23 218 82 Internal Link Dist (ft) 40 431 1241 D-45 Logan Six 2024 Future with Development Conditions 2: Logan Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group WBL WBR NBT NBR SBL SBT Turn Bay Length (ft) Base Capacity (vph) 1967 925 3063 3063 Starvation Cap Reductn 0 0 56 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.21 0.05 0.41 0.18 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 52.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Logan Avenue N & N 4th Street D-46 Logan Six 2024 Future with Development Conditions 3: Logan Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 9 23 35 8 8 58 930 206 29 473 8 Future Volume (vph) 11 9 23 35 8 8 58 930 206 29 473 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 295 140 0 230 0 135 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.97 0.98 0.97 0.98 0.96 0.99 1.00 Frt 0.850 0.850 0.850 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1656 1743 1482 1656 1743 1482 1656 1743 1482 1656 3299 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1629 1743 1437 1625 1743 1440 1627 1743 1422 1644 3299 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 109 109 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1173 1272 1321 1309 Travel Time (s) 26.7 28.9 30.0 29.8 Confl. Peds. (#/hr) 10 12 12 10 15 19 19 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% 9% Shared Lane Traffic (%) Lane Group Flow (vph) 12 10 25 38 9 9 63 1011 224 32 523 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 28.0 28.0 10.0 27.0 27.0 10.0 29.0 29.0 10.0 30.0 Total Split (s) 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 Total Split (%) 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min Min None Min Min None Min Act Effct Green (s) 6.3 6.2 6.2 7.2 8.5 8.5 8.1 31.6 31.6 7.0 27.9 Actuated g/C Ratio 0.11 0.11 0.11 0.13 0.15 0.15 0.14 0.56 0.56 0.12 0.49 v/c Ratio 0.07 0.05 0.10 0.18 0.03 0.03 0.27 1.04 0.27 0.16 0.32 Control Delay 29.6 29.7 0.8 28.9 25.0 0.1 28.5 59.6 7.3 28.9 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.6 29.7 0.8 28.9 25.0 0.1 28.5 59.6 7.3 28.9 12.7 LOS C C A C C A C E A C B Approach Delay 14.3 23.6 49.0 13.7 Approach LOS B C D B D-47 Logan Six 2024 Future with Development Conditions 3: Logan Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 3 2 0 9 2 0 15 164 9 8 51 Queue Length 95th (ft) 21 18 0 43 17 0 61 #875 83 38 134 Internal Link Dist (ft) 1093 1192 1241 1229 Turn Bay Length (ft) 250 295 140 230 135 Base Capacity (vph) 616 974 850 616 974 852 616 974 842 616 1843 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.03 0.06 0.01 0.01 0.10 1.04 0.27 0.05 0.28 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 56.6 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Logan Avenue N & N 6th Street D-48 Logan Six 2024 Future with Development Conditions 4: Logan Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 8 8 49 6 16 22 852 60 5 464 17 Future Volume (vph) 9 8 8 49 6 16 22 852 60 5 464 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 105 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.94 0.92 0.94 0.94 0.95 1.00 0.99 1.00 Frt 0.850 0.889 0.990 0.995 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1687 3374 1509 1687 2819 0 1687 1753 0 1687 1760 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1587 3374 1395 1578 2819 0 1603 1753 0 1672 1760 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 116 17 3 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1154 1202 1309 1978 Travel Time (s) 26.2 27.3 29.8 45.0 Confl. Peds. (#/hr) 19 32 32 19 63 23 23 63 Confl. Bikes (#/hr)1 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 Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% Shared Lane Traffic (%) Lane Group Flow (vph) 9 8 8 51 23 0 23 951 0 5 501 0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Detector Phase 5 2 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 11.0 25.0 10.0 30.0 10.0 28.0 Total Split (s) 26.0 36.0 36.0 26.0 36.0 25.0 35.0 25.0 35.0 Total Split (%) 21.3% 29.5% 29.5% 21.3% 29.5% 20.5% 28.7% 20.5% 28.7% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None Min None Min Act Effct Green (s) 5.2 5.1 5.1 6.1 10.3 5.5 31.1 5.1 30.8 Actuated g/C Ratio 0.09 0.09 0.09 0.11 0.18 0.10 0.56 0.09 0.55 v/c Ratio 0.06 0.03 0.03 0.28 0.04 0.14 0.98 0.03 0.52 Control Delay 29.1 28.4 0.2 30.1 14.3 29.5 42.7 28.8 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.1 28.4 0.2 30.1 14.3 29.5 42.7 28.8 13.1 LOS C C A C B C D C B Approach Delay 19.6 25.2 42.4 13.3 D-49 Logan Six 2024 Future with Development Conditions 4: Logan Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C D B Queue Length 50th (ft) 3 1 0 17 1 8 ~368 2 105 Queue Length 95th (ft) 17 8 0 52 11 30 #757 12 278 Internal Link Dist (ft) 1074 1122 1229 1898 Turn Bay Length (ft) 105 Base Capacity (vph) 619 1858 820 619 1560 619 973 619 970 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.00 0.01 0.08 0.01 0.04 0.98 0.01 0.52 Intersection Summary Area Type: Other Cycle Length: 122 Actuated Cycle Length: 56 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 31.9 Intersection LOS: C Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Logan Avenue N & N 8th Street D-50 Logan Six 2024 Future with Development Conditions 5: Burnett Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 485 26 0 0 0 0 19 7 3 7 0 Future Vol, veh/h 22 485 26 0 0 0 0 19 7 3 7 0 Conflicting Peds, #/hr 1 0 1 1 0 1 1 0 0 0 0 1 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 24 539 29 0 0 0 0 21 8 3 8 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 1 0 0 - 604 285 329 618 - Stage 1 - - - - 603 - 1 1 - Stage 2 - - - - 1 - 328 617 - Critical Hdwy 4.2 - - - 6.6 7 7.6 6.6 - Critical Hdwy Stg 1 - - - - 5.6 - - - - Critical Hdwy Stg 2 - - - - - - 6.6 5.6 - Follow-up Hdwy 2.25 - - - 4.05 3.35 3.55 4.05 - Pot Cap-1 Maneuver 1599 - - 0 405 703 593 397 0 Stage 1 - - - 0 479 - - - 0 Stage 2 - - - 0 - - 651 472 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1597 - - - 395 702 553 387 - Mov Cap-2 Maneuver - - - - 395 - 553 387 - Stage 1 - - - - 468 - - - - Stage 2 - - - - - - 601 461 - Approach EB NB SB HCM Control Delay, s 0.4 13.6 13.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1 Capacity (veh/h) 448 1597 - - 425 HCM Lane V/C Ratio 0.064 0.015 - - 0.026 HCM Control Delay (s) 13.6 7.3 0.1 - 13.7 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 D-51 Logan Six 2024 Future with Development Conditions 6: Burnett Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 11 424 5 39 8 0 0 5 8 Future Vol, veh/h 0 0 0 11 424 5 39 8 0 0 5 8 Conflicting Peds, #/hr 0 0 2 2 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - - - - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 6 6 6 6 6 6 6 6 6 6 6 6 Mvmt Flow 0 0 0 11 442 5 41 8 0 0 5 8 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 248 471 - - 466 221 Stage 1 - - - 2 2 - - 464 - Stage 2 - - - 246 469 - - 2 - Critical Hdwy 4.22 - - 7.62 6.62 - - 6.62 7.02 Critical Hdwy Stg 1 - - - - - - - 5.62 - Critical Hdwy Stg 2 - - - 6.62 5.62 - - - - Follow-up Hdwy 2.26 - - 3.56 4.06 - - 4.06 3.36 Pot Cap-1 Maneuver 1590 - - 675 481 0 0 484 771 Stage 1 - - - - - 0 0 552 - Stage 2 - - - 725 549 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver 1587 - - 657 477 - - 480 771 Mov Cap-2 Maneuver - - - 657 477 - - 480 - Stage 1 - - - - - - - 548 - Stage 2 - - - 705 545 - - - - Approach WB NB SB HCM Control Delay, s 0.2 11.3 10.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 617 1587 - - 625 HCM Lane V/C Ratio 0.079 0.007 - - 0.022 HCM Control Delay (s) 11.3 7.3 - - 10.9 HCM Lane LOS B A - - B HCM 95th %tile Q(veh) 0.3 0 - - 0.1 D-52 Logan Six 2024 Future with Development Conditions 7: Park Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 438 10 0 0 0 0 435 63 100 89 0 Future Volume (vph) 51 438 10 0 0 0 0 435 63 100 89 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 0.99 1.00 1.00 1.00 Frt 0.997 0.981 Flt Protected 0.950 0.974 Satd. Flow (prot) 1736 3460 0 0 0 0 0 3396 0 0 3381 0 Flt Permitted 0.950 0.627 Satd. Flow (perm) 1712 3460 0 0 0 0 0 3396 0 0 2172 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 25 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1226 1509 471 662 Travel Time (s) 27.9 34.3 10.7 15.0 Confl. Peds. (#/hr) 13 2 2 13 7 9 9 7 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 59 521 0 0 0 0 0 579 0 0 219 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 24.0 9.0 24.0 Total Split (s) 26.0 26.0 26.0 14.0 26.0 Total Split (%) 39.4% 39.4%39.4% 21.2% 39.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None None Act Effct Green (s) 12.7 12.7 13.2 13.2 Actuated g/C Ratio 0.33 0.33 0.35 0.35 v/c Ratio 0.10 0.45 0.49 0.29 Control Delay 10.1 11.7 11.2 10.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.1 11.7 11.2 10.6 LOS B B B B Approach Delay 11.6 11.2 10.6 Approach LOS B B B Queue Length 50th (ft) 8 40 43 15 Queue Length 95th (ft) 27 83 85 38 Internal Link Dist (ft) 1146 1429 391 582 D-53 Logan Six 2024 Future with Development Conditions 7: Park Avenue N & N 3rd Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph) 918 1857 1832 1936 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.06 0.28 0.32 0.11 Intersection Summary Area Type: Other Cycle Length: 66 Actuated Cycle Length: 38.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 11.3 Intersection LOS: B Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 7: Park Avenue N & N 3rd Street D-54 Logan Six 2024 Future with Development Conditions 8: Park Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 80 369 69 24 458 0 0 109 35 Future Volume (vph) 0 0 0 80 369 69 24 458 0 0 109 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.99 0.98 1.00 0.99 Frt 0.850 0.964 Flt Protected 0.991 0.998 Satd. Flow (prot) 0 0 0 0 4896 1538 0 3431 0 0 3291 0 Flt Permitted 0.991 0.933 Satd. Flow (perm) 0 0 0 0 4846 1514 0 3206 0 0 3291 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)87 44 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1194 1450 662 1307 Travel Time (s) 27.1 33.0 15.0 29.7 Confl. Peds. (#/hr) 4 58 58 4 14 8 8 14 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 568 87 0 610 0 0 182 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 2 8 Detector Phase 2 2 2 3 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 9.0 26.0 24.0 Total Split (s)30.0 30.0 30.0 19.0 26.0 30.0 Total Split (%) 38.0% 38.0% 38.0% 24.1% 32.9% 38.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Min Min Min None Min Min Act Effct Green (s)11.3 11.3 12.4 12.4 Actuated g/C Ratio 0.33 0.33 0.36 0.36 v/c Ratio 0.35 0.16 0.52 0.15 Control Delay 9.6 3.7 10.5 6.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.6 3.7 10.5 6.3 LOS A A B A Approach Delay 8.8 10.5 6.3 Approach LOS A B A Queue Length 50th (ft)26 0 43 8 Queue Length 95th (ft)48 15 73 20 Internal Link Dist (ft) 1114 1370 582 1227 D-55 Logan Six 2024 Future with Development Conditions 8: Park Avenue N & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph)3677 1170 3206 2508 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.15 0.07 0.19 0.07 Intersection Summary Area Type: Other Cycle Length: 79 Actuated Cycle Length: 34 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Park Avenue N & N 4th Street D-56 Logan Six 2024 Future with Development Conditions 9: Park Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 96 36 23 5 25 4 68 494 5 3 115 73 Future Volume (vph) 96 36 23 5 25 4 68 494 5 3 115 73 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 170 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 0.98 0.99 1.00 1.00 0.99 1.00 1.00 0.99 Frt 0.941 0.981 0.999 0.942 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 3217 0 1719 1768 0 1719 3434 0 1719 3214 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1691 3217 0 1715 1768 0 1709 3434 0 1717 3214 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 1272 822 1307 1301 Travel Time (s) 28.9 18.7 29.7 29.6 Confl. Peds. (#/hr) 7 1 1 7 3 1 1 3 Confl. Bikes (#/hr)2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% Shared Lane Traffic (%) Lane Group Flow (vph) 103 64 0 5 31 0 73 536 0 3 202 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases Detector Phase 1 6 5 2 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 65.0 25.0 35.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 36.1% 13.9% 19.4% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 9.4 15.3 5.6 6.2 8.8 21.6 5.2 13.0 Actuated g/C Ratio 0.18 0.30 0.11 0.12 0.17 0.42 0.10 0.25 v/c Ratio 0.33 0.07 0.03 0.14 0.25 0.37 0.02 0.25 Control Delay 25.1 15.9 27.4 26.9 24.8 12.8 27.7 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 15.9 27.4 26.9 24.8 12.8 27.7 20.0 LOS C B C C C B C C Approach Delay 21.6 26.9 14.2 20.2 D-57 Logan Six 2024 Future with Development Conditions 9: Park Avenue N & N 6th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C B C Queue Length 50th (ft) 29 6 2 9 20 54 1 28 Queue Length 95th (ft) 80 26 12 35 62 134 9 62 Internal Link Dist (ft) 1192 742 1227 1221 Turn Bay Length (ft) 100 100 170 Base Capacity (vph) 750 3129 750 1720 750 3340 750 3126 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.02 0.01 0.02 0.10 0.16 0.00 0.06 Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 51 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.37 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Park Avenue N & N 6th Street D-58 Logan Six 2024 Future with Development Conditions 10: Park Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 24 50 7 34 54 36 10 546 125 23 180 9 Future Volume (vph) 24 50 7 34 54 36 10 546 125 23 180 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 95 0 125 0 125 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 0.98 0.99 0.99 1.00 Frt 0.981 0.941 0.972 0.993 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3396 0 1736 3266 0 1736 3349 0 1736 3441 0 Flt Permitted 0.688 0.601 0.950 0.950 Satd. Flow (perm) 1257 3396 0 1087 3266 0 1704 3349 0 1719 3441 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 40 15 2 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1202 1521 1301 849 Travel Time (s) 27.3 34.6 29.6 19.3 Confl. Peds. (#/hr) 3 3 7 8 8 7 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 27 64 0 38 101 0 11 753 0 26 212 0 Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 55.0 35.0 55.0 65.0 85.0 35.0 55.0 Total Split (%) 16.7% 26.2% 16.7% 26.2% 31.0% 40.5% 16.7% 26.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 11.3 7.7 12.6 10.2 6.9 20.8 7.5 22.8 Actuated g/C Ratio 0.23 0.16 0.26 0.21 0.14 0.43 0.15 0.47 v/c Ratio 0.07 0.12 0.10 0.14 0.04 0.52 0.10 0.13 Control Delay 16.5 23.1 16.4 16.2 27.5 13.7 26.7 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.5 23.1 16.4 16.2 27.5 13.7 26.7 9.2 LOS B C B B C B C A Approach Delay 21.2 16.3 13.9 11.1 Approach LOS C B B B D-59 Logan Six 2024 Future with Development Conditions 10: Park Avenue N & N 8th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis - AM.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 4 7 6 5 3 73 6 17 Queue Length 95th (ft) 25 29 32 33 19 181 32 50 Internal Link Dist (ft) 1122 1441 1221 769 Turn Bay Length (ft) 155 95 125 125 Base Capacity (vph) 1196 3046 1196 2933 1659 3349 1196 3086 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.03 0.03 0.01 0.22 0.02 0.07 Intersection Summary Area Type: Other Cycle Length: 210 Actuated Cycle Length: 48.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 14.2 Intersection LOS: B Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Park Avenue N & N 8th Street D-60 Logan Six 2024 Future with Development Conditions 11: N 3rd Street & South Site Access AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 514 0 0 19 0 Future Vol, veh/h 6 514 0 0 19 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 7 559 0 0 21 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 294 - Stage 1 - - 0 - Stage 2 - - 294 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 673 0 Stage 1 - - - 0 Stage 2 - - 730 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 673 - Mov Cap-2 Maneuver - - 673 - Stage 1 - - - - Stage 2 - - 730 - Approach EB SB HCM Control Delay, s 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - 673 HCM Lane V/C Ratio - - 0.031 HCM Control Delay (s) - - 10.5 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.1 D-61 Logan Six 2024 Future with Development Conditions 12: North Site Access & N 4th Street AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 2 476 9 0 Future Vol, veh/h 0 0 2 476 9 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 2 517 10 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 211 - Stage 1 - - 0 - Stage 2 - - 211 - Critical Hdwy 5.34 - 5.74 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 3.12 - 3.82 - Pot Cap-1 Maneuver - - 751 0 Stage 1 - - - 0 Stage 2 - - 738 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 751 - Mov Cap-2 Maneuver - - 751 - Stage 1 - - - - Stage 2 - - 738 - Approach WB NB HCM Control Delay, s 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 751 - - HCM Lane V/C Ratio 0.013 - - HCM Control Delay (s) 9.9 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0 - - D-62 Logan Six 2024 Future with Development Conditions 13: Burnett Avenue N & Commercial Parking Lot AM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis - AM.syn Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 7 7 9 37 8 8 Future Vol, veh/h 7 7 9 37 8 8 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 - - - - - 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 8 8 10 40 9 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 74 14 18 0 - 0 Stage 1 14 - - - - - Stage 2 60 - - - - - 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 930 1066 1599 - - - Stage 1 1009 - - - - - Stage 2 963 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 924 1066 1599 - - - Mov Cap-2 Maneuver 924 - - - - - Stage 1 1003 - - - - - Stage 2 963 - - - - - Approach EB NB SB HCM Control Delay, s 8.7 1.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1599 - 990 - - HCM Lane V/C Ratio 0.006 - 0.015 - - HCM Control Delay (s) 7.3 0 8.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - D-63 E PM Level of Service Calculations Logan Six Existing Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 8 45 0 0 0 37 931 784 66 1161 2 Future Volume (vph) 4 8 45 0 0 0 37 931 784 66 1161 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 180 0 235 0 Storage Lanes 0 1 0 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.984 0.950 0.950 Satd. Flow (prot) 0 1833 1583 0 0 0 1770 3539 1583 1770 3539 0 Flt Permitted 0.984 0.211 0.263 Satd. Flow (perm) 0 1833 1550 0 0 0 393 3539 1508 490 3539 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 53 Link Speed (mph) 30 30 30 30 Link Distance (ft) 236 189 756 511 Travel Time (s) 5.4 4.3 17.2 11.6 Confl. Peds. (#/hr) 5 5 1 10 10 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 0 12 46 0 0 0 38 960 808 68 1199 0 Turn Type Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 1 6 5 2 Permitted Phases 4 4 6 6 2 Detector Phase 4 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 10.0 23.0 23.0 10.0 32.0 Total Split (s) 55.0 55.0 55.0 35.0 55.0 55.0 35.0 55.0 Total Split (%) 37.9% 37.9% 37.9% 24.1% 37.9% 37.9% 24.1% 37.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None Min Min None Min Act Effct Green (s) 6.2 6.2 59.9 56.4 56.4 62.6 59.4 Actuated g/C Ratio 0.08 0.08 0.76 0.72 0.72 0.80 0.75 v/c Ratio 0.08 0.27 0.09 0.38 0.75 0.14 0.45 Control Delay 34.9 13.4 2.6 6.7 16.5 2.5 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 34.9 13.4 2.6 6.7 16.5 2.5 6.3 LOS C B A A B A A Approach Delay 17.9 11.0 6.1 Approach LOS B B A Queue Length 50th (ft) 6 0 3 104 262 5 137 E-1 Logan Six Existing Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 21 27 8 155 #572 12 197 Internal Link Dist (ft) 156 109 676 431 Turn Bay Length (ft)180 235 Base Capacity (vph) 1170 1009 851 2537 1081 894 2670 Starvation Cap Reductn 0 0 0 0 0 0 475 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.05 0.04 0.38 0.75 0.08 0.55 Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 78.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Logan Avenue N & Parking Lot/N 3rd Street E-2 Logan Six Existing Conditions 2: Logan Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 337 48 931 0 0 903 Future Volume (vph) 337 48 931 0 0 903 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Ped Bike Factor Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 3433 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 3433 1583 3539 0 0 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 49 Link Speed (mph) 30 30 30 Link Distance (ft) 120 511 1321 Travel Time (s) 2.7 11.6 30.0 Confl. Peds. (#/hr)3 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 347 49 960 0 0 931 Turn Type Prot Perm NA NA Protected Phases 3 6 2 Permitted Phases 3 Detector Phase 3 3 6 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 27.0 27.0 23.0 23.0 Total Split (s) 35.0 35.0 55.0 55.0 Total Split (%) 38.9% 38.9% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Act Effct Green (s) 10.0 10.0 19.6 19.6 Actuated g/C Ratio 0.25 0.25 0.49 0.49 v/c Ratio 0.40 0.11 0.55 0.53 Control Delay 14.8 6.1 8.5 8.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.8 6.1 8.5 8.3 LOS B A A A Approach Delay 13.7 8.5 8.3 Approach LOS B A A Queue Length 50th (ft) 31 0 66 63 Queue Length 95th (ft) 72 19 123 118 Internal Link Dist (ft) 40 431 1241 Turn Bay Length (ft) E-3 Logan Six Existing Conditions 2: Logan Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group WBL WBR NBT NBR SBL SBT Base Capacity (vph) 2653 1234 3529 3529 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.13 0.04 0.27 0.26 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 39.8 Natural Cycle: 50 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 9.3 Intersection LOS: A Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Logan Avenue N & N 4th Street E-4 Logan Six Existing Conditions 3: Logan Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 16 61 64 2 41 26 810 131 12 781 7 Future Volume (vph) 12 16 61 64 2 41 26 810 131 12 781 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 295 140 0 230 0 135 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.97 0.99 0.98 0.99 0.97 0.99 1.00 Frt 0.850 0.850 0.850 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1845 1568 1752 1845 1568 1752 1845 1568 1752 3500 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1744 1845 1523 1731 1845 1540 1743 1845 1517 1741 3500 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 109 109 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1173 1272 1321 1309 Travel Time (s) 26.7 28.9 30.0 29.8 Confl. Peds. (#/hr) 3 8 8 3 7 14 14 7 Confl. Bikes (#/hr) 5 1 4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 12 16 62 65 2 42 27 827 134 12 804 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 28.0 28.0 10.0 27.0 27.0 10.0 29.0 29.0 10.0 30.0 Total Split (s) 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 Total Split (%) 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min Min None Min Min None Min Act Effct Green (s) 6.2 6.4 6.4 8.0 11.9 11.9 6.7 33.0 33.0 6.2 30.7 Actuated g/C Ratio 0.10 0.11 0.11 0.14 0.20 0.20 0.11 0.56 0.56 0.10 0.52 v/c Ratio 0.07 0.08 0.24 0.27 0.01 0.11 0.14 0.80 0.15 0.07 0.44 Control Delay 30.6 30.4 4.4 29.8 23.5 0.5 30.3 22.7 4.4 30.6 13.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.6 30.4 4.4 29.8 23.5 0.5 30.3 22.7 4.4 30.6 13.1 LOS C C A C C A C C A C B Approach Delay 12.5 18.4 20.4 13.4 E-5 Logan Six Existing Conditions 3: Logan Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B B C B Queue Length 50th (ft) 4 5 0 21 1 0 9 241 4 4 87 Queue Length 95th (ft) 21 25 12 63 7 0 35 #662 39 21 209 Internal Link Dist (ft) 1093 1192 1241 1229 Turn Bay Length (ft) 250 295 140 230 135 Base Capacity (vph) 619 978 859 619 978 868 619 1029 895 619 1857 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.07 0.11 0.00 0.05 0.04 0.80 0.15 0.02 0.43 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 59.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Logan Avenue N & N 6th Street E-6 Logan Six Existing Conditions 4: Logan Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 10 17 104 5 52 7 749 131 21 719 2 Future Volume (vph) 17 10 17 104 5 52 7 749 131 21 719 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 105 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 0.97 0.98 0.96 0.98 0.99 0.99 1.00 Frt 0.850 0.862 0.978 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 2916 0 1770 1807 0 1770 1862 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1723 3539 1530 1731 2916 0 1740 1807 0 1748 1862 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 116 55 7 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1154 1202 1309 1978 Travel Time (s) 26.2 27.3 29.8 45.0 Confl. Peds. (#/hr) 9 11 11 9 30 30 30 30 Confl. Bikes (#/hr)1 12 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Lane Group Flow (vph) 18 11 18 109 60 0 7 926 0 22 759 0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Detector Phase 5 2 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 11.0 25.0 10.0 30.0 10.0 28.0 Total Split (s) 26.0 36.0 36.0 26.0 36.0 25.0 35.0 25.0 35.0 Total Split (%) 21.3% 29.5% 29.5% 21.3% 29.5% 20.5% 28.7% 20.5% 28.7% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None Min None Min Act Effct Green (s) 5.3 5.1 5.1 7.9 14.3 5.1 30.7 5.4 30.9 Actuated g/C Ratio 0.09 0.08 0.08 0.13 0.24 0.08 0.51 0.09 0.51 v/c Ratio 0.11 0.04 0.08 0.47 0.08 0.05 1.00 0.14 0.79 Control Delay 30.8 29.9 0.6 33.1 8.9 30.4 49.9 30.9 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 29.9 0.6 33.1 8.9 30.4 49.9 30.9 23.2 LOS C C A C A C D C C Approach Delay 19.1 24.5 49.8 23.4 Approach LOS B C D C E-7 Logan Six Existing Conditions 4: Logan Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 6 2 0 37 0 2 ~317 8 209 Queue Length 95th (ft) 27 10 0 92 17 15 #782 31 #570 Internal Link Dist (ft) 1074 1122 1229 1898 Turn Bay Length (ft) 105 Base Capacity (vph) 603 1809 839 603 1518 603 927 603 958 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.01 0.02 0.18 0.04 0.01 1.00 0.04 0.79 Intersection Summary Area Type: Other Cycle Length: 122 Actuated Cycle Length: 60.1 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 36.2 Intersection LOS: D Intersection Capacity Utilization 70.3% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Logan Avenue N & N 8th Street E-8 Logan Six Existing Conditions 5: Burnett Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 791 25 0 0 0 0 26 25 12 6 0 Future Vol, veh/h 7 791 25 0 0 0 0 26 25 12 6 0 Conflicting Peds, #/hr 5 0 2 2 0 5 21 0 0 0 0 21 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 860 27 0 0 0 0 28 27 13 7 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 5 0 0 - 897 446 465 910 - Stage 1 - - - - 892 - 5 5 - Stage 2 - - - - 5 - 460 905 - Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 - Critical Hdwy Stg 1 - - - - 5.54 - - - - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 - Pot Cap-1 Maneuver 1615 - - 0 278 560 481 273 0 Stage 1 - - - 0 358 - - - 0 Stage 2 - - - 0 - - 551 353 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1607 - - - 273 559 416 268 - Mov Cap-2 Maneuver - - - - 273 - 416 268 - Stage 1 - - - - 354 - - - - Stage 2 - - - - - - 478 349 - Approach EB NB SB HCM Control Delay, s 0.1 16.7 15.9 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1 Capacity (veh/h) 364 1607 - - 351 HCM Lane V/C Ratio 0.152 0.005 - - 0.056 HCM Control Delay (s) 16.7 7.3 0 - 15.9 HCM Lane LOS C A A - C HCM 95th %tile Q(veh) 0.5 0 - - 0.2 E-9 Logan Six Existing Conditions 6: Burnett Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 356 2 14 11 0 0 11 8 Future Vol, veh/h 0 0 0 3 356 2 14 11 0 0 11 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - - - - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 3 400 2 16 12 0 0 12 9 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 212 408 - - 406 200 Stage 1 - - - 0 0 - - 406 - Stage 2 - - - 212 408 - - 0 - Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 5.54 - Critical Hdwy Stg 2 - - - 6.54 5.54 - - - - Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32 Pot Cap-1 Maneuver - - - 726 531 0 0 533 808 Stage 1 - - - - - 0 0 596 - Stage 2 - - - 770 595 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 705 531 - - 533 808 Mov Cap-2 Maneuver - - - 705 531 - - 533 - Stage 1 - - - - - - - 596 - Stage 2 - - - 746 595 - - - - Approach WB NB SB HCM Control Delay, s 11.1 11 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 616 - - - 622 HCM Lane V/C Ratio 0.046 - - - 0.034 HCM Control Delay (s) 11.1 - - - 11 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 E-10 Logan Six Existing Conditions 7: Park Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 792 31 0 0 0 0 214 36 156 271 0 Future Volume (vph) 31 792 31 0 0 0 0 214 36 156 271 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 Frt 0.994 0.978 Flt Protected 0.950 0.982 Satd. Flow (prot) 1770 3516 0 0 0 0 0 3454 0 0 3476 0 Flt Permitted 0.950 0.757 Satd. Flow (perm) 1768 3516 0 0 0 0 0 3454 0 0 2678 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 29 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1226 1509 471 662 Travel Time (s) 27.9 34.3 10.7 15.0 Confl. Peds. (#/hr) 1 2 2 1 5 2 2 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 32 848 0 0 0 0 0 258 0 0 440 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 24.0 9.0 24.0 Total Split (s) 26.0 26.0 26.0 14.0 26.0 Total Split (%) 39.4% 39.4%39.4% 21.2% 39.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None None Act Effct Green (s) 16.9 16.9 13.8 13.8 Actuated g/C Ratio 0.39 0.39 0.32 0.32 v/c Ratio 0.05 0.61 0.23 0.51 Control Delay 9.2 13.0 10.3 14.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.2 13.0 10.3 14.6 LOS A B B B Approach Delay 12.8 10.3 14.6 Approach LOS B B B Queue Length 50th (ft) 4 77 22 46 Queue Length 95th (ft) 19 153 43 82 Internal Link Dist (ft) 1146 1429 391 582 Turn Bay Length (ft) E-11 Logan Six Existing Conditions 7: Park Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 840 1675 1658 2159 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.04 0.51 0.16 0.20 Intersection Summary Area Type: Other Cycle Length: 66 Actuated Cycle Length: 43 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 7: Park Avenue N & N 3rd Street E-12 Logan Six Existing Conditions 8: Park Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 44 299 29 35 197 0 0 383 56 Future Volume (vph) 0 0 0 44 299 29 35 197 0 0 383 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.981 Flt Protected 0.994 0.993 Satd. Flow (prot) 0 0 0 0 5055 1583 0 3514 0 0 3463 0 Flt Permitted 0.994 0.833 Satd. Flow (perm) 0 0 0 0 5053 1563 0 2947 0 0 3463 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)83 21 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1194 1450 662 1307 Travel Time (s) 27.1 33.0 15.0 29.7 Confl. Peds. (#/hr) 1 3 3 1 7 2 2 7 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 373 32 0 252 0 0 477 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 2 8 Detector Phase 2 2 2 3 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 9.0 26.0 24.0 Total Split (s)30.0 30.0 30.0 19.0 26.0 30.0 Total Split (%) 38.0% 38.0% 38.0% 24.1% 32.9% 38.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Min Min Min None Min Min Act Effct Green (s)8.0 8.0 8.9 8.9 Actuated g/C Ratio 0.30 0.30 0.33 0.33 v/c Ratio 0.25 0.06 0.26 0.41 Control Delay 8.0 0.9 7.5 8.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.0 0.9 7.5 8.0 LOS A A A A Approach Delay 7.4 7.5 8.0 Approach LOS A A A Queue Length 50th (ft)12 0 11 22 Queue Length 95th (ft)27 3 27 46 Internal Link Dist (ft) 1114 1370 582 1227 E-13 Logan Six Existing Conditions 8: Park Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph)4637 1441 2947 3180 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.08 0.02 0.09 0.15 Intersection Summary Area Type: Other Cycle Length: 79 Actuated Cycle Length: 27.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.41 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 42.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Park Avenue N & N 4th Street E-14 Logan Six Existing Conditions 9: Park Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 136 51 75 8 7 0 4 216 2 4 317 35 Future Volume (vph) 136 51 75 8 7 0 4 216 2 4 317 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 170 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 Frt 0.911 0.999 0.985 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 3193 0 1752 1845 0 1752 3501 0 1752 3452 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1752 3193 0 1752 1845 0 1752 3501 0 1749 3452 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 1272 822 1307 1301 Travel Time (s) 28.9 18.7 29.7 29.6 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 146 136 0 9 8 0 4 234 0 4 379 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases Detector Phase 1 6 5 2 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 65.0 25.0 35.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 36.1% 13.9% 19.4% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 10.0 18.6 5.3 5.0 5.9 12.5 4.8 12.4 Actuated g/C Ratio 0.22 0.42 0.12 0.11 0.13 0.28 0.11 0.28 v/c Ratio 0.37 0.10 0.04 0.04 0.02 0.24 0.02 0.39 Control Delay 19.4 11.8 22.5 22.6 22.0 14.0 23.0 15.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.4 11.8 22.5 22.6 22.0 14.0 23.0 15.4 LOS B B C C C B C B Approach Delay 15.7 22.5 14.2 15.5 E-15 Logan Six Existing Conditions 9: Park Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C B B Queue Length 50th (ft) 28 8 2 2 1 21 1 36 Queue Length 95th (ft) 92 42 15 14 9 60 9 96 Internal Link Dist (ft) 1192 742 1227 1221 Turn Bay Length (ft) 100 100 170 Base Capacity (vph) 816 3170 816 1832 816 3476 816 3427 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.04 0.01 0.00 0.00 0.07 0.00 0.11 Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 44.5 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Park Avenue N & N 6th Street E-16 Logan Six Existing Conditions 10: Park Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 63 64 37 75 91 74 20 276 52 72 245 32 Future Volume (vph) 63 64 37 75 91 74 20 276 52 72 245 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 95 0 125 0 125 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 0.99 0.99 0.97 1.00 0.99 Frt 0.945 0.933 0.976 0.983 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3313 0 1770 3274 0 1770 3447 0 1770 3455 0 Flt Permitted 0.641 0.676 0.950 0.950 Satd. Flow (perm) 1188 3313 0 1244 3274 0 1712 3447 0 1770 3455 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 39 79 12 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1202 1521 1301 849 Travel Time (s) 27.3 34.6 29.6 19.3 Confl. Peds. (#/hr) 2 4 4 2 14 14 Confl. Bikes (#/hr)2 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 Shared Lane Traffic (%) Lane Group Flow (vph) 67 107 0 80 176 0 21 349 0 77 295 0 Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 55.0 35.0 55.0 65.0 85.0 35.0 55.0 Total Split (%) 16.7% 26.2% 16.7% 26.2% 31.0% 40.5% 16.7% 26.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 13.9 8.1 14.1 8.2 7.0 12.4 8.9 20.0 Actuated g/C Ratio 0.28 0.16 0.29 0.17 0.14 0.25 0.18 0.41 v/c Ratio 0.15 0.19 0.18 0.29 0.08 0.40 0.24 0.21 Control Delay 13.1 16.3 13.3 14.8 24.6 19.1 23.6 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.1 16.3 13.3 14.8 24.6 19.1 23.6 11.6 LOS B B B B C B C B Approach Delay 15.1 14.4 19.4 14.1 Approach LOS B B B B E-17 Logan Six Existing Conditions 10: Park Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 13 10 16 14 6 47 21 26 Queue Length 95th (ft) 39 32 45 43 26 93 60 74 Internal Link Dist (ft) 1122 1441 1221 769 Turn Bay Length (ft) 155 95 125 125 Base Capacity (vph) 1138 3076 1138 3043 1751 3447 1138 3205 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.03 0.07 0.06 0.01 0.10 0.07 0.09 Intersection Summary Area Type: Other Cycle Length: 210 Actuated Cycle Length: 49.2 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.40 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Park Avenue N & N 8th Street E-18 Logan Six Existing Conditions 11: N 3rd Street & South Site Access PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 858 0 0 0 0 Future Vol, veh/h 0 858 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 933 0 0 0 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 467 - Stage 1 - - 0 - Stage 2 - - 467 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 525 0 Stage 1 - - - 0 Stage 2 - - 597 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 525 - Mov Cap-2 Maneuver - - 525 - Stage 1 - - - - Stage 2 - - 597 - Approach EB SB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - 0 HCM Lane LOS A - A HCM 95th %tile Q(veh) - - - E-19 Logan Six Existing Conditions 12: North Site Access & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 0 378 0 0 Future Vol, veh/h 0 0 0 378 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 0 411 0 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 164 - Stage 1 - - 0 - Stage 2 - - 164 - Critical Hdwy 5.34 - 5.74 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 3.12 - 3.82 - Pot Cap-1 Maneuver - - 791 0 Stage 1 - - - 0 Stage 2 - - 780 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 791 - Mov Cap-2 Maneuver - - 791 - Stage 1 - - - - Stage 2 - - 780 - Approach WB NB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 0 - HCM Lane LOS A A - HCM 95th %tile Q(veh) - - - E-20 Logan Six Existing Conditions 13: Burnett Avenue N & Commercial Parking Lot PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 5 33 18 5 Future Vol, veh/h 5 5 5 33 18 5 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 - - - - - 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 5 5 5 36 20 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 69 23 25 0 - 0 Stage 1 23 - - - - - Stage 2 46 - - - - - 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 936 1054 1589 - - - Stage 1 1000 - - - - - Stage 2 976 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 933 1054 1589 - - - Mov Cap-2 Maneuver 933 - - - - - Stage 1 997 - - - - - Stage 2 976 - - - - - Approach EB NB SB HCM Control Delay, s 8.7 1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1589 - 990 - - HCM Lane V/C Ratio 0.003 - 0.011 - - HCM Control Delay (s) 7.3 0 8.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - E-21 Logan Six 2024 Baseline Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 8 46 0 0 0 38 1014 823 68 1407 2 Future Volume (vph) 4 8 46 0 0 0 38 1014 823 68 1407 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 180 0 235 0 Storage Lanes 0 1 0 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.984 0.950 0.950 Satd. Flow (prot) 0 1833 1583 0 0 0 1770 3539 1583 1770 3539 0 Flt Permitted 0.984 0.147 0.238 Satd. Flow (perm) 0 1833 1550 0 0 0 274 3539 1508 443 3539 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 53 Link Speed (mph) 30 30 30 30 Link Distance (ft) 236 189 756 511 Travel Time (s) 5.4 4.3 17.2 11.6 Confl. Peds. (#/hr) 5 5 1 10 10 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 0 12 47 0 0 0 39 1045 848 70 1453 0 Turn Type Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 1 6 5 2 Permitted Phases 4 4 6 6 2 Detector Phase 4 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 10.0 23.0 23.0 10.0 32.0 Total Split (s) 55.0 55.0 55.0 35.0 55.0 55.0 35.0 55.0 Total Split (%) 37.9% 37.9% 37.9% 24.1% 37.9% 37.9% 24.1% 37.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None Min Min None Min Act Effct Green (s) 6.2 6.2 59.7 56.2 56.2 61.5 58.6 Actuated g/C Ratio 0.08 0.08 0.77 0.72 0.72 0.79 0.75 v/c Ratio 0.08 0.27 0.12 0.41 0.78 0.15 0.55 Control Delay 34.4 13.6 2.9 6.8 17.8 2.7 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 34.4 13.6 2.9 6.8 17.8 2.7 7.5 LOS C B A A B A A Approach Delay 17.8 11.5 7.2 Approach LOS B B A Queue Length 50th (ft) 5 0 3 114 285 5 186 E-22 Logan Six 2024 Baseline Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 21 28 8 169 #609 13 269 Internal Link Dist (ft) 156 109 676 431 Turn Bay Length (ft)180 235 Base Capacity (vph) 1179 1016 802 2550 1086 876 2661 Starvation Cap Reductn 0 0 0 0 0 0 405 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.05 0.05 0.41 0.78 0.08 0.64 Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 78 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 9.8 Intersection LOS: A Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Logan Avenue N & Parking Lot/N 3rd Street E-23 Logan Six 2024 Baseline Conditions 2: Logan Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 363 49 1014 0 0 1125 Future Volume (vph) 363 49 1014 0 0 1125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Ped Bike Factor Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 3433 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 3433 1583 3539 0 0 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 51 Link Speed (mph) 30 30 30 Link Distance (ft) 120 511 1321 Travel Time (s) 2.7 11.6 30.0 Confl. Peds. (#/hr)3 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 374 51 1045 0 0 1160 Turn Type Prot Perm NA NA Protected Phases 3 6 2 Permitted Phases 3 Detector Phase 3 3 6 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 27.0 27.0 23.0 23.0 Total Split (s) 35.0 35.0 55.0 55.0 Total Split (%) 38.9% 38.9% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Act Effct Green (s) 11.3 11.3 24.9 24.9 Actuated g/C Ratio 0.24 0.24 0.53 0.53 v/c Ratio 0.45 0.12 0.55 0.61 Control Delay 18.1 6.9 8.5 9.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 18.1 6.9 8.5 9.2 LOS B A A A Approach Delay 16.8 8.5 9.2 Approach LOS B A A Queue Length 50th (ft) 41 0 81 93 Queue Length 95th (ft) 95 22 152 176 Internal Link Dist (ft) 40 431 1241 Turn Bay Length (ft) E-24 Logan Six 2024 Baseline Conditions 2: Logan Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group WBL WBR NBT NBR SBL SBT Base Capacity (vph) 2298 1076 3377 3377 Starvation Cap Reductn 0 0 22 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.16 0.05 0.31 0.34 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 46.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Logan Avenue N & N 4th Street E-25 Logan Six 2024 Baseline Conditions 3: Logan Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 16 63 66 2 42 27 889 135 12 1000 7 Future Volume (vph) 12 16 63 66 2 42 27 889 135 12 1000 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 295 140 0 230 0 135 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.97 0.99 0.98 1.00 0.97 0.99 1.00 Frt 0.850 0.850 0.850 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1845 1568 1752 1845 1568 1752 1845 1568 1752 3500 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1744 1845 1523 1731 1845 1540 1745 1845 1517 1742 3500 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 109 109 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1173 1272 1321 1309 Travel Time (s) 26.7 28.9 30.0 29.8 Confl. Peds. (#/hr) 3 8 8 3 7 14 14 7 Confl. Bikes (#/hr) 5 1 4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 12 16 64 67 2 43 28 907 138 12 1027 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 28.0 28.0 10.0 27.0 27.0 10.0 29.0 29.0 10.0 30.0 Total Split (s) 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 Total Split (%) 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min Min None Min Min None Min Act Effct Green (s) 6.2 6.4 6.4 8.1 11.9 11.9 6.8 33.7 33.7 6.2 31.5 Actuated g/C Ratio 0.10 0.11 0.11 0.14 0.20 0.20 0.11 0.56 0.56 0.10 0.53 v/c Ratio 0.07 0.08 0.25 0.28 0.01 0.11 0.14 0.87 0.15 0.07 0.56 Control Delay 31.2 31.1 4.7 30.5 24.0 0.5 31.0 27.2 4.4 31.2 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 31.1 4.7 30.5 24.0 0.5 31.0 27.2 4.4 31.2 14.5 LOS C C A C C A C C A C B Approach Delay 12.8 18.9 24.4 14.7 E-26 Logan Six 2024 Baseline Conditions 3: Logan Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B B C B Queue Length 50th (ft) 4 5 0 22 1 0 9 288 5 4 123 Queue Length 95th (ft) 21 25 13 65 7 0 36 #749 40 21 286 Internal Link Dist (ft) 1093 1192 1241 1229 Turn Bay Length (ft) 250 295 140 230 135 Base Capacity (vph) 613 969 852 613 969 861 613 1037 901 613 1840 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.08 0.11 0.00 0.05 0.05 0.87 0.15 0.02 0.56 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 59.9 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 19.3 Intersection LOS: B Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Logan Avenue N & N 6th Street E-27 Logan Six 2024 Baseline Conditions 4: Logan Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 10 18 107 5 54 7 816 135 22 931 2 Future Volume (vph) 18 10 18 107 5 54 7 816 135 22 931 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 105 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 0.97 0.98 0.96 0.99 0.99 0.99 1.00 Frt 0.850 0.862 0.979 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 2915 0 1770 1809 0 1770 1862 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1723 3539 1530 1731 2915 0 1748 1809 0 1750 1862 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 116 57 6 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1154 1202 1309 1978 Travel Time (s) 26.2 27.3 29.8 45.0 Confl. Peds. (#/hr) 9 11 11 9 30 30 30 30 Confl. Bikes (#/hr)1 12 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Lane Group Flow (vph) 19 11 19 113 62 0 7 1001 0 23 982 0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Detector Phase 5 2 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 11.0 25.0 10.0 30.0 10.0 28.0 Total Split (s) 26.0 36.0 36.0 26.0 36.0 25.0 35.0 25.0 35.0 Total Split (%) 21.3% 29.5% 29.5% 21.3% 29.5% 20.5% 28.7% 20.5% 28.7% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None Min None Min Act Effct Green (s) 5.4 5.2 5.2 8.1 14.4 5.2 31.0 5.5 33.0 Actuated g/C Ratio 0.09 0.08 0.08 0.13 0.23 0.08 0.50 0.09 0.53 v/c Ratio 0.12 0.04 0.08 0.49 0.09 0.05 1.11 0.15 1.00 Control Delay 32.8 31.7 0.7 35.4 9.2 32.3 87.7 32.9 48.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 31.7 0.7 35.4 9.2 32.3 87.7 32.9 48.2 LOS C C A D A C F C D Approach Delay 20.1 26.1 87.3 47.9 Approach LOS C C F D E-28 Logan Six 2024 Baseline Conditions 4: Logan Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 7 2 0 39 0 2 ~423 8 ~398 Queue Length 95th (ft) 28 10 0 95 17 15 #867 32 #810 Internal Link Dist (ft) 1074 1122 1229 1898 Turn Bay Length (ft) 105 Base Capacity (vph) 585 1755 817 585 1474 585 900 585 984 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.01 0.02 0.19 0.04 0.01 1.11 0.04 1.00 Intersection Summary Area Type: Other Cycle Length: 122 Actuated Cycle Length: 62.4 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.11 Intersection Signal Delay: 63.3 Intersection LOS: E Intersection Capacity Utilization 76.7% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Logan Avenue N & N 8th Street E-29 Logan Six 2024 Baseline Conditions 5: Burnett Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 830 26 0 0 0 0 27 26 12 6 0 Future Vol, veh/h 7 830 26 0 0 0 0 27 26 12 6 0 Conflicting Peds, #/hr 5 0 2 2 0 5 21 0 0 0 0 21 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 902 28 0 0 0 0 29 28 13 7 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 5 0 0 - 939 467 487 953 - Stage 1 - - - - 934 - 5 5 - Stage 2 - - - - 5 - 482 948 - Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 - Critical Hdwy Stg 1 - - - - 5.54 - - - - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 - Pot Cap-1 Maneuver 1615 - - 0 263 542 464 258 0 Stage 1 - - - 0 343 - - - 0 Stage 2 - - - 0 - - 534 338 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1607 - - - 259 541 397 254 - Mov Cap-2 Maneuver - - - - 259 - 397 254 - Stage 1 - - - - 339 - - - - Stage 2 - - - - - - 458 334 - Approach EB NB SB HCM Control Delay, s 0.1 17.4 16.4 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1 Capacity (veh/h) 348 1607 - - 334 HCM Lane V/C Ratio 0.166 0.005 - - 0.059 HCM Control Delay (s) 17.4 7.3 0 - 16.4 HCM Lane LOS C A A - C HCM 95th %tile Q(veh) 0.6 0 - - 0.2 E-30 Logan Six 2024 Baseline Conditions 6: Burnett Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 3 383 2 14 11 0 0 11 8 Future Vol, veh/h 0 0 0 3 383 2 14 11 0 0 11 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - - - - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 3 430 2 16 12 0 0 12 9 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 227 438 - - 436 215 Stage 1 - - - 0 0 - - 436 - Stage 2 - - - 227 438 - - 0 - Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 5.54 - Critical Hdwy Stg 2 - - - 6.54 5.54 - - - - Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32 Pot Cap-1 Maneuver - - - 709 511 0 0 512 790 Stage 1 - - - - - 0 0 578 - Stage 2 - - - 755 577 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 688 511 - - 512 790 Mov Cap-2 Maneuver - - - 688 511 - - 512 - Stage 1 - - - - - - - 578 - Stage 2 - - - 730 577 - - - - Approach WB NB SB HCM Control Delay, s 11.3 11.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 597 - - - 601 HCM Lane V/C Ratio 0.047 - - - 0.036 HCM Control Delay (s) 11.3 - - - 11.2 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 E-31 Logan Six 2024 Baseline Conditions 7: Park Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 47 816 32 0 0 0 0 250 37 167 405 0 Future Volume (vph) 47 816 32 0 0 0 0 250 37 167 405 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 Frt 0.994 0.981 Flt Protected 0.950 0.986 Satd. Flow (prot) 1770 3516 0 0 0 0 0 3466 0 0 3490 0 Flt Permitted 0.950 0.768 Satd. Flow (perm) 1768 3516 0 0 0 0 0 3466 0 0 2717 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 25 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1226 1509 471 662 Travel Time (s) 27.9 34.3 10.7 15.0 Confl. Peds. (#/hr) 1 2 2 1 5 2 2 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 48 874 0 0 0 0 0 296 0 0 590 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 24.0 9.0 24.0 Total Split (s) 26.0 26.0 26.0 14.0 26.0 Total Split (%) 39.4% 39.4%39.4% 21.2% 39.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None None Act Effct Green (s) 18.0 18.0 16.4 16.4 Actuated g/C Ratio 0.39 0.39 0.35 0.35 v/c Ratio 0.07 0.64 0.24 0.62 Control Delay 10.2 14.6 10.5 16.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.2 14.6 10.5 16.0 LOS B B B B Approach Delay 14.4 10.5 16.0 Approach LOS B B B Queue Length 50th (ft) 8 97 27 71 Queue Length 95th (ft) 25 161 49 113 Internal Link Dist (ft) 1146 1429 391 582 Turn Bay Length (ft) E-32 Logan Six 2024 Baseline Conditions 7: Park Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 773 1540 1529 2019 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.06 0.57 0.19 0.29 Intersection Summary Area Type: Other Cycle Length: 66 Actuated Cycle Length: 46.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 7: Park Avenue N & N 3rd Street E-33 Logan Six 2024 Baseline Conditions 8: Park Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 45 308 38 36 248 0 0 527 74 Future Volume (vph) 0 0 0 45 308 38 36 248 0 0 527 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.982 Flt Protected 0.994 0.994 Satd. Flow (prot) 0 0 0 0 5055 1583 0 3518 0 0 3467 0 Flt Permitted 0.994 0.833 Satd. Flow (perm) 0 0 0 0 5053 1563 0 2947 0 0 3467 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)83 20 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1194 1450 662 1307 Travel Time (s) 27.1 33.0 15.0 29.7 Confl. Peds. (#/hr) 1 3 3 1 7 2 2 7 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 384 41 0 309 0 0 653 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 2 8 Detector Phase 2 2 2 3 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 9.0 26.0 24.0 Total Split (s)30.0 30.0 30.0 19.0 26.0 30.0 Total Split (%) 38.0% 38.0% 38.0% 24.1% 32.9% 38.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Min Min Min None Min Min Act Effct Green (s)8.7 8.7 11.6 11.6 Actuated g/C Ratio 0.28 0.28 0.38 0.38 v/c Ratio 0.27 0.08 0.28 0.49 Control Delay 9.4 1.7 7.4 8.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.4 1.7 7.4 8.5 LOS A A A A Approach Delay 8.7 7.4 8.5 Approach LOS A A A Queue Length 50th (ft)15 0 15 34 Queue Length 95th (ft)37 7 37 74 Internal Link Dist (ft) 1114 1370 582 1227 E-34 Logan Six 2024 Baseline Conditions 8: Park Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph)4212 1316 2947 2893 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.09 0.03 0.10 0.23 Intersection Summary Area Type: Other Cycle Length: 79 Actuated Cycle Length: 30.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 8.3 Intersection LOS: A Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Park Avenue N & N 4th Street E-35 Logan Six 2024 Baseline Conditions 9: Park Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 53 77 8 7 0 4 276 2 4 475 36 Future Volume (vph) 140 53 77 8 7 0 4 276 2 4 475 36 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 170 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 Frt 0.911 0.999 0.989 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 3193 0 1752 1845 0 1752 3501 0 1752 3466 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1752 3193 0 1752 1845 0 1752 3501 0 1749 3466 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 1272 822 1307 1301 Travel Time (s) 28.9 18.7 29.7 29.6 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 151 140 0 9 8 0 4 299 0 4 550 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases Detector Phase 1 6 5 2 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 65.0 25.0 35.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 36.1% 13.9% 19.4% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 11.2 19.9 5.3 5.0 5.9 16.9 4.9 16.7 Actuated g/C Ratio 0.22 0.40 0.11 0.10 0.12 0.34 0.10 0.33 v/c Ratio 0.39 0.11 0.05 0.04 0.02 0.25 0.02 0.48 Control Delay 21.8 13.7 26.0 26.1 25.5 13.6 26.5 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.8 13.7 26.0 26.1 25.5 13.6 26.5 15.7 LOS C B C C C B C B Approach Delay 17.9 26.1 13.7 15.8 E-36 Logan Six 2024 Baseline Conditions 9: Park Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C B B Queue Length 50th (ft) 35 11 2 2 1 29 1 58 Queue Length 95th (ft) 107 48 17 16 10 76 10 143 Internal Link Dist (ft) 1192 742 1227 1221 Turn Bay Length (ft) 100 100 170 Base Capacity (vph) 727 3095 727 1789 727 3394 727 3360 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.05 0.01 0.00 0.01 0.09 0.01 0.16 Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 50.1 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 15.9 Intersection LOS: B Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Park Avenue N & N 6th Street E-37 Logan Six 2024 Baseline Conditions 10: Park Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 66 38 77 94 76 21 335 54 74 400 33 Future Volume (vph) 65 66 38 77 94 76 21 335 54 74 400 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 95 0 125 0 125 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 0.99 0.99 0.97 1.00 1.00 Frt 0.945 0.933 0.979 0.989 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3313 0 1770 3274 0 1770 3459 0 1770 3484 0 Flt Permitted 0.638 0.682 0.950 0.950 Satd. Flow (perm) 1183 3313 0 1255 3274 0 1724 3459 0 1770 3484 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 40 81 10 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1202 1521 1301 849 Travel Time (s) 27.3 34.6 29.6 19.3 Confl. Peds. (#/hr) 2 4 4 2 14 14 Confl. Bikes (#/hr)2 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 Shared Lane Traffic (%) Lane Group Flow (vph) 69 110 0 82 181 0 22 413 0 79 461 0 Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 55.0 35.0 55.0 65.0 85.0 35.0 55.0 Total Split (%) 16.7% 26.2% 16.7% 26.2% 31.0% 40.5% 16.7% 26.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 14.4 8.3 14.5 8.4 7.1 14.0 9.2 21.9 Actuated g/C Ratio 0.28 0.16 0.28 0.16 0.14 0.27 0.18 0.43 v/c Ratio 0.16 0.19 0.19 0.30 0.09 0.44 0.25 0.31 Control Delay 14.2 17.3 14.4 15.7 26.1 19.5 25.0 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 17.3 14.4 15.7 26.1 19.5 25.0 12.1 LOS B B B B C B C B Approach Delay 16.1 15.3 19.8 14.0 Approach LOS B B B B E-38 Logan Six 2024 Baseline Conditions 10: Park Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 14 11 17 15 7 60 23 44 Queue Length 95th (ft) 43 34 49 46 28 112 65 116 Internal Link Dist (ft) 1122 1441 1221 769 Turn Bay Length (ft) 155 95 125 125 Base Capacity (vph) 1103 2990 1103 2959 1729 3459 1103 3141 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.04 0.07 0.06 0.01 0.12 0.07 0.15 Intersection Summary Area Type: Other Cycle Length: 210 Actuated Cycle Length: 51.5 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Park Avenue N & N 8th Street E-39 Logan Six 2024 Baseline Conditions 11: N 3rd Street & South Site Access PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 899 0 0 0 0 Future Vol, veh/h 0 899 0 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 977 0 0 0 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 489 - Stage 1 - - 0 - Stage 2 - - 489 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 508 0 Stage 1 - - - 0 Stage 2 - - 582 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 508 - Mov Cap-2 Maneuver - - 508 - Stage 1 - - - - Stage 2 - - 582 - Approach EB SB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - 0 HCM Lane LOS A - A HCM 95th %tile Q(veh) - - - E-40 Logan Six 2024 Baseline Conditions 12: North Site Access & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 0 405 0 0 Future Vol, veh/h 0 0 0 405 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 0 440 0 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 176 - Stage 1 - - 0 - Stage 2 - - 176 - Critical Hdwy 5.34 - 5.74 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 3.12 - 3.82 - Pot Cap-1 Maneuver - - 780 0 Stage 1 - - - 0 Stage 2 - - 769 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 780 - Mov Cap-2 Maneuver - - 780 - Stage 1 - - - - Stage 2 - - 769 - Approach WB NB HCM Control Delay, s 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 0 - HCM Lane LOS A A - HCM 95th %tile Q(veh) - - - E-41 Logan Six 2024 Baseline Conditions 13: Burnett Avenue N & Commercial Parking Lot PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 5 5 34 19 5 Future Vol, veh/h 5 5 5 34 19 5 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 - - - - - 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 5 5 5 37 21 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 71 24 26 0 - 0 Stage 1 24 - - - - - Stage 2 47 - - - - - 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 933 1052 1588 - - - Stage 1 999 - - - - - Stage 2 975 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 930 1052 1588 - - - Mov Cap-2 Maneuver 930 - - - - - Stage 1 996 - - - - - Stage 2 975 - - - - - Approach EB NB SB HCM Control Delay, s 8.7 0.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1588 - 987 - - HCM Lane V/C Ratio 0.003 - 0.011 - - HCM Control Delay (s) 7.3 0 8.7 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - E-42 Logan Six 2024 Future with Development Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 8 46 0 0 0 38 1014 837 89 1418 2 Future Volume (vph) 4 8 46 0 0 0 38 1014 837 89 1418 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 180 0 235 0 Storage Lanes 0 1 0 0 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 0.98 0.95 1.00 Frt 0.850 0.850 Flt Protected 0.984 0.950 0.950 Satd. Flow (prot) 0 1833 1583 0 0 0 1770 3539 1583 1770 3539 0 Flt Permitted 0.984 0.145 0.235 Satd. Flow (perm) 0 1833 1550 0 0 0 270 3539 1508 438 3539 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 53 Link Speed (mph) 30 30 30 30 Link Distance (ft) 236 189 756 511 Travel Time (s) 5.4 4.3 17.2 11.6 Confl. Peds. (#/hr) 5 5 1 10 10 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 0 12 47 0 0 0 39 1045 863 92 1464 0 Turn Type Perm NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 1 6 5 2 Permitted Phases 4 4 6 6 2 Detector Phase 4 4 4 1 6 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 10.0 23.0 23.0 10.0 32.0 Total Split (s) 55.0 55.0 55.0 35.0 55.0 55.0 35.0 55.0 Total Split (%) 37.9% 37.9% 37.9% 24.1% 37.9% 37.9% 24.1% 37.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None Min Min None Min Act Effct Green (s) 6.2 6.2 59.2 55.6 55.6 61.6 58.5 Actuated g/C Ratio 0.08 0.08 0.76 0.71 0.71 0.79 0.75 v/c Ratio 0.08 0.27 0.12 0.41 0.80 0.20 0.55 Control Delay 34.8 13.7 2.9 7.0 19.2 2.9 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 34.8 13.7 2.9 7.0 19.2 2.9 7.5 LOS C B A A B A A Approach Delay 18.0 12.3 7.2 Approach LOS B B A Queue Length 50th (ft) 6 0 3 116 302 7 190 E-43 Logan Six 2024 Future with Development Conditions 1: Logan Avenue N & Parking Lot/N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 22 28 8 175 #637 16 272 Internal Link Dist (ft) 156 109 676 431 Turn Bay Length (ft)180 235 Base Capacity (vph) 1181 1018 802 2530 1078 875 2660 Starvation Cap Reductn 0 0 0 0 0 0 411 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.05 0.05 0.41 0.80 0.11 0.65 Intersection Summary Area Type: Other Cycle Length: 145 Actuated Cycle Length: 77.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 76.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Logan Avenue N & Parking Lot/N 3rd Street E-44 Logan Six 2024 Future with Development Conditions 2: Logan Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 389 54 1014 0 0 1131 Future Volume (vph) 389 54 1014 0 0 1131 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 0.95 Ped Bike Factor Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 3433 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 3433 1583 3539 0 0 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 56 Link Speed (mph) 30 30 30 Link Distance (ft) 120 511 1321 Travel Time (s) 2.7 11.6 30.0 Confl. Peds. (#/hr)3 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 401 56 1045 0 0 1166 Turn Type Prot Perm NA NA Protected Phases 3 6 2 Permitted Phases 3 Detector Phase 3 3 6 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 27.0 27.0 23.0 23.0 Total Split (s) 35.0 35.0 55.0 55.0 Total Split (%) 38.9% 38.9% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None Min Min Act Effct Green (s) 11.8 11.8 25.1 25.1 Actuated g/C Ratio 0.25 0.25 0.53 0.53 v/c Ratio 0.47 0.13 0.56 0.62 Control Delay 18.4 6.8 8.7 9.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 18.4 6.8 8.7 9.5 LOS B A A A Approach Delay 17.0 8.7 9.5 Approach LOS B A A Queue Length 50th (ft) 45 0 83 98 Queue Length 95th (ft) 103 23 157 183 Internal Link Dist (ft) 40 431 1241 Turn Bay Length (ft) E-45 Logan Six 2024 Future with Development Conditions 2: Logan Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group WBL WBR NBT NBR SBL SBT Base Capacity (vph) 2273 1067 3349 3349 Starvation Cap Reductn 0 0 29 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.18 0.05 0.31 0.35 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 47.4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 50.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Logan Avenue N & N 4th Street E-46 Logan Six 2024 Future with Development Conditions 3: Logan Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 16 63 66 2 42 27 894 135 12 1006 7 Future Volume (vph) 12 16 63 66 2 42 27 894 135 12 1006 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 295 140 0 230 0 135 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.97 0.99 0.98 1.00 0.97 0.99 1.00 Frt 0.850 0.850 0.850 0.999 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 1845 1568 1752 1845 1568 1752 1845 1568 1752 3500 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1744 1845 1523 1731 1845 1540 1745 1845 1517 1742 3500 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 109 109 109 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1173 1272 1321 1309 Travel Time (s) 26.7 28.9 30.0 29.8 Confl. Peds. (#/hr) 3 8 8 3 7 14 14 7 Confl. Bikes (#/hr) 5 1 4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 12 16 64 67 2 43 28 912 138 12 1034 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Detector Phase 5 2 2 1 6 6 3 8 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.0 28.0 28.0 10.0 27.0 27.0 10.0 29.0 29.0 10.0 30.0 Total Split (s) 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 35.0 25.0 35.0 Total Split (%) 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% 29.2% 20.8% 29.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min Min None Min Min None Min Act Effct Green (s) 6.2 6.4 6.4 8.1 11.9 11.9 6.8 33.7 33.7 6.2 31.5 Actuated g/C Ratio 0.10 0.11 0.11 0.14 0.20 0.20 0.11 0.56 0.56 0.10 0.53 v/c Ratio 0.07 0.08 0.25 0.28 0.01 0.11 0.14 0.88 0.15 0.07 0.56 Control Delay 31.2 31.1 4.7 30.5 24.0 0.5 31.0 27.6 4.4 31.2 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 31.1 4.7 30.5 24.0 0.5 31.0 27.6 4.4 31.2 14.5 LOS C C A C C A C C A C B Approach Delay 12.8 18.9 24.7 14.7 E-47 Logan Six 2024 Future with Development Conditions 3: Logan Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B B C B Queue Length 50th (ft) 4 5 0 22 1 0 9 291 5 4 124 Queue Length 95th (ft) 21 25 13 65 7 0 36 #755 40 21 289 Internal Link Dist (ft) 1093 1192 1241 1229 Turn Bay Length (ft) 250 295 140 230 135 Base Capacity (vph) 613 969 852 613 969 861 613 1037 901 613 1840 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.08 0.11 0.00 0.05 0.05 0.88 0.15 0.02 0.56 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 59.9 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 19.5 Intersection LOS: B Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Logan Avenue N & N 6th Street E-48 Logan Six 2024 Future with Development Conditions 4: Logan Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 10 18 109 5 54 7 819 137 22 935 2 Future Volume (vph) 18 10 18 109 5 54 7 819 137 22 935 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 105 0 0 0 0 0 0 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 0.97 0.98 0.96 0.99 0.99 0.99 1.00 Frt 0.850 0.862 0.979 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 2915 0 1770 1809 0 1770 1862 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1723 3539 1530 1731 2915 0 1748 1809 0 1750 1862 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 116 57 7 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1154 1202 1309 1978 Travel Time (s) 26.2 27.3 29.8 45.0 Confl. Peds. (#/hr) 9 11 11 9 30 30 30 30 Confl. Bikes (#/hr)1 12 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%) Lane Group Flow (vph) 19 11 19 115 62 0 7 1006 0 23 986 0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Detector Phase 5 2 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 11.0 25.0 10.0 30.0 10.0 28.0 Total Split (s) 26.0 36.0 36.0 26.0 36.0 25.0 35.0 25.0 35.0 Total Split (%) 21.3% 29.5% 29.5% 21.3% 29.5% 20.5% 28.7% 20.5% 28.7% Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min Min None Min None Min None Min Act Effct Green (s) 5.4 5.2 5.2 8.1 14.4 5.2 30.9 5.5 33.0 Actuated g/C Ratio 0.09 0.08 0.08 0.13 0.23 0.08 0.50 0.09 0.53 v/c Ratio 0.12 0.04 0.08 0.50 0.09 0.05 1.12 0.15 1.00 Control Delay 32.8 31.8 0.7 35.5 9.2 32.4 90.1 33.0 49.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 31.8 0.7 35.5 9.2 32.4 90.1 33.0 49.6 LOS C C A D A C F C D Approach Delay 20.1 26.3 89.7 49.2 Approach LOS C C F D E-49 Logan Six 2024 Future with Development Conditions 4: Logan Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 7 2 0 39 0 2 ~427 8 ~401 Queue Length 95th (ft) 28 10 0 97 17 15 #873 32 #816 Internal Link Dist (ft) 1074 1122 1229 1898 Turn Bay Length (ft) 105 Base Capacity (vph) 584 1754 816 584 1473 584 899 584 983 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.01 0.02 0.20 0.04 0.01 1.12 0.04 1.00 Intersection Summary Area Type: Other Cycle Length: 122 Actuated Cycle Length: 62.4 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 65.1 Intersection LOS: E Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Logan Avenue N & N 8th Street E-50 Logan Six 2024 Future with Development Conditions 5: Burnett Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 837 26 0 0 0 0 27 26 20 6 0 Future Vol, veh/h 29 837 26 0 0 0 0 27 26 20 6 0 Conflicting Peds, #/hr 5 0 2 2 0 5 21 0 0 0 0 21 Sign Control Free Free Free Stop Stop Stop Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 32 910 28 0 0 0 0 29 28 22 7 0 Major/Minor Major1 Minor1 Minor2 Conflicting Flow All 5 0 0 - 995 471 539 1009 - Stage 1 - - - - 990 - 5 5 - Stage 2 - - - - 5 - 534 1004 - Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 - Critical Hdwy Stg 1 - - - - 5.54 - - - - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 - Pot Cap-1 Maneuver 1615 - - 0 243 539 426 239 0 Stage 1 - - - 0 323 - - - 0 Stage 2 - - - 0 - - 498 318 0 Platoon blocked, % - - Mov Cap-1 Maneuver 1607 - - - 231 538 351 227 - Mov Cap-2 Maneuver - - - - 231 - 351 227 - Stage 1 - - - - 309 - - - - Stage 2 - - - - - - 409 304 - Approach EB NB SB HCM Control Delay, s 0.3 18.7 17.7 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBRSBLn1 Capacity (veh/h) 321 1607 - - 312 HCM Lane V/C Ratio 0.179 0.02 - - 0.091 HCM Control Delay (s) 18.7 7.3 0.1 - 17.7 HCM Lane LOS C A A - C HCM 95th %tile Q(veh) 0.6 0.1 - - 0.3 E-51 Logan Six 2024 Future with Development Conditions 6: Burnett Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 11 394 2 36 11 0 0 11 8 Future Vol, veh/h 0 0 0 11 394 2 36 11 0 0 11 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 0 - 0 - - - - - - Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 12 443 2 40 12 0 0 12 9 Major/Minor Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 252 469 - - 467 222 Stage 1 - - - 0 0 - - 467 - Stage 2 - - - 252 469 - - 0 - Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 5.54 - Critical Hdwy Stg 2 - - - 6.54 5.54 - - - - Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32 Pot Cap-1 Maneuver - - - 681 491 0 0 492 782 Stage 1 - - - - - 0 0 560 - Stage 2 - - - 730 559 0 0 - - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 661 491 - - 492 782 Mov Cap-2 Maneuver - - - 661 491 - - 492 - Stage 1 - - - - - - - 560 - Stage 2 - - - 706 559 - - - - Approach WB NB SB HCM Control Delay, s 11.4 11.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 WBL WBT WBRSBLn1 Capacity (veh/h) 611 - - - 583 HCM Lane V/C Ratio 0.086 - - - 0.037 HCM Control Delay (s) 11.4 - - - 11.4 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.3 - - - 0.1 E-52 Logan Six 2024 Future with Development Conditions 7: Park Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 827 32 0 0 0 0 250 37 167 405 0 Future Volume (vph) 51 827 32 0 0 0 0 250 37 167 405 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 Frt 0.994 0.981 Flt Protected 0.950 0.986 Satd. Flow (prot) 1770 3516 0 0 0 0 0 3466 0 0 3490 0 Flt Permitted 0.950 0.768 Satd. Flow (perm) 1768 3516 0 0 0 0 0 3466 0 0 2717 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 25 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1226 1509 471 662 Travel Time (s) 27.9 34.3 10.7 15.0 Confl. Peds. (#/hr) 1 2 2 1 5 2 2 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Shared Lane Traffic (%) Lane Group Flow (vph) 53 886 0 0 0 0 0 296 0 0 590 0 Turn Type Perm NA NA pm+pt NA Protected Phases 6 8 7 4 Permitted Phases 6 4 Detector Phase 6 6 8 7 4 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0 Minimum Split (s) 25.0 25.0 24.0 9.0 24.0 Total Split (s) 26.0 26.0 26.0 14.0 26.0 Total Split (%) 39.4% 39.4%39.4% 21.2% 39.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 0.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize?Yes Yes Recall Mode None None Min None None Act Effct Green (s) 18.1 18.1 16.4 16.4 Actuated g/C Ratio 0.39 0.39 0.35 0.35 v/c Ratio 0.08 0.65 0.24 0.62 Control Delay 10.3 14.7 10.5 16.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 10.3 14.7 10.5 16.0 LOS B B B B Approach Delay 14.5 10.5 16.0 Approach LOS B B B Queue Length 50th (ft) 9 99 27 71 Queue Length 95th (ft) 27 164 49 113 Internal Link Dist (ft) 1146 1429 391 582 Turn Bay Length (ft) E-53 Logan Six 2024 Future with Development Conditions 7: Park Avenue N & N 3rd Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 770 1535 1523 2011 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.07 0.58 0.19 0.29 Intersection Summary Area Type: Other Cycle Length: 66 Actuated Cycle Length: 46.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 14.3 Intersection LOS: B Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 7: Park Avenue N & N 3rd Street E-54 Logan Six 2024 Future with Development Conditions 8: Park Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 45 321 38 36 252 0 0 527 80 Future Volume (vph) 0 0 0 45 321 38 36 252 0 0 527 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.91 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 1.00 1.00 Frt 0.850 0.980 Flt Protected 0.994 0.994 Satd. Flow (prot) 0 0 0 0 5055 1583 0 3518 0 0 3459 0 Flt Permitted 0.994 0.833 Satd. Flow (perm) 0 0 0 0 5053 1563 0 2947 0 0 3459 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)83 22 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1194 1450 662 1307 Travel Time (s) 27.1 33.0 15.0 29.7 Confl. Peds. (#/hr) 1 3 3 1 7 2 2 7 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 398 41 0 313 0 0 660 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 2 3 8 4 Permitted Phases 2 2 8 Detector Phase 2 2 2 3 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 29.0 29.0 29.0 9.0 26.0 24.0 Total Split (s)30.0 30.0 30.0 19.0 26.0 30.0 Total Split (%) 38.0% 38.0% 38.0% 24.1% 32.9% 38.0% Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 Total Lost Time (s)5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize?Yes Yes Recall Mode Min Min Min None Min Min Act Effct Green (s)8.8 8.8 11.7 11.7 Actuated g/C Ratio 0.29 0.29 0.38 0.38 v/c Ratio 0.28 0.08 0.28 0.50 Control Delay 9.5 1.7 7.4 8.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 9.5 1.7 7.4 8.5 LOS A A A A Approach Delay 8.8 7.4 8.5 Approach LOS A A A Queue Length 50th (ft)16 0 15 34 Queue Length 95th (ft)39 7 38 75 Internal Link Dist (ft) 1114 1370 582 1227 E-55 Logan Six 2024 Future with Development Conditions 8: Park Avenue N & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) Base Capacity (vph)4187 1309 2947 2870 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.03 0.11 0.23 Intersection Summary Area Type: Other Cycle Length: 79 Actuated Cycle Length: 30.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 8.4 Intersection LOS: A Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Park Avenue N & N 4th Street E-56 Logan Six 2024 Future with Development Conditions 9: Park Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 53 77 8 7 0 4 280 2 4 481 36 Future Volume (vph) 140 53 77 8 7 0 4 280 2 4 481 36 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 100 0 170 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 1.00 Frt 0.911 0.999 0.989 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1752 3193 0 1752 1845 0 1752 3501 0 1752 3466 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1752 3193 0 1752 1845 0 1752 3501 0 1749 3466 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 1272 822 1307 1301 Travel Time (s) 28.9 18.7 29.7 29.6 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) 151 140 0 9 8 0 4 303 0 4 556 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases Detector Phase 1 6 5 2 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 4.0 5.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 27.0 10.0 27.0 9.5 26.0 9.5 26.0 Total Split (s) 25.0 65.0 25.0 35.0 25.0 45.0 25.0 65.0 Total Split (%) 13.9% 36.1% 13.9% 19.4% 13.9% 25.0% 13.9% 36.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 11.2 19.9 5.3 5.0 5.9 17.0 4.9 16.9 Actuated g/C Ratio 0.22 0.40 0.11 0.10 0.12 0.34 0.10 0.34 v/c Ratio 0.39 0.11 0.05 0.04 0.02 0.26 0.02 0.48 Control Delay 21.9 13.8 26.2 26.3 25.5 13.6 26.5 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.9 13.8 26.2 26.3 25.5 13.6 26.5 15.7 LOS C B C C C B C B Approach Delay 18.0 26.3 13.8 15.8 E-57 Logan Six 2024 Future with Development Conditions 9: Park Avenue N & N 6th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C B B Queue Length 50th (ft) 35 11 2 2 1 30 1 59 Queue Length 95th (ft) 107 48 17 16 10 77 10 145 Internal Link Dist (ft) 1192 742 1227 1221 Turn Bay Length (ft) 100 100 170 Base Capacity (vph) 725 3093 725 1787 725 3392 725 3358 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.05 0.01 0.00 0.01 0.09 0.01 0.17 Intersection Summary Area Type: Other Cycle Length: 180 Actuated Cycle Length: 50.3 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 9: Park Avenue N & N 6th Street E-58 Logan Six 2024 Future with Development Conditions 10: Park Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 66 38 81 94 76 21 336 57 74 402 33 Future Volume (vph) 65 66 38 81 94 76 21 336 57 74 402 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 95 0 125 0 125 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.99 0.99 0.99 0.97 1.00 1.00 Frt 0.945 0.933 0.978 0.989 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3313 0 1770 3274 0 1770 3455 0 1770 3484 0 Flt Permitted 0.638 0.674 0.950 0.950 Satd. Flow (perm) 1183 3313 0 1241 3274 0 1724 3455 0 1770 3484 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 40 81 11 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1202 1521 1301 849 Travel Time (s) 27.3 34.6 29.6 19.3 Confl. Peds. (#/hr) 2 4 4 2 14 14 Confl. Bikes (#/hr)2 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 Shared Lane Traffic (%) Lane Group Flow (vph) 69 110 0 86 181 0 22 418 0 79 463 0 Turn Type pm+pt NA pm+pt NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 Detector Phase 5 2 1 6 3 8 7 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 55.0 35.0 55.0 65.0 85.0 35.0 55.0 Total Split (%) 16.7% 26.2% 16.7% 26.2% 31.0% 40.5% 16.7% 26.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None Min None Min Act Effct Green (s) 14.2 8.2 14.7 8.4 7.1 14.1 9.2 22.0 Actuated g/C Ratio 0.28 0.16 0.28 0.16 0.14 0.27 0.18 0.43 v/c Ratio 0.16 0.20 0.19 0.30 0.09 0.44 0.25 0.31 Control Delay 14.3 17.5 14.5 15.7 26.2 19.4 25.1 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.3 17.5 14.5 15.7 26.2 19.4 25.1 12.1 LOS B B B B C B C B Approach Delay 16.2 15.3 19.8 14.0 Approach LOS B B B B E-59 Logan Six 2024 Future with Development Conditions 10: Park Avenue N & N 8th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]Lanes, Volumes, Timings Intersection LOS Analysis.syn Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 14 11 18 15 7 61 23 44 Queue Length 95th (ft) 43 34 51 46 28 113 65 116 Internal Link Dist (ft) 1122 1441 1221 769 Turn Bay Length (ft) 155 95 125 125 Base Capacity (vph) 1102 2985 1102 2954 1729 3455 1102 3136 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.04 0.08 0.06 0.01 0.12 0.07 0.15 Intersection Summary Area Type: Other Cycle Length: 210 Actuated Cycle Length: 51.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.44 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 10: Park Avenue N & N 8th Street E-60 Logan Six 2024 Future with Development Conditions 11: N 3rd Street & South Site Access PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 918 0 0 10 0 Future Vol, veh/h 16 918 0 0 10 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 17 998 0 0 11 0 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 533 - Stage 1 - - 0 - Stage 2 - - 533 - Critical Hdwy 4.14 - 6.84 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 5.84 - Follow-up Hdwy 2.22 - 3.52 - Pot Cap-1 Maneuver - - 477 0 Stage 1 - - - 0 Stage 2 - - 553 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 477 - Mov Cap-2 Maneuver - - 477 - Stage 1 - - - - Stage 2 - - 553 - Approach EB SB HCM Control Delay, s 12.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - 477 HCM Lane V/C Ratio - - 0.023 HCM Control Delay (s) - - 12.7 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.1 E-61 Logan Six 2024 Future with Development Conditions 12: North Site Access & N 4th Street PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 7 431 5 0 Future Vol, veh/h 0 0 7 431 5 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - 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 0 8 468 5 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 203 - Stage 1 - - 0 - Stage 2 - - 203 - Critical Hdwy 5.34 - 5.74 - Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2 - - 6.04 - Follow-up Hdwy 3.12 - 3.82 - Pot Cap-1 Maneuver - - 758 0 Stage 1 - - - 0 Stage 2 - - 745 0 Platoon blocked, % - Mov Cap-1 Maneuver - - 758 - Mov Cap-2 Maneuver - - 758 - Stage 1 - - - - Stage 2 - - 745 - Approach WB NB HCM Control Delay, s 9.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 WBL WBT Capacity (veh/h) 758 - - HCM Lane V/C Ratio 0.007 - - HCM Control Delay (s) 9.8 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) 0 - - E-62 Logan Six 2024 Future with Development Conditions 13: Burnett Avenue N & Commercial Parking Lot PM Peak-Hour Kimley-Horn and Associates, Inc [SPF 090222307]HCM 6th TWSC Intersection LOS Analysis.syn Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 13 13 13 48 19 13 Future Vol, veh/h 13 13 13 48 19 13 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 - - - - - 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 14 14 14 52 21 14 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 108 28 35 0 - 0 Stage 1 28 - - - - - Stage 2 80 - - - - - 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 889 1047 1576 - - - Stage 1 995 - - - - - Stage 2 943 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 881 1047 1576 - - - Mov Cap-2 Maneuver 881 - - - - - Stage 1 986 - - - - - Stage 2 943 - - - - - Approach EB NB SB HCM Control Delay, s 8.9 1.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1576 - 957 - - HCM Lane V/C Ratio 0.009 - 0.03 - - HCM Control Delay (s) 7.3 0 8.9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - E-63 F Collision Data Collision Data 2017-2021 PRIMARY TRAFFICWAY INTERSECTING TRAFFICWAY/ REFERENCE POINT NAME DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REPORT NUMBER DATE TIME MOST SEVERE INJURY TYPE # I N J # F A T # V E H # P E D S # BI K E S FIRST COLLISION TYPE / OBJECT STRUCK LOGAN AVE N N 3RD ST 0 EB98668 2021-12-07 15:00 No Apparent Injury 0 0 2 0 0 Entering at angle LOGAN AVE N N 3RD ST 0 E644654 2017-01-23 10:05 No Apparent Injury 0 0 2 0 0 Entering at angle LOGAN AVE N N 3RD ST 0 EB21433 2021-04-12 22:27 Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight LOGAN AVE N N 3RD ST 0 EC05568 2021-12-08 16:30 Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight LOGAN AVE N N 3RD ST 0 E923530 2019-05-16 12:46 Possible Injury 3 0 2 0 0 From opposite direction - one left turn - one straight LOGAN AVE N N 3RD ST 0 E952575 2019-08-15 13:11 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight LOGAN AVE N N 3RD ST 0 E868420 2018-11-30 14:30 Suspected Minor Injury 2 0 2 0 0 From opposite direction - one left turn - one straight LOGAN AVE N N 3RD ST 53 F NE E669136 2017-05-08 16:13 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end LOGAN AVE N N 3RD ST 0 E835269 2018-09-02 14:16 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 3RD ST 330 F N E927701 2019-05-30 17:59 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 3RD ST 206 F N E796205 2018-05-08 14:15 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 4TH ST 0 EB79913 2021-10-18 10:27 No Apparent Injury 0 0 2 0 0 Entering at angle LOGAN AVE N N 4TH ST 0 EA00999 2020-01-06 17:40 No Apparent Injury 0 0 2 0 0 Entering at angle LOGAN AVE N N 4TH ST 0 EA53356 2020-07-25 13:53 No Apparent Injury 0 0 2 0 0 Entering at angle LOGAN AVE N N 4TH ST 0 E852733 2018-10-24 9:01 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end LOGAN AVE N N 4TH ST 0 E648825 2017-02-28 13:22 Possible Injury 1 0 3 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 4TH ST 0 EA86200 2020-11-19 13:20 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end N 4TH ST LOGAN AVE N 0 EB47841 2021-07-06 19:54 Possible Injury 1 0 2 0 0 Entering at angle N 4TH ST LOGAN AVE N 0 E813582 2018-07-01 11:20 Suspected Minor Injury 4 0 2 0 0 Entering at angle N 4TH ST LOGAN AVE N 0 E863697 2018-11-22 20:32 Possible Injury 1 0 2 0 0 Entering at angle LOGAN AVE N N 6TH ST 0 EB11503 2021-03-02 17:27 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe LOGAN AVE N N 6TH ST 100 F S E949871 2019-08-06 18:50 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe N 6TH ST LOGAN AVE N 0 EA38879 2020-06-08 23:45 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 8TH ST 0 E902334 2019-03-14 19:34 Possible Injury 5 0 2 0 0 Entering at angle LOGAN AVE N N 8TH ST 0 E719182 2017-10-03 10:05 Possible Injury 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 8TH ST 100 F S E800751 2018-05-18 7:57 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end LOGAN AVE N N 8TH ST 60 F N E838351 2018-09-15 13:06 Possible Injury 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end N 8TH ST LOGAN AVE N 0 E710595 2017-09-05 12:50 No Apparent Injury 0 0 2 0 0 Entering at angle N 8TH ST LOGAN AVE N 0 E715249 2017-09-20 11:52 No Apparent Injury 0 0 2 0 0 Entering at angle N 3RD ST BURNETT AVE N 0 E751104 2017-12-22 12:58 Possible Injury 1 0 2 0 0 Entering at angle N 3RD ST BURNETT AVE N 0 E759826 2018-01-16 12:14 No Apparent Injury 0 0 2 0 0 Entering at angle N 3RD ST BURNETT AVE N 0 E755840 2018-01-06 11:18 Suspected Minor Injury 1 0 2 0 0 Entering at angle N 3RD ST BURNETT AVE N 116 F W E678140 2017-05-31 20:52 Possible Injury 1 0 1 0 0 Fence N 3RD ST BURNETT AVE N 0 E946512 2019-07-23 18:48 Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - rear-end N 3RD ST BURNETT AVE N 0 EB66452 2021-09-10 19:48 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe N 4TH ST BURNETT AVE N 0 E662802 2017-03-29 13:25 No Apparent Injury 0 0 2 0 0 Entering at angle N 4TH ST BURNETT AVE N 0 E647088 2017-02-28 18:53 Suspected Minor Injury 2 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 EB46195 2021-06-18 23:06 Possible Injury 1 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 EA34497 2020-05-11 15:45 Suspected Minor Injury 2 0 3 0 0 Entering at angle PARK AVE N N 3RD ST 0 EA55822 2020-08-06 17:14 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 EA91163 2020-12-20 18:40 Possible Injury 1 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 E981599 2019-11-11 14:30 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 E936620 2019-07-03 23:25 Possible Injury 2 0 2 0 0 Entering at angle F-1 Collision Data 2017-2021 PRIMARY TRAFFICWAY INTERSECTING TRAFFICWAY/ REFERENCE POINT NAME DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REPORT NUMBER DATE TIME MOST SEVERE INJURY TYPE # I N J # F A T # V E H # P E D S # BI K E S FIRST COLLISION TYPE / OBJECT STRUCK PARK AVE N N 3RD ST 0 E952757 2019-08-21 12:35 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 E854925 2018-10-30 22:51 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 3RD ST 0 EB72417 2021-09-23 15:45 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight PARK AVE N N 3RD ST 0 EB65282 2021-09-02 16:11 Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight PARK AVE N N 3RD ST 0 E660603 2017-04-05 23:11 Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight PARK AVE N N 3RD ST 0 EA51006 2020-07-26 17:50 Suspected Minor Injury 1 0 2 0 0 From opposite direction - one left turn - one straight PARK AVE N N 3RD ST 0 E975463 2019-10-26 9:51 Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight PARK AVE N N 3RD ST 0 E874184 2018-12-18 17:04 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight N 3RD ST PARK AVE N 0 E687651 2017-07-03 20:45 Possible Injury 1 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E740286 2017-11-20 12:05 Possible Injury 1 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E648172 2017-03-04 17:33 No Apparent Injury 0 0 3 0 0 Entering at angle N 3RD ST PARK AVE N 0 E703703 2017-08-11 12:20 Possible Injury 1 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E662799 2017-04-05 14:40 Possible Injury 1 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 EA73941 2020-10-17 9:50 No Apparent Injury 0 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E938350 2019-07-08 18:44 Possible Injury 2 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E824289 2018-08-01 14:58 No Apparent Injury 0 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E779937 2018-03-17 11:05 No Apparent Injury 0 0 2 0 0 Entering at angle N 3RD ST PARK AVE N 0 E690833 2017-07-08 14:56 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight N 3RD ST PARK AVE N 48 F W E678615 2017-06-06 08:52 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end N 3RD ST PARK AVE N 0 EB31299 2021-04-18 13:27 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 3RD ST PARK AVE N 0 E743117 2017-11-27 13:33 Suspected Serious Injury 1 0 2 0 0 From same direction - one left turn - one straight N 3RD ST PARK AVE N 0 E784353 2018-03-27 18:06 No Apparent Injury 0 0 2 0 0 From same direction - one right turn - one straight PARK AVE N N 4TH ST 0 EB66162 2021-09-09 18:57 Suspected Minor Injury 4 0 3 0 0 Entering at angle PARK AVE N N 4TH ST 0 EB95653 2021-11-24 10:35 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 EB63736 2021-08-31 16:10 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 EB38217 2021-06-11 07:08 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 EB14181 2021-03-10 10:28 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E744142 2017-11-25 04:40 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E703179 2017-08-19 21:31 Possible Injury 1 0 3 0 0 Entering at angle PARK AVE N N 4TH ST 0 EA22778 2020-03-03 5:07 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 EA25076 2020-03-16 16:35 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E898375 2019-03-01 19:00 Possible Injury 2 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E951930 2019-08-19 19:50 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E787560 2018-04-08 19:03 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E838364 2018-09-12 16:58 Suspected Minor Injury 1 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 0 E796203 2018-05-01 9:51 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 4TH ST 90 F S E828343 2018-08-14 6:50 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end PARK AVE N N 4TH ST 0 E906619 2019-03-30 18:50 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight PARK AVE N N 4TH ST 0 EA08895 2020-01-21 7:20 Suspected Minor Injury 1 0 1 1 0 Vehicle turning right hits pedestrian N 4TH ST PARK AVE N 0 EB46025 2021-07-06 13:25 Possible Injury 2 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 EB48963 2021-07-12 10:32 Possible Injury 1 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 EB70286 2021-09-21 06:50 No Apparent Injury 0 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 EB35787 2021-06-01 10:15 No Apparent Injury 0 0 2 0 0 Entering at angle F-2 Collision Data 2017-2021 PRIMARY TRAFFICWAY INTERSECTING TRAFFICWAY/ REFERENCE POINT NAME DIST FROM REF POINT MI or FT COMP DIR FROM REF POINT REPORT NUMBER DATE TIME MOST SEVERE INJURY TYPE # I N J # F A T # V E H # P E D S # BI K E S FIRST COLLISION TYPE / OBJECT STRUCK N 4TH ST PARK AVE N 0 E685837 2017-06-24 09:11 Suspected Minor Injury 2 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 E936917 2019-07-04 22:15 Possible Injury 5 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 E945816 2019-07-30 9:45 No Apparent Injury 0 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 E797774 2018-05-11 0:40 No Apparent Injury 0 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 E840525 2018-09-08 16:08 Possible Injury 1 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 0 E795850 2018-05-07 13:12 No Apparent Injury 0 0 2 0 0 Entering at angle N 4TH ST PARK AVE N 44 F E E944560 2019-07-26 19:55 Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - sideswipe N 4TH ST PARK AVE N 0 E632035 2017-01-14 14:35 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 E677712 2017-06-04 12:15 Suspected Minor Injury 2 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 E645437 2017-02-22 05:55 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 EA12703 2020-01-24 12:40 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 EA38467 2020-06-08 7:18 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 EA79549 2020-11-05 11:05 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 E884949 2019-01-21 12:00 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 E782345 2018-03-17 22:40 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight N 4TH ST PARK AVE N 0 E871986 2018-12-06 12:51 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight PARK AVE N N 6TH ST 0 EA54637 2020-08-07 14:45 No Apparent Injury 0 0 2 0 0 Entering at angle PARK AVE N N 6TH ST 0 E772466 2018-02-22 11:00 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end N 6TH ST PARK AVE N 0 E913875 2019-04-22 8:41 Suspected Serious Injury 1 0 1 1 0 Vehicle turning right hits pedestrian PARK AVE N N 8TH ST 0 E788158 2018-04-09 17:00 No Apparent Injury 0 0 2 0 0 From opposite direction - all others PARK AVE N N 8TH ST 0 EA70830 2020-10-10 9:46 No Apparent Injury 0 0 1 0 0 Signal Pole PARK AVE N N 8TH ST 0 E847889 2018-10-09 5:42 Suspected Minor Injury 1 0 1 1 0 Vehicle turning right hits pedestrian N 8TH ST PARK AVE N 0 EB37848 2021-06-03 15:05 Possible Injury 2 0 2 0 0 Entering at angle N 8TH ST PARK AVE N 0 EA61439 2020-09-06 16:10 Possible Injury 4 0 2 0 0 Entering at angle N 8TH ST PARK AVE N 0 E912510 2019-04-19 18:29 No Apparent Injury 0 0 2 0 0 Entering at angle N 8TH ST PARK AVE N 0 EC00069 2021-12-10 14:53 Possible Injury 3 0 2 0 0 From opposite direction - one left turn - one straight N 8TH ST PARK AVE N 0 E757679 2018-01-04 16:20 Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight N 8TH ST PARK AVE N 0 EA68180 2020-09-27 14:45 Suspected Minor Injury 1 0 1 0 0 Signal Pole N 8TH ST PARK AVE N 0 E926126 2019-05-30 17:08 Possible Injury 1 0 1 1 0 Vehicle turning left hits pedestrian F-3 F-4 G Travel Routes G-1 G-2 G-3 G-4 H Site Plan H-1