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KH #090222120 Kimley-Horn and Associates, Inc. 2828 Colby Avenue Suite 200 Everett, WA 98201 425.708.8275 Goddard Renton Traffic Impact Analysis Jurisdiction: City of Renton February 2023 2/6/23 Exhibit 6 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 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 .........................................................5 5.1 Turning Movement Calculations ...................................................................................8 5.2 Level of Service Calculations ........................................................................................8 6.COLLISION DATA .......................................................................................................... 12 7.PARKING ANALYSIS ..................................................................................................... 13 7.1 Pick-Up and Drop-Off Demand ................................................................................... 14 8.TRANSPORTATION IMPACT FEES .............................................................................. 14 9.CONCLUSIONS ............................................................................................................... 15 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: 2023 Existing Turning Movements...............................................................................9 Figure 5: 2024 Baseline Turning Movements ............................................................................ 10 Figure 6: 2024 Future with Development Turning Movements .................................................. 11 LIST OF TABLES Table 1: Level of Service Criteria ................................................................................................3 Table 2: Trip Generation Summary .............................................................................................4 Table 3: Full Trip Generation Summary ......................................................................................4 Table 4: Level of Service Summary – AM Peak-Hour .................................................................8 Table 5: Level of Service Summary – PM Peak-Hour ............................................................... 12 Table 6: 5-Year Collision Data Summary .................................................................................. 12 Table 7: 5-Year Collision Rate Calculation ............................................................................... 13 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 House Bill 1331 ......................................................................................................................... G Site Plan ................................................................................................................................. H DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 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 a traffic impact analysis for Goddard Renton development. This report is intended to provide the City of Renton with the necessary traffic generation, trip distribution, intersection analysis, parking analysis and mitigation fee determination to facilitate their review of the development. The Goddard Renton development is located on the east side of Union Avenue NE, north of NE 4th Street. A site vicinity map is included in Figure 1. The development is proposing to convert a 12,140 Square Feet of 24-Hour Fitness into 12,140 SF of day care use. As no new structures will be constructed, renovations are expected to be complete sometime before the end of 2023. Therefore, a horizon year of 2024 was used to account for a year worth of background growth. The development is not proposing any new accesses and will utilize the existing accesses to the shopping center the building is part of. Per the building agreement, the development will have 26 dedicated parking spaces for staff and volunteers and an additional 4-5 spaces that will be used for drop-off and pick-up use. 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 and intersections scoped with the City of Renton. 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. DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 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. DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 4 3.TRIP GENERATION Trip generation calculations for the Goddard Renton 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 ITE Land Use Code (LUC) 565, Day-Care Center, and ITE LUC 492, Health/Fitness Club, have been utilized in the trip generation calculations. The pass-by rate for day-care is 44% per ITE and the pass-by rate for health/fitness is 6% per the City of Renton 2016 Rate Study. The trip generation of the Goddard Renton development is summarized in Table 2. Table 2: Trip Generation Summary Land Use Average Daily Trips AM Peak-Hour PM Peak-Hour Inbound Outbound Total Inbound Outbound Total ITE LUC 565, Day-Care Center, 12,140 SF 578 71 63 134 64 71 135 ITE LUC 492, Health/Fitness Club, 12,140 SF (REMOVED) -419 -9 -7 -16 -24 -18 -42 Pass-By -229 -30 -28 -58 -26 -30 -56 Total -70 32 28 60 14 23 37 The Goddard Renton development is anticipated to generate approximately -70 new average daily trips, 60 new AM peak-hour trips, and 37 new PM peak-hour trips. The trip generation calculations are included in the attachments. As the health/fitness club is not currently operational; the figures and level of service analysis uses the full trip generation included in Table 3 as the health/fitness club trips are not currently included in the count volumes. Table 3: Full Trip Generation Summary Land Use Average Daily Trips AM Peak-Hour PM Peak-Hour Inbound Outbound Total Inbound Outbound Total ITE LUC 565, Day-Care Center, 12,140 SF 578 71 63 134 64 71 135 Pass-By 254 -31 -28 -59 -28 -31 -59 Total 324 40 35 75 36 40 76 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 5 4.TRIP DISTRIBUTION The distribution of trips is based on counts performed in the site vicinity and local draw areas. It is anticipated that 85% of the trips generated by the development will travel along NE 4th Street, forty-five percent to and from the west and forty percent to and from the east. Approximately 5% of the trips generated by the development will travel to and from the north along Union Avenue NE. The remaining 10% of the trips generated by the development are anticipated to travel to and from the south along Union Avenue NE. A detailed trip distribution including trip assignments through the intersections for the AM and PM peak-hours are shown in Figure 2 and Figure 3 respectively. Due to the location of the front door and turning restrictions, trips generated by the development are anticipated to primarily utilize the north access driveway (intersection 1) and the west access driveway (intersection 2). Due to the turning restrictions and distance from the front doors, only inbound trips are anticipated to utilize the south access driveway (intersection 4). Due to potential backup on the east leg at the intersection of Union Avenue NE at NE 4th Street, trips traveling to the site from the east on NE 4th Street are anticipated to utilize the south access driveway to enter the site. Additionally, due to restrictions at this intersection, outbound trips traveling east along NE 4th Street are anticipated to utilize the north or west access driveway to travel south on Union Avenue NE and then take a left from Union Avenue NE onto NE 4th Street. Trips traveling to and from the south along Union Avenue NE and to and from the west along NE 4th Street are anticipated to utilize the north and west access driveways with approximately 1/3 using the north access driveway and 2/3 using the west access driveway. All of the trips traveling to and from the north along Union Avenue NE are anticipated to utilize the north access driveway. 5.INTERSECTION LEVEL OF SERVICE ANALYSIS Per instructions from the City staff, the following intersections have been analyzed: 1.Union Avenue NE at Access Driveway (North) – Minor-Leg Stop-Controlled 2.Union Avenue NE at Access Driveway (West) – Minor-Leg Stop-Controlled 3.Union Avenue NE at NE 4th Street – Signalized 4.Southwest Access at NE 4th Street – Minor-Leg Stop-Controlled DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 8 5.1 Turning Movement Calculations The existing PM peak-hour turning movements at the study intersection were collected by the independent count firm IDAX in January 2023. The 2023 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 2% annually compounding growth rate to the 2023 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. 5.2 Level of Service Calculations The 2023 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 2023 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 4 and Table 5 for the AM and PM peak-hour respectively. Table 4: Level of Service Summary – AM Peak-Hour Intersection Approach 2023 Existing Conditions 2024 Baseline Conditions 2024 Future w Development Conditions LOS Delay LOS Delay LOS Delay 1.Union Ave NE at Access Dwy (N)TWSC A 9.0 sec A 9.0 sec B 11.9 sec 2.Union Ave NE at Access Dwy (W)TWSC B 10.5 sec B 10.7 sec B 14.0 sec 3.Union Ave NE at NE 4th St Intersection B 17.9 sec B 18.0 sec B 19.4 sec 4.Access Dwy (S) at NE 4th St TWSC B 12.0 sec B 12.2 sec B 12.3 sec DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 12 Table 5: Level of Service Summary – PM Peak-Hour Intersection Approach 2023 Existing Conditions 2024 Baseline Conditions 2024 Future w Development Conditions LOS Delay LOS Delay LOS Delay 1.Union Ave NE at Access Dwy (N)TWSC B 10.6 sec B 10.6 sec B 13.1 sec 2.Union Ave NE at Access Dwy (W)TWSC C 15.6 sec C 16.1 sec D 28.6 sec 3.Union Ave NE at NE 4th St Intersection C 27.7 sec C 28.1 sec C 29.5 sec 4.Access Dwy (S) at NE 4th St TWSC B 13.3 sec B 13.4 sec B 13.5 sec The analysis shows that the study intersections currently operate at LOS C or better during 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 without and with the development during both the AM and PM peak-hours. The level of service calculations are included in the attachments. 6.COLLISION DATA Collision data provided by the WSDOT for January 1, 2017, through December 2021 is summarized in Table 6. Table 6: 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 Union Ave NE at Access Dwy (N)0 0 0 0 0 0 1 1 0.2 Union Ave NE at Access Dwy (W)0 4 0 0 0 0 0 4 0.8 Union Ave NE at NE 4th St 4 4 2 3 3 2 1 19 3.8 Access Dwy (S) at NE 4th St 1 0 1 1 0 0 0 3 0.6 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 7. DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 13 Table 7: 5-Year Collision Rate Calculation Intersection PM Peak-Hour Intersection Vol. K-Factor Total Collisions Collision Rate3 Union Ave NE at Access Dwy (N)742 10 1 0.07 Union Ave NE at Access Dwy (W)822 10 4 0.27 Union Ave NE at NE 4th St 2,790 10 19 0.37 Access Dwy (S) at NE 4th St 2,198 10 3 0.07 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. None of the intersections meet the above thresholds; therefore, no further analysis for intersection safety should be required. 7.PARKING ANALYSIS As a part of the building agreement, the Goddard Renton development is allotted 31 parking spaces. Of the 31 parking spaces, 26 will be intended for staff and visitor use and 4 or five for pick-up and drop-off use. There will be 24 full time employees and 2 part time employees and the maximum capacity for the development will be 170 students. Per Renton code, for daycare centers, a minimum and maximum of 1 space per employee and 2 drop-off/pick-up spaces within 100 feet of the main entrance for every 25 students; this equates to 26 parking spaces and 7 pick-up and drop-off spaces. It is important to note that there is a large parking lot surrounding the building the development is located within. Additionally, there are 51 parking spaces on the west side of the building. There are approximately 23 parking spaces located within 100 feet of the front doors and approximately 51 parking spaces located on the west side of the building located within an easy walking distance (< 250 feet) from the front doors. 3 The collision rate is based on Million Entering Vehicles. DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 14 7.1 Pick-Up and Drop-Off Demand The pick-up and drop-off demand for the Goddard Renton development is based on methodology used in calculating pick-up and drop-off queuing at schools. Based on the trip generation, the greatest number of pick-ups or drop-offs is expected to occur during the PM peak-hour with 64 (36+28) trips based on the assumption that only parents picking up their students would be traveling to the site during the PM peak-hour. Based on 64 vehicles (parent traffic to/from the site) arriving in a 1-hour period and having a service rate of 3 minutes (180 seconds) to pick-up a student, there is a 95% probability that 11 vehicles will be trying to pick-up their students simultaneously. As there will only be 5 designated drop-off/pick-up spaces, the additional 6 spaces needed are anticipated to occur in the surrounding parking lot. 8.TRANSPORTATION IMPACT FEES The transportation impact fees for the Goddard Renton are based on the current impact fees and could increase when the fees are actually paid. The current traffic impact fees for 2023-2024 are $54.94 per SF for the daycare uses and $40.49 per SF for health/fitness club uses. The Goddard Renton is proposing to replace a 12,140 SF health/fitness club with 12,140 SF of daycare use which would result in a mitigation fee of $175,423.00. However, per House Bill 1331 the City, “May provide an exemption from impact fees for low- income housing or for early learning facilities. Local governments that grant exemptions for low- income housing or for early learning facilities under this subsection (4) may either: Grant a partial exemption of not more than eighty percent of impact fees, in which case there is no explicit requirement to pay the exempted portion of the fee from public funds other than impact fee accounts……”. With the passage of this bill in 2021 by the State Legislature, the Goddard Renton development may be required to pay only 20% of the transportation impact fees. The full House Bill are included in the attachments. DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Traffic Impact Analysis Goddard Renton KH #090222120 kimley-horn.com 2828 Colby Avenue Ste. 200, Everett, WA 98201 (425) 708 8275 Page | 15 9.CONCLUSIONS The Goddard Renton is proposing to convert a 12,140 SF health/fitness club into 12,140 SF of daycare facility. The development is anticipated to generate -70 new average daily trips with 60 new AM peak-hour trips and 37 new PM peak-hour trips. All of the study intersections currently operate at LOS C or better and will operate at LOS D or better during both the AM and PM peak- hours during the 2024 baseline and 2024 future with development conditions. The current transportation impact fees total $175,423.00. However, with the passage of House Bill 1331, mitigation fees of up to 80% can be exempted by the City. The Goddard School would bring much needed high quality Day Care and Pre-School Programs to the City of Renton, positively impacting families in the immediate neighborhoods. With both HR 1331 and the positive impact Goddard School will have on the community for a much needed service, we would like to request an exemption in the amount of $140,338.40 as allowed by HR 1331, resulting in an impact fee of $35,084.60. This exemption will create a much needed impetus in bringing the Goddard School to City of Renton. DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 A Trip Generation Calculations DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 With Health/Fitness Credit Goddard Renton KH #090222120 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 Day Care Center 12.140 KSF 565 47.62 50%50% 578 0%0 578 44%254 0%0 324 127 127 0 0 162 162 Health/Fitness Club -12.140 KSF 492 34.50 50%50% -419 0%0 -419 6%-25 0%0 -394 -13 -12 0 0 -197 -197 Totals 159 0 159 229 0 -70 114 115 0 0 -35 -35 Note: ITE's pass-by rate of 44% was used for the Day Care Center use and the pass-by rate of 6% was used for health/fitness club based on City of Renton's 2016 Rate Fee Study. Note: ITE does not have Average Daily Trip information for LUC 492, Health/Fitness Club. Therefore, an industry standard ratio of 1:10 PM Peak-hour to Average Daily Trips was applied to the PM peak hour generation rate of 3.45 to get an ADT rate of 34.50 trips per 1,000 SF.A - 1DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 With Health/Fitness Credit Goddard Renton KH #090222120 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 Day Care Center 12.140 KSF 565 11.00 53%47% 134 0% 0 134 44% 59 0% 0 75 31 28 0 0 40 35 Health/Fitness Club -12.140 KSF 492 1.31 51%49% -16 0% 0 -16 6% -1 0% 0 -15 -1 0 0 0 -8 -7 Totals 118 0 118 58 0 60 30 28 0 0 32 28 Note: ITE's pass-by rate of 44% was used for the Day Care Center use and the pass-by rate of 6% was used for health/fitness club based on City of Renton's 2016 Rate Fee Study.A - 2DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 With Health/Fitness Credit Goddard Renton KH #090222120 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday Street 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 Day Care Center 12.140 KSF 565 11.12 47%53% 135 0% 0 135 44% 59 0% 0 76 28 31 0 0 36 40 Health/Fitness Club -12.140 KSF 492 3.45 57%43% -42 0% 0 -42 6% -3 0% 0 -39 -2 -1 0 0 -22 -17 Totals 93 0 93 56 0 37 26 30 0 0 14 23 Note: ITE's pass-by rate of 44% was used for the Day Care Center use and the pass-by rate of 6% was used for health/fitness club based on City of Renton's 2016 Rate Fee Study.A - 3DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 No Health/Fitness Credit Goddard Renton KH #090222120 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 Day Care Center 12.140 KSF 565 47.62 50%50% 578 0%0 578 44%254 0%0 324 127 127 0 0 162 162 Totals 578 0 578 254 0 324 127 127 0 0 162 162 Note: ITE's pass-by rate of 44% was used for the Day Care Center use and the pass-by rate of 6% was used for health/fitness club based on City of Renton's 2016 Rate Fee Study.A-1A - 4DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 No Health/Fitness Credit Goddard Renton KH #090222120 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 Day Care Center 12.140 KSF 565 11.00 53%47% 134 0% 0 134 44% 59 0% 0 75 31 28 0 0 40 35 Totals 134 0 134 59 0 75 31 28 0 0 40 35 Note: ITE's pass-by rate of 44% was used for the Day Care Center use and the pass-by rate of 6% was used for health/fitness club based on City of Renton's 2016 Rate Fee Study.A-2A - 5DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 No Health/Fitness Credit Goddard Renton KH #090222120 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday Street 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 Day Care Center 12.140 KSF 565 11.12 47%53% 135 0% 0 135 44% 59 0% 0 76 28 31 0 0 36 40 Totals 135 0 135 59 0 76 28 31 0 0 36 40 Note: ITE's pass-by rate of 44% was used for the Day Care Center use and the pass-by rate of 6% was used for health/fitness club based on City of Renton's 2016 Rate Fee Study.A-3A - 6DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 B AM Counts and Turning Movement Calculations DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 0 1 2 4 0 2 11 81011502 4 1 Peak Hr 0 0 10 10 20 0 0 0 1 2 3 6 0Count Total 0 1 24 22 47 0 0 0 10001118:45 AM 0 0 3 4 7 0 0 0 0 0 0 0 8:30 AM 0 0 1 1 2 0 0 0 0 0 0 2 0 2 0 0 8:15 AM 0 0 1 3 4 0 0 0 0 0 0 2 0 0 0 0 8:00 AM 0 0 5 2 7 0 0 0 1 1 2 1 0 0 0 0 7:30 AM 0 1 5 3 9 0 0 0 0 0 0 0 0 1 1 5 0 EB WB NB SB Total East 7:45 AM 0 0 1 2 3 0 0 0 --5%HV%----- 1 0 7:15 AM 0 0 4 6 10 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 4 0 0 196 0 0 8 223000020 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --0%4%-5%--0% Peak Hour All 0 0 0 4 0 0 424 0 0 0 0 10 0 20 00000100 0 429 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 8 376 0 812 0 107 42947002580000000 4 67 0 121 414 8:45 AM 0 0 0 0 1 0 0 49 0 0 118 405 8:30 AM 0 0 0 0 0 0 0 55 0 0 1 61 0000100 1 37 0 83 386 8:15 AM 0 0 0 0 0 0 0 45 0 0 92 383 8:00 AM 0 0 0 0 0 0 0 40 0 0 0 51 0000100 0 34 0 112 0 7:45 AM 0 0 0 0 1 0 0 77 0 0 99 0 7:30 AM 0 0 0 0 0 0 0 60 0 0 0 39 0000000 0 29 0 80 0 7:15 AM 0 0 0 0 0 0 0 51 0 07:00 AM 0 0 0 0 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 Shopping Center North Access Union Ave Union Ave 15-min TotalUTLTTHRT SB 4.3%0.81 TOTAL 4.7%0.89 TH RTUTLTTHRTUTLT WB 0.0%0.50 NB 5.1%0.89 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB -- Date: 01/26/2023 Peak Hour Count Period: 7:00 AM 9:00 AMN Union Ave Shopping Center North Access Shopping Center North AccessUnion AveUnion Ave429TEV: 0.89PHF:223823119802 0 2 8 0 0196196223010000 0 2 10 5project.manager.wa@idaxdata.com B-1 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 4 0 1 2 8 0 3 18 1300111120 0 0 Peak Hour 0 0 9 10 19 0 0 0 1 1 2 1 17Count Total 0 1 26 22 49 0 3 0 00001108:45 AM 0 0 3 4 7 0 0 0 0 0 0 0 8:30 AM 0 0 1 1 2 0 0 0 0 0 0 1 7 0 0 0 8:15 AM 0 0 1 3 4 0 0 0 0 0 0 0 2 1 0 0 8:00 AM 0 0 4 2 6 0 0 0 1 0 1 0 0 0 0 0 7:30 AM 0 0 7 3 10 0 0 0 0 0 0 0 4 0 1 4 0 EB WB NB SB Total East 7:45 AM 0 1 1 2 4 0 0 0 -0%6%HV%---0%- 0 0 7:15 AM 0 0 6 6 12 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 3 0 3 156 20 0 47 18210150350 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%5%0%4%0%-0% Peak Hour All 0 0 0 57 0 3 354 49 0 0 0 10 0 19 0000090 1 460 0 HV 0 0 0 0 0 Count Total 0 0 0 1 0 27 0 68 324 1 884 0 119 4603550144800301201 14 50 1 123 445 8:45 AM 0 0 0 1 11 0 1 35 7 0 125 443 8:30 AM 0 0 0 0 0 4 0 45 6 0 13 49 0040701 6 35 0 93 429 8:15 AM 0 0 0 0 5 0 0 41 2 0 104 424 8:00 AM 0 0 0 0 0 4 0 32 5 0 8 46 0040900 6 30 0 121 0 7:45 AM 0 0 0 0 5 0 0 69 8 0 111 0 7:30 AM 0 0 0 0 0 3 0 54 8 0 3 41 0020300 4 25 0 88 0 7:15 AM 0 0 0 0 5 0 0 43 8 07:00 AM 0 0 0 0 0 3 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway Shopping Center Middle Access Union Ave Union Ave 15-min TotalUTLTTHRT Date: 01/26/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.3%0.88 TOTAL 4.1%0.92 TH RT WB 0.0%0.83 NB 5.0%0.86 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 0.0%0.25 0 0 0 0100000 0 0 0 012 1N Union Ave Shopping Center Middle Access Shopping Center Middle Access Union AveDriveway Union Ave460TEV: 0.92PHF:118247230191035 0 15 50 670 20156317919801 0 0 1 4 0 project.manager.wa@idaxdata.com B-2 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 6 5 5 4 0 3 3 27 123001333 6 7 Peak Hour 34 24 4 9 71 0 1 1 0 0 1 7 7Count Total 81 44 17 22 164 0 1 0 00000028:45 AM 9 6 1 4 20 0 1 0 1 1 1 0 8:30 AM 5 2 2 1 10 0 1 0 0 0 0 0 0 0 1 1 8:15 AM 7 8 0 3 18 0 0 0 0 0 0 1 1 1 1 1 8:00 AM 11 8 1 2 22 0 0 0 0 0 0 2 0 1 3 1 7:30 AM 17 4 4 3 28 0 0 0 0 0 0 0 3 2 1 20 0 EB WB NB SB Total East 7:45 AM 11 6 1 3 21 0 0 1 -4%0%HV%-6%4%8%- 0 0 7:15 AM 10 4 6 5 25 0 0 0 0 0 0 1 0 West North South 7:00 AM 11 6 2 1 81 31 35 0 63 2160029824420 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-3%5%6%4%3%3%5% Peak Hour All 0 88 622 113 0 189 102 84 0 0 2 1 6 71 02120301 100 1,996 0 HV 0 5 24 5 0 Count Total 0 172 1,178 96 0 63 1,554 113 45 186 3,895 0 427 1,923490207220915114014 12 5 29 519 1,996 8:45 AM 0 15 152 10 13 0 16 7 10 0 509 1,963 8:30 AM 0 21 164 11 0 13 218 8 14 0 14 3 380620616019 19 4 19 468 1,972 8:15 AM 0 26 144 15 7 0 27 11 4 0 500 1,972 8:00 AM 0 19 157 16 0 3 182 5 7 0 18 9 14072186019 11 8 19 486 0 7:45 AM 0 22 157 18 23 0 29 30 9 0 518 0 7:30 AM 0 22 121 8 0 6 200 21 14 0 11 8 2801019920033 8 1 17 468 0 7:15 AM 0 26 142 6 14 0 32 16 17 07:00 AM 0 21 141 12 0 9 180 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 4th St NE 4th St Union Ave Union Ave 15-min TotalUTLTTHRT Date: 01/26/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.9%0.84 TOTAL 3.6%0.96 TH RT WB 2.7%0.92 NB 2.7%0.88 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 4.4%0.98 0 0 0 0000000 1 0 3 33 3N Union Ave NE 4th St NE 4th St Union AveNE 4th St Union Ave1,996TEV: 0.96PHF:1002163184161042 824 29 895 7200 353181147110060 622 88 770 1,005 0 project.manager.wa@idaxdata.com B-3 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 4 3 1 2 1 2 1 14 64001002 4 10 Peak Hour 27 18 0 1 46 0 1 1 0 0 1 0 0Count Total 66 36 0 1 103 0 0 0 10000008:45 AM 10 4 0 0 14 0 1 0 0 1 1 1 8:30 AM 4 2 0 0 6 0 1 0 0 0 0 0 0 0 1 1 8:15 AM 3 5 0 1 9 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 10 7 0 0 17 0 0 0 0 0 0 0 0 0 3 2 7:30 AM 12 4 0 0 16 0 0 0 0 0 0 0 0 2 0 11 0 EB WB NB SB Total East 7:45 AM 10 4 0 0 14 0 0 0 ---HV%-0%4%-- 0 0 7:15 AM 10 6 0 0 16 0 0 0 0 0 0 0 0 West North South 7:00 AM 7 4 0 0 0 0 0 0 0 0000859330 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ----5%3%-2%0% Peak Hour All 0 35 701 60 0 0 0 0 0 0 0 0 1 46 01800000 22 1,650 0 HV 0 0 27 0 0 Count Total 1 69 1,328 0 0 0 1,665 0 0 27 3,150 0 351 1,58400000300164500 0 0 7 430 1,650 8:45 AM 0 5 174 0 7 0 0 0 0 0 418 1,594 8:30 AM 0 9 179 0 0 0 228 0 0 0 0 0 400226800 0 0 4 385 1,582 8:15 AM 0 7 173 0 9 0 0 0 0 0 417 1,566 8:00 AM 0 11 172 0 0 0 189 0 0 0 0 0 700216900 0 0 0 374 0 7:45 AM 0 8 177 0 8 0 0 0 0 0 406 0 7:30 AM 0 12 133 0 0 0 221 0 0 0 0 0 200228700 0 0 0 369 0 7:15 AM 1 6 162 0 7 0 0 0 0 07:00 AM 0 11 158 0 0 0 193 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 4th St NE 4th St Driveway Shopping Center West Access 15-min TotalUTLTTHRT Date: 01/26/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.5%0.79 TOTAL 2.8%0.96 TH RT WB 2.0%0.95 NB -- Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 3.7%0.98 0 0 0 0000000 1 0 2 40 0N Shopping Center West Access NE 4th St NE 4th St DrivewayNE 4th StShopping Center West Access1,650TEV: 0.96PHF:22002268033 859 0 892 7010 0000000 701 35 736 881 0 project.manager.wa@idaxdata.com B-4 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 1 UNION AVE @ ACCESS (N)Weekday AM Peak-Hour Synchro ID: 1 Existing 231 429 198 Average Weekday 0 223 8 0 196 2 AM Peak-Hour 0 Union Avenue NE 2 Year: 1/26/2023 0 0 0 2 0 0 - Data Source:IDAX 0 --- 429 Access Driveway (N) 10 North 0 8 | 0 0 0 8 0 Union Avenue NE 0 0 223 0 0 196 0 223 419 196 Future without Development 235 437 202 Average Weekday 0 227 8 0 200 2 PM Peak-Hour 0 Union Avenue NE 2 Year:2024 0 0 0 2 Growth Rate =2.0%0 0 - Years of Growth =1 0 --- 437 Access Driveway (N) 10 North Total Growth = 1.0200 0 8 | 0 0 0 8 0 Union Avenue NE 0 0 227 0 0 200 0 227 427 200 Total Development Trips 4 7 3 Average Weekday 0 0 4 0 0 3 PM Peak-Hour 0 Union Avenue NE 3 0 0 0 13 0 10 - 0 --- 23 Access Driveway (N) 23 North 0 4 | 0 0 0 10 0 Union Avenue NE 6 0 0 10 0 0 6 10 16 6 Future with Development 239 444 205 Average Weekday 0 227 12 0 200 5 PM Peak-Hour 0 Union Avenue NE 5 0 0 0 24 0 19 - 0 --- 479 Access Driveway (N) 52 North 0 12 | 0 0 0 28 0 Union Avenue NE 16 0 227 19 0 200 16 246 462 216 Pass-By Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour 0 Union Avenue NE 0 0 0 0 9 0 9 - 0 --- 19 Access Driveway (N) 19 North 0 0 | 0 0 0 10 0 Union Avenue NE 10 0 0 9 0 0 10 9 19 10 B-5 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 2 UNION AVE @ ACCESS (S)Weekday AM Peak-Hour Synchro ID: 2 Existing 230 421 191 Average Weekday 1 182 47 0 156 35 AM Peak-Hour 1 Union Avenue NE 35 Year: 1/26/2023 4 0 0 50 3 15 - Data Source:IDAX 5 Driveway 460 Access Driveway (S) 117 North 0 47 | 1 0 0 67 1 Union Avenue NE 20 1 182 15 3 156 20 198 377 179 Future without Development 235 430 195 Average Weekday 1 186 48 0 159 36 PM Peak-Hour 1 Union Avenue NE 36 Year: 2024 4 0 0 51 Growth Rate =2.0%3 15 - Years of Growth =1 5 Driveway 469 Access Driveway (S) 119 North Total Growth = 1.0200 0 48 | 1 0 0 68 1 Union Avenue NE 20 1 186 15 3 159 20 202 384 182 Total Development Trips 10 16 6 Average Weekday 0 10 0 0 6 0 PM Peak-Hour 0 Union Avenue NE 0 0 0 0 22 0 22 - 0 Driveway 52 Access Driveway (S) 36 North 0 0 | 0 0 0 14 0 Union Avenue NE 14 0 10 22 0 6 14 32 52 20 Future with Development 254 465 211 Average Weekday 1 205 48 0 175 36 PM Peak-Hour 1 Union Avenue NE 36 4 0 0 92 3 56 - 5 Driveway 580 Access Driveway (S) 195 North 0 48 | 1 0 0 103 1 Union Avenue NE 55 1 205 56 3 175 55 262 495 233 Pass-By Trips 9 19 10 Average Weekday 0 9 0 0 10 0 PM Peak-Hour 0 Union Avenue NE 0 0 0 0 19 0 19 - 0 Driveway 59 Access Driveway (S) 40 North 0 0 | 0 0 0 21 0 Union Avenue NE 21 0 9 19 0 10 21 28 59 31 B-6 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 3 UNION AVE @ NE 4TH ST Weekday AM Peak-Hour Synchro ID: 3 Existing 184 345 161 Average Weekday 100 21 63 88 31 42 AM Peak-Hour 100 Union Avenue NE 42 Year: 1/26/2023 1,005 824 824 895 81 29 - Data Source:IDAX 1,775 NE 4th Street 1,996 NE 4th Street 1,615 North 88 63 | 770 622 622 720 60 Union Avenue NE 35 60 21 29 81 31 35 110 257 147 Future without Development 187 352 165 Average Weekday 102 21 64 90 32 43 PM Peak-Hour 102 Union Avenue NE 43 Year: 2024 1,025 840 840 913 Growth Rate =2.0%83 30 - Years of Growth =1 1,810 NE 4th Street 2,036 NE 4th Street 1,647 North Total Growth = 1.0200 90 64 | 785 634 634 734 61 Union Avenue NE 36 61 21 30 83 32 36 112 263 151 Total Development Trips 32 52 20 Average Weekday 16 2 14 18 2 0 PM Peak-Hour 16 Union Avenue NE 0 16 0 0 0 0 0 - 34 NE 4th Street 52 NE 4th Street 14 North 18 14 | 18 0 0 14 0 Union Avenue NE 0 0 2 0 0 2 0 2 4 2 Future with Development 247 463 216 Average Weekday 132 23 92 123 34 59 PM Peak-Hour 132 Union Avenue NE 59 1,039 824 824 913 83 30 - 1,842 NE 4th Street 2,116 NE 4th Street 1,660 North 123 92 | 803 619 619 747 61 Union Avenue NE 36 61 23 30 83 34 36 114 267 153 Pass-By Trips 28 59 31 Average Weekday 14 0 14 15 0 16 PM Peak-Hour 14 Union Avenue NE 16 -2 -16 -16 0 0 0 - -2 NE 4th Street 28 NE 4th Street -1 North 15 14 | 0 -15 -15 -1 0 Union Avenue NE 0 0 0 0 0 0 0 0 0 0 B-7 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 4 ACCESS (E) @ NE 4TH ST Weekday AM Peak-Hour Synchro ID: 4 Existing 22 90 68 Average Weekday 22 0 0 35 0 33 AM Peak-Hour 22 Access Driveway 33 Year: 1/26/2023 881 859 859 892 0 0 - Data Source:IDAX 1,617 NE 4th Street 1,650 NE 4th Street 1,593 North 35 0 | 736 701 701 701 0 ---0 0 0 0 0 0 0 0 0 0 Future without Development 22 92 70 Average Weekday 22 0 0 36 0 34 PM Peak-Hour 22 Access Driveway 34 Year: 2024 898 876 876 910 Growth Rate =2.0%0 0 - Years of Growth =1 1,649 NE 4th Street 1,683 NE 4th Street 1,625 North Total Growth = 1.0200 36 0 | 751 715 715 715 0 ---0 0 0 0 0 0 0 0 0 0 Total Development Trips 0 16 16 Average Weekday 0 0 0 0 0 16 PM Peak-Hour 0 Access Driveway 16 0 0 0 16 0 0 - 14 NE 4th Street 30 NE 4th Street 30 North 0 0 | 14 14 14 14 0 ---0 0 0 0 0 0 0 0 0 0 Future with Development 22 108 86 Average Weekday 22 0 0 36 0 50 PM Peak-Hour 22 Access Driveway 50 898 876 876 926 0 0 - 1,663 NE 4th Street 1,713 NE 4th Street 1,655 North 36 0 | 765 729 729 729 0 ---0 0 0 0 0 0 0 0 0 0 Pass-By Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour 0 Access Driveway 0 0 0 0 0 0 0 - 0 NE 4th Street 0 NE 4th Street 0 North 0 0 | 0 0 0 0 0 ---0 0 0 0 0 0 0 0 0 0 B-8 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 C PM Counts and Turning Movement Calculations DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 3 1 1 1 4 1 1 13 60000600 1 0 Peak Hr 0 0 6 8 14 0 0 0 0 0 0 12 0Count Total 0 1 9 18 28 0 0 0 00000015:45 PM 0 0 0 2 2 0 0 1 0 0 0 0 5:30 PM 0 0 1 3 4 0 0 0 0 0 0 3 0 1 0 0 5:15 PM 0 0 1 3 4 0 0 0 0 0 0 1 0 0 0 0 5:00 PM 0 0 2 2 4 0 0 0 0 0 0 1 0 0 0 0 4:30 PM 0 0 2 3 5 0 0 0 0 0 0 3 0 0 2 4 0 EB WB NB SB Total East 4:45 PM 0 0 0 1 1 0 0 1 --2%HV%----- 0 0 4:15 PM 0 0 2 2 4 0 0 0 0 0 0 1 0 West North South 4:00 PM 0 1 1 0 0 329 2 0 21 3690030180 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%2%-2%0%-0% Peak Hour All 0 0 0 24 0 0 649 3 0 0 0 8 0 14 0000060 0 742 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 6 0 32 713 0 1,427 0 186 68991004900000100 1 82 0 179 706 5:45 PM 0 0 0 0 2 0 0 91 1 0 146 721 5:30 PM 0 0 0 0 0 2 0 65 0 0 3 76 0000200 6 90 0 178 742 5:15 PM 0 0 0 0 5 0 0 76 0 0 203 738 5:00 PM 0 0 0 0 0 1 0 95 1 0 5 100 0000200 2 97 0 194 0 4:45 PM 0 0 0 0 2 0 0 90 1 0 167 0 4:30 PM 0 0 0 0 0 2 0 68 0 0 8 82 0000900 3 96 0 174 0 4:15 PM 0 0 0 0 1 0 0 73 0 04:00 PM 0 0 0 0 0 1 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 Shopping Center North Access Union Ave Union Ave 15-min TotalUTLTTHRT SB 2.1%0.93 TOTAL 1.9%0.91 TH RTUTLTTHRTUTLT WB 0.0%0.58 NB 1.8%0.86 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB -- Date: 01/26/2023 Peak Hour Count Period: 4:00 PM 6:00 PMN Union Ave Shopping Center North Access Shopping Center North AccessUnion AveUnion Ave742TEV: 0.91PHF:36921390347018 3 21 23 0 2329331372000000 0 0 00 6project.manager.wa@idaxdata.com C-1 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 2 2 1 1 3 6 3 23 100000730 0 3 Peak Hour 0 0 6 11 17 0 0 0 0 0 0 12 8Count Total 0 0 10 19 29 0 1 0 00000025:45 PM 0 0 0 1 1 0 0 1 3 0 2 1 5:30 PM 0 0 1 3 4 0 0 0 0 0 0 2 0 0 0 0 5:15 PM 0 0 1 2 3 0 0 0 0 0 0 0 1 1 0 0 5:00 PM 0 0 2 2 4 0 0 0 0 0 0 0 1 0 0 0 4:30 PM 0 0 2 3 5 0 0 0 0 0 0 2 0 0 4 6 0 EB WB NB SB Total East 4:45 PM 0 0 0 2 2 0 0 1 --3%HV%-0%0%0%- 0 0 4:15 PM 0 0 2 2 4 0 0 0 0 0 0 4 1 West North South 4:00 PM 0 0 2 0 0 233 55 0 100 283204001060 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%4%-2%0%-0% Peak Hour All 0 1 2 204 0 0 462 94 0 0 0 11 0 17 0000060 0 822 0 HV 0 0 0 0 0 Count Total 0 3 2 3 0 75 0 184 534 2 1,563 0 189 7416260207000402600 18 65 1 210 783 5:45 PM 0 0 0 1 24 0 0 71 12 0 157 787 5:30 PM 0 1 0 0 0 18 0 47 10 0 19 55 10302100 27 61 0 185 815 5:15 PM 0 1 0 0 27 0 0 49 11 0 231 822 5:00 PM 0 0 0 0 0 10 0 72 14 0 20 83 001003000 26 72 0 214 0 4:45 PM 0 1 0 1 29 0 0 64 12 0 185 0 4:30 PM 0 0 2 0 0 9 0 45 14 0 23 66 001202400 31 62 0 192 0 4:15 PM 0 0 0 1 23 0 0 52 15 04:00 PM 0 0 0 0 0 9 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Driveway Shopping Center Middle Access Union Ave Union Ave 15-min TotalUTLTTHRT Date: 01/26/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.9%0.93 TOTAL 2.1%0.89 TH RT WB 0.0%0.91 NB 2.1%0.84 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 0.0%0.63 0 0 0 0000000 0 0 0 03 7N Union Ave Shopping Center Middle Access Shopping Center Middle Access Union AveDriveway Union Ave822TEV: 0.89PHF:02831003833400106 0 40 146 1570 55233028832502 2 1 5 0 0 project.manager.wa@idaxdata.com C-2 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 9 8 4 9 8 3 13 60 294000988 14 7 Peak Hour 20 13 1 9 43 0 0 0 1 0 1 25 14Count Total 37 28 7 18 90 0 5 2 10010155:45 PM 5 6 2 1 14 0 0 1 1 0 1 0 5:30 PM 2 2 0 2 6 0 0 0 0 0 0 4 2 2 1 3 5:15 PM 5 2 1 2 10 0 0 0 0 0 0 0 5 1 1 1 5:00 PM 4 2 0 3 9 0 0 0 0 0 0 1 0 4 0 0 4:30 PM 5 5 0 3 13 0 0 0 0 0 0 8 0 1 4 16 0 EB WB NB SB Total East 4:45 PM 6 4 0 1 11 0 0 4 -0%0%HV%-4%1%1%- 3 1 4:15 PM 6 1 2 2 11 0 0 0 0 0 0 2 0 West North South 4:00 PM 4 6 2 0 104 56 45 0 127 56125095898680 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%-1%2%6%2%0%1%0% Peak Hour All 0 141 961 138 0 202 99 86 0 0 1 1 7 43 01300001 114 2,790 0 HV 0 5 14 1 0 Count Total 0 284 1,898 258 0 177 1,671 224 125 252 5,414 0 664 2,651119018183202821615017 30 20 38 661 2,747 5:45 PM 0 37 237 26 26 0 20 15 10 0 685 2,790 5:30 PM 0 39 246 25 0 18 174 11 8 0 27 10 2102523411028 34 21 22 641 2,767 5:15 PM 0 31 240 39 22 0 21 16 8 0 760 2,763 5:00 PM 0 23 218 28 0 20 208 15 18 0 38 10 3402524718023 28 15 37 704 0 4:45 PM 0 36 264 32 17 0 32 14 11 0 662 0 4:30 PM 0 51 239 26 0 25 209 8 10 0 29 21 3502319312035 20 10 33 637 0 4:15 PM 0 30 228 38 17 0 26 9 12 04:00 PM 0 37 226 44 0 13 190 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 4th St NE 4th St Union Ave Union Ave 15-min TotalUTLTTHRT Date: 01/26/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.0%0.91 TOTAL 1.5%0.92 TH RT WB 1.2%0.91 NB 0.5%0.90 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 1.6%0.92 0 0 0 0000000 0 0 8 48 9N Union Ave NE 4th St NE 4th St Union AveNE 4th St Union Ave2,790TEV: 0.92PHF:11456127297265068 898 95 1,061 1,1330 45561042052760125 961 141 1,227 1,116 0 project.manager.wa@idaxdata.com C-3 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 4 6 10 1 2 2 7 36 1912000007 11 25 Peak Hour 14 13 0 1 28 0 0 0 0 0 0 0 0Count Total 27 24 0 2 53 0 0 2 50000005:45 PM 4 3 0 0 7 0 0 0 0 0 2 1 5:30 PM 2 3 0 1 6 0 0 0 0 0 0 0 0 1 0 1 5:15 PM 3 2 0 1 6 0 0 0 0 0 0 0 0 0 5 5 5:00 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 1 5 3 4:30 PM 3 5 0 0 8 0 0 0 0 0 0 0 0 1 0 8 0 EB WB NB SB Total East 4:45 PM 6 4 0 0 10 0 0 0 ---HV%-0%1%-- 1 3 4:15 PM 3 1 0 0 4 0 0 0 0 0 0 0 0 West North South 4:00 PM 4 4 0 0 0 0 0 0 0 00001,013 21 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ----3%1%-1%0% Peak Hour All 0 48 1,080 51 0 0 0 0 0 0 0 0 1 28 01300000 36 2,198 0 HV 0 0 14 0 0 Count Total 0 80 2,120 0 0 0 1,900 0 0 70 4,221 0 481 2,08200000800231700 0 0 3 529 2,183 5:45 PM 0 8 227 0 4 0 0 0 0 0 520 2,198 5:30 PM 0 10 291 0 0 0 221 0 0 0 0 0 1000247800 0 0 10 552 2,180 5:15 PM 0 10 245 0 5 0 0 0 0 0 582 2,139 5:00 PM 0 16 277 0 0 0 244 0 0 0 0 0 900275600 0 0 7 544 0 4:45 PM 0 12 280 0 2 0 0 0 0 0 502 0 4:30 PM 0 10 278 0 0 0 247 0 0 0 0 0 11002121100 0 0 12 511 0 4:15 PM 0 6 262 0 8 0 0 0 0 04:00 PM 0 8 260 0 0 0 223 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start NE 4th St NE 4th St Driveway Shopping Center West Access 15-min TotalUTLTTHRT Date: 01/26/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.8%0.90 TOTAL 1.3%0.94 TH RT WB 1.3%0.92 NB -- Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 1.2%0.96 0 0 0 0000000 0 0 7 120 0N Shopping Center West Access NE 4th St NE 4th St DrivewayNE 4th StShopping Center West Access2,198TEV: 0.94PHF:36003669021 1,013 0 1,034 1,0800 0000000 1,080 48 1,128 1,049 0 project.manager.wa@idaxdata.com C-4 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 1 UNION AVE @ ACCESS (N)Weekday PM Peak-Hour Synchro ID: 1 Existing 390 737 347 Average Weekday 0 369 21 0 329 18 PM Peak-Hour 0 Union Avenue NE 18 Year: 1/26/2023 0 0 0 21 0 3 - Data Source:IDAX 0 --- 742 Access Driveway (N) 44 North 0 21 | 0 0 0 23 0 Union Avenue NE 2 0 369 3 0 329 2 372 703 331 Future without Development 397 751 354 Average Weekday 0 376 21 0 336 18 PM Peak-Hour 0 Union Avenue NE 18 Year:2024 0 0 0 21 Growth Rate =2.0%0 3 - Years of Growth =1 0 --- 756 Access Driveway (N) 44 North Total Growth = 1.0200 0 21 | 0 0 0 23 0 Union Avenue NE 2 0 376 3 0 336 2 379 717 338 Total Development Trips 4 8 4 Average Weekday 0 0 4 0 0 4 PM Peak-Hour 0 Union Avenue NE 4 0 0 0 16 0 12 - 0 --- 26 Access Driveway (N) 26 North 0 4 | 0 0 0 10 0 Union Avenue NE 6 0 0 12 0 0 6 12 18 6 Future with Development 401 759 358 Average Weekday 0 376 25 0 336 22 PM Peak-Hour 0 Union Avenue NE 22 0 0 0 37 0 15 - 0 --- 782 Access Driveway (N) 70 North 0 25 | 0 0 0 33 0 Union Avenue NE 8 0 376 15 0 336 8 391 735 344 Pass-By Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour 0 Union Avenue NE 0 0 0 0 0 0 0 - 0 --- 0 Access Driveway (N) 0 North 0 0 | 0 0 0 0 0 Union Avenue NE 0 0 0 0 0 0 0 0 0 0 C-5 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 2 UNION AVE @ ACCESS (S)Weekday PM Peak-Hour Synchro ID: 2 Existing 383 723 340 Average Weekday 0 283 100 1 233 106 PM Peak-Hour 0 Union Avenue NE 106 Year: 1/26/2023 0 0 0 146 0 40 - Data Source:IDAX 5 Driveway 822 Access Driveway (S) 303 North 1 100 | 5 2 2 157 2 Union Avenue NE 55 2 283 40 0 233 55 325 613 288 Future without Development 391 738 347 Average Weekday 0 289 102 1 238 108 PM Peak-Hour 0 Union Avenue NE 108 Year: 2024 0 0 0 149 Growth Rate =2.0%0 41 - Years of Growth =1 5 Driveway 839 Access Driveway (S) 309 North Total Growth = 1.0200 1 102 | 5 2 2 160 2 Union Avenue NE 56 2 289 41 0 238 56 332 626 294 Total Development Trips 12 18 6 Average Weekday 0 12 0 0 6 0 PM Peak-Hour 0 Union Avenue NE 0 0 0 0 24 0 24 - 0 Driveway 54 Access Driveway (S) 36 North 0 0 | 0 0 0 12 0 Union Avenue NE 12 0 12 24 0 6 12 36 54 18 Future with Development 412 775 363 Average Weekday 0 310 102 1 254 108 PM Peak-Hour 0 Union Avenue NE 108 0 0 0 192 0 84 - 5 Driveway 952 Access Driveway (S) 385 North 1 102 | 5 2 2 193 2 Union Avenue NE 89 2 310 84 0 254 89 396 739 343 Pass-By Trips 9 19 10 Average Weekday 0 9 0 0 10 0 PM Peak-Hour 0 Union Avenue NE 0 0 0 0 19 0 19 - 0 Driveway 59 Access Driveway (S) 40 North 0 0 | 0 0 0 21 0 Union Avenue NE 21 0 9 19 0 10 21 28 59 31 C-6 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 3 UNION AVE @ NE 4TH ST Weekday PM Peak-Hour Synchro ID: 3 Existing 297 562 265 Average Weekday 114 56 127 141 56 68 PM Peak-Hour 114 Union Avenue NE 68 Year: 1/26/2023 1,116 898 898 1,061 104 95 - Data Source:IDAX 2,343 NE 4th Street 2,790 NE 4th Street 2,194 North 141 127 | 1,227 961 961 1,133 125 Union Avenue NE 45 125 56 95 104 56 45 276 481 205 Future without Development 303 573 270 Average Weekday 116 57 130 144 57 69 PM Peak-Hour 116 Union Avenue NE 69 Year: 2024 1,138 916 916 1,082 Growth Rate =2.0%106 97 - Years of Growth =1 2,390 NE 4th Street 2,846 NE 4th Street 2,238 North Total Growth = 1.0200 144 130 | 1,252 980 980 1,156 128 Union Avenue NE 46 128 57 97 106 57 46 282 491 209 Total Development Trips 36 54 18 Average Weekday 18 2 16 16 2 0 PM Peak-Hour 18 Union Avenue NE 0 18 0 0 0 0 0 - 34 NE 4th Street 54 NE 4th Street 16 North 16 16 | 16 0 0 16 0 Union Avenue NE 0 0 2 0 0 2 0 2 4 2 Future with Development 367 686 319 Average Weekday 148 59 160 176 59 84 PM Peak-Hour 148 Union Avenue NE 84 1,155 901 901 1,082 106 97 - 2,423 NE 4th Street 2,928 NE 4th Street 2,252 North 176 160 | 1,268 964 964 1,170 128 Union Avenue NE 46 128 59 97 106 59 46 284 495 211 Pass-By Trips 28 59 31 Average Weekday 14 0 14 16 0 15 PM Peak-Hour 14 Union Avenue NE 15 -1 -15 -15 0 0 0 - -1 NE 4th Street 28 NE 4th Street -2 North 16 14 | 0 -16 -16 -2 0 Union Avenue NE 0 0 0 0 0 0 0 0 0 0 C-7 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 3 UNION AVE @ NE 4TH ST Weekday PM Peak-Hour C-8 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 4 ACCESS (E) @ NE 4TH ST Weekday PM Peak-Hour Synchro ID: 4 Existing 36 105 69 Average Weekday 36 0 0 48 0 21 PM Peak-Hour 36 Access Driveway 21 Year: 1/26/2023 1,049 1,013 1,013 1,034 0 0 - Data Source:IDAX 2,177 NE 4th Street 2,198 NE 4th Street 2,114 North 48 0 | 1,128 1,080 1,080 1,080 0 ---0 0 0 0 0 0 0 0 0 0 Future without Development 37 107 70 Average Weekday 37 0 0 49 0 21 PM Peak-Hour 37 Access Driveway 21 Year: 2024 1,070 1,033 1,033 1,054 Growth Rate =2.0%0 0 - Years of Growth =1 2,221 NE 4th Street 2,242 NE 4th Street 2,156 North Total Growth = 1.0200 49 0 | 1,151 1,102 1,102 1,102 0 ---0 0 0 0 0 0 0 0 0 0 Total Development Trips 0 14 14 Average Weekday 0 0 0 0 0 14 PM Peak-Hour 0 Access Driveway 14 0 0 0 14 0 0 - 16 NE 4th Street 30 NE 4th Street 30 North 0 0 | 16 16 16 16 0 ---0 0 0 0 0 0 0 0 0 0 Future with Development 37 121 84 Average Weekday 37 0 0 49 0 35 PM Peak-Hour 37 Access Driveway 35 1,070 1,033 1,033 1,068 0 0 - 2,237 NE 4th Street 2,272 NE 4th Street 2,186 North 49 0 | 1,167 1,118 1,118 1,118 0 ---0 0 0 0 0 0 0 0 0 0 Pass-By Trips 0 0 0 Average Weekday 0 0 0 0 0 0 PM Peak-Hour 0 Access Driveway 0 0 0 0 0 0 0 - 0 NE 4th Street 0 NE 4th Street 0 North 0 0 | 0 0 0 0 0 ---0 0 0 0 0 0 0 0 0 0 C-9 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 D AM Level of Service Calculations DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 1: Union Ave NE & Access Driveway (N)2023 EXISTING CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 196 0 8 223 Future Vol, veh/h 0 2 196 0 8 223 Conflicting Peds, #/hr 1 2 0 5 5 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 89 89 89 89 89 89 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 0 2 220 0 9 251 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 495 117 0 0 225 0 Stage 1 225 - - - - - Stage 2 270 - - - - - Critical Hdwy 6.675 6.975 - - 4.175 - Critical Hdwy Stg 1 5.875 - - - - - Critical Hdwy Stg 2 5.475 - - - - - Follow-up Hdwy 3.54753.3475 - -2.2475 - Pot Cap-1 Maneuver 512 905 - - 1323 - Stage 1 784 - - - - - Stage 2 767 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 505 900 - - 1317 - Mov Cap-2 Maneuver 505 - - - - - Stage 1 781 - - - - - Stage 2 760 - - - - - Approach WB NB SB HCM Control Delay, s 9 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 900 1317 - HCM Lane V/C Ratio - - 0.002 0.007 - HCM Control Delay (s) - - 9 7.8 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - D-1 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 2: Union Ave NE & Driveway/Access Driveway (W)2023 EXISTING CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 15 0 35 3 156 20 47 182 1 Future Vol, veh/h 0 0 1 15 0 35 3 156 20 47 182 1 Conflicting Peds, #/hr 0 0 0 0 0 0 12 0 1 1 0 12 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free 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, % 4 4 4 4 4 4 4 4 4 4 4 4 Mvmt Flow 0 0 1 16 0 38 3 170 22 51 198 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 404 512 211 489 501 97 211 0 0 193 0 0 Stage 1 313 313 - 188 188 - - - - - - - Stage 2 91 199 - 301 313 - - - - - - - Critical Hdwy 7.36 6.56 6.26 7.36 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.16 5.56 - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - 6.16 5.56 - - - - - - - Follow-up Hdwy 3.538 4.038 3.338 3.538 4.038 3.338 2.238 - - 2.238 - - Pot Cap-1 Maneuver 540 461 823 472 468 935 1345 - - 1366 - - Stage 1 692 652 - 791 740 - - - - - - - Stage 2 901 732 - 702 652 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 495 436 815 455 442 934 1332 - - 1365 - - Mov Cap-2 Maneuver 495 436 - 455 442 - - - - - - - Stage 1 683 618 - 788 737 - - - - - - - Stage 2 862 729 - 672 618 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.4 10.5 0.1 1.6 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1332 - - 815 710 1365 - - HCM Lane V/C Ratio 0.002 - - 0.001 0.077 0.037 - - HCM Control Delay (s) 7.7 0 - 9.4 10.5 7.7 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0 - - 0 0.2 0.1 - - D-2 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2023 EXISTING CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 88 622 60 29 824 42 81 31 35 63 21 100 Future Volume (vph) 88 622 60 29 824 42 81 31 35 63 21 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 175 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 0.987 0.993 0.921 0.876 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3417 0 1736 3444 0 1736 1667 0 1736 1578 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1733 3417 0 1730 3444 0 1728 1667 0 1728 1578 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 6 36 104 Link Speed (mph) 30 30 30 30 Link Distance (ft) 983 408 667 367 Travel Time (s) 22.3 9.3 15.2 8.3 Confl. Peds. (#/hr) 3 3 3 3 3 3 3 3 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 (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 92 711 0 30 902 0 84 68 0 66 126 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 14.0 41.0 10.0 37.0 14.0 26.0 13.0 25.0 Total Split (%) 15.6% 45.6% 11.1% 41.1% 15.6% 28.9% 14.4% 27.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 9.2 30.3 6.9 24.3 9.0 11.0 8.4 8.1 Actuated g/C Ratio 0.15 0.50 0.11 0.40 0.15 0.18 0.14 0.13 v/c Ratio 0.35 0.41 0.15 0.65 0.32 0.20 0.27 0.42 Control Delay 33.4 11.4 34.3 18.8 33.0 18.6 33.1 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.4 11.4 34.3 18.8 33.0 18.6 33.1 14.8 LOS C B C B C B C B Approach Delay 13.9 19.3 26.6 21.1 Approach LOS B B C C D-3 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2023 EXISTING CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 34 68 11 152 31 12 25 8 Queue Length 95th (ft) 89 165 40 246 83 49 69 57 Internal Link Dist (ft) 903 328 587 287 Turn Bay Length (ft) 125 200 175 125 Base Capacity (vph) 344 2187 206 2026 344 747 310 718 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 0.27 0.33 0.15 0.45 0.24 0.09 0.21 0.18 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 60.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Union Ave NE & NE 4th St D-4 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 4: NE 4th St & Access Driveway (S)2023 EXISTING CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 35 701 859 33 0 22 Future Vol, veh/h 35 701 859 33 0 22 Conflicting Peds, #/hr 2 0 0 2 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 3 3 3 3 3 3 Mvmt Flow 36 730 895 34 0 23 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 931 0 - 0 - 467 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.16 - - - - 6.96 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.23 - - - - 3.33 Pot Cap-1 Maneuver 724 - - - 0 540 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 723 - - - - 539 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.5 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 723 - - - 539 HCM Lane V/C Ratio 0.05 - - - 0.043 HCM Control Delay (s) 10.2 - - - 12 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.1 D-5 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 1: Union Ave NE & Access Driveway (N)2024 BASELINE CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 2 200 0 8 227 Future Vol, veh/h 0 2 200 0 8 227 Conflicting Peds, #/hr 0 0 0 6 6 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 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 2 220 0 9 249 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 493 116 0 0 226 0 Stage 1 226 - - - - - Stage 2 267 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 520 915 - - 1341 - Stage 1 791 - - - - - Stage 2 777 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 513 910 - - 1334 - Mov Cap-2 Maneuver 513 - - - - - Stage 1 787 - - - - - Stage 2 771 - - - - - Approach WB NB SB HCM Control Delay, s 9 0 0.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 910 1334 - HCM Lane V/C Ratio - - 0.002 0.007 - HCM Control Delay (s) - - 9 7.7 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0 0 - D-6 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 2: Union Ave NE & Driveway/Access Driveway (W)2024 BASELINE CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 15 0 36 3 159 20 48 186 1 Future Vol, veh/h 0 0 1 15 0 36 3 159 20 48 186 1 Conflicting Peds, #/hr 0 0 0 0 0 0 3 0 7 7 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 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 1 17 0 40 3 179 22 54 209 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 417 535 213 521 524 108 213 0 0 208 0 0 Stage 1 321 321 - 203 203 - - - - - - - Stage 2 96 214 - 318 321 - - - - - - - Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 533 451 826 452 457 926 1356 - - 1362 - - Stage 1 690 651 - 780 733 - - - - - - - Stage 2 900 725 - 693 651 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 490 426 824 433 432 921 1353 - - 1354 - - Mov Cap-2 Maneuver 490 426 - 433 432 - - - - - - - Stage 1 687 620 - 773 726 - - - - - - - Stage 2 858 718 - 661 620 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.4 10.7 0.1 1.6 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1353 - - 824 692 1354 - - HCM Lane V/C Ratio 0.002 - - 0.001 0.083 0.04 - - HCM Control Delay (s) 7.7 0 - 9.4 10.7 7.8 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0 - - 0 0.3 0.1 - - D-7 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 BASELINE CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 634 61 30 840 43 83 32 36 64 21 102 Future Volume (vph) 90 634 61 30 840 43 83 32 36 64 21 102 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 175 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 0.987 0.993 0.920 0.876 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3417 0 1736 3444 0 1736 1666 0 1736 1578 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1733 3417 0 1730 3444 0 1728 1666 0 1728 1578 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 7 38 106 Link Speed (mph) 30 30 30 30 Link Distance (ft) 983 408 667 367 Travel Time (s) 22.3 9.3 15.2 8.3 Confl. Peds. (#/hr) 3 3 3 3 3 3 3 3 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 (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 94 724 0 31 920 0 86 71 0 67 128 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 14.0 42.0 10.0 38.0 14.0 25.0 13.0 24.0 Total Split (%) 15.6% 46.7% 11.1% 42.2% 15.6% 27.8% 14.4% 26.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 9.2 30.8 6.9 24.7 9.1 11.0 8.5 8.2 Actuated g/C Ratio 0.15 0.51 0.11 0.41 0.15 0.18 0.14 0.13 v/c Ratio 0.36 0.42 0.16 0.66 0.33 0.21 0.28 0.42 Control Delay 34.0 11.4 34.8 18.8 33.6 18.6 33.6 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 11.4 34.8 18.8 33.6 18.6 33.6 14.9 LOS C B C B C B C B Approach Delay 14.0 19.4 26.8 21.3 D-8 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 BASELINE CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B B C C Queue Length 50th (ft) 35 70 12 157 32 12 25 8 Queue Length 95th (ft) 91 168 42 252 85 51 70 58 Internal Link Dist (ft) 903 328 587 287 Turn Bay Length (ft) 125 200 175 125 Base Capacity (vph) 341 2207 205 2053 341 711 307 686 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.33 0.15 0.45 0.25 0.10 0.22 0.19 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 60.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 18.0 Intersection LOS: B Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Union Ave NE & NE 4th St D-9 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 4: NE 4th St & Access Driveway (S)2024 BASELINE CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 715 876 34 0 22 Future Vol, veh/h 36 715 876 34 0 22 Conflicting Peds, #/hr 7 0 0 7 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 38 761 932 36 0 23 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 975 0 - 0 - 491 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.12 - - - - 6.92 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.21 - - - - 3.31 Pot Cap-1 Maneuver 709 - - - 0 526 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 705 - - - - 523 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.5 0 12.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 705 - - - 523 HCM Lane V/C Ratio 0.054 - - - 0.045 HCM Control Delay (s) 10.4 - - - 12.2 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.1 D-10 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 1: Union Ave NE & Access Driveway (N)2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 19 5 200 16 12 227 Future Vol, veh/h 19 5 200 16 12 227 Conflicting Peds, #/hr 0 0 0 6 6 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 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 21 5 220 18 13 249 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 510 125 0 0 244 0 Stage 1 235 - - - - - Stage 2 275 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 508 903 - - 1321 - Stage 1 783 - - - - - Stage 2 771 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 500 898 - - 1314 - Mov Cap-2 Maneuver 500 - - - - - Stage 1 779 - - - - - Stage 2 763 - - - - - Approach WB NB SB HCM Control Delay, s 11.9 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 551 1314 - HCM Lane V/C Ratio - - 0.048 0.01 - HCM Control Delay (s) - - 11.9 7.8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0 - D-11 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 2: Union Ave NE & Driveway/Access Driveway (W)2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 56 0 36 3 175 55 48 205 1 Future Vol, veh/h 0 0 1 56 0 36 3 175 55 48 205 1 Conflicting Peds, #/hr 0 0 0 0 0 0 3 0 7 7 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 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 1 63 0 40 3 197 62 54 230 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 447 614 234 580 583 137 234 0 0 266 0 0 Stage 1 342 342 - 241 241 - - - - - - - Stage 2 105 272 - 339 342 - - - - - - - Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 508 406 804 411 423 887 1332 - - 1296 - - Stage 1 672 637 - 742 706 - - - - - - - Stage 2 890 684 - 675 637 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 465 382 802 392 398 882 1329 - - 1288 - - Mov Cap-2 Maneuver 465 382 - 392 398 - - - - - - - Stage 1 669 605 - 735 700 - - - - - - - Stage 2 847 678 - 642 605 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.5 14 0.1 1.5 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1329 - - 802 501 1288 - - HCM Lane V/C Ratio 0.003 - - 0.001 0.206 0.042 - - HCM Control Delay (s) 7.7 0 - 9.5 14 7.9 0 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh) 0 - - 0 0.8 0.1 - - D-12 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 123 619 61 30 824 59 83 34 36 92 23 132 Future Volume (vph) 123 619 61 30 824 59 83 34 36 92 23 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 175 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 0.986 0.990 0.922 0.872 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3414 0 1736 3432 0 1736 1670 0 1736 1570 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1733 3414 0 1730 3432 0 1729 1670 0 1728 1570 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 15 9 38 138 Link Speed (mph) 30 30 30 30 Link Distance (ft) 983 408 667 367 Travel Time (s) 22.3 9.3 15.2 8.3 Confl. Peds. (#/hr) 3 3 3 3 3 3 3 3 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 (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Shared Lane Traffic (%) Lane Group Flow (vph) 128 709 0 31 919 0 86 73 0 96 162 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 17.0 43.0 10.0 36.0 14.0 23.0 14.0 23.0 Total Split (%) 18.9% 47.8% 11.1% 40.0% 15.6% 25.6% 15.6% 25.6% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 10.8 33.7 6.8 26.1 9.1 8.5 9.3 8.6 Actuated g/C Ratio 0.17 0.53 0.11 0.41 0.14 0.13 0.15 0.13 v/c Ratio 0.44 0.39 0.17 0.66 0.35 0.29 0.38 0.49 Control Delay 34.9 11.2 36.7 20.4 35.7 21.2 36.2 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 11.2 36.7 20.4 35.7 21.2 36.2 14.8 LOS C B D C D C D B Approach Delay 14.8 20.9 29.0 22.8 D-13 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C C C Queue Length 50th (ft) 51 71 13 169 35 14 38 10 Queue Length 95th (ft) 116 168 43 275 87 54 95 65 Internal Link Dist (ft) 903 328 587 287 Turn Bay Length (ft) 125 200 175 125 Base Capacity (vph) 414 2191 191 1910 319 607 319 638 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 0.31 0.32 0.16 0.48 0.27 0.12 0.30 0.25 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 64.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Union Ave NE & NE 4th St D-14 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 4: NE 4th St & Access Driveway (S)2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD AM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 36 729 876 50 0 22 Future Vol, veh/h 36 729 876 50 0 22 Conflicting Peds, #/hr 7 0 0 7 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 38 776 932 53 0 23 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 992 0 - 0 - 500 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.12 - - - - 6.92 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.21 - - - - 3.31 Pot Cap-1 Maneuver 699 - - - 0 519 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 695 - - - - 516 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.5 0 12.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 695 - - - 516 HCM Lane V/C Ratio 0.055 - - - 0.045 HCM Control Delay (s) 10.5 - - - 12.3 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.1 D-15 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 E PM Level of Service Calculations DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 1: Union Ave NE & Access Driveway (N)2023 EXISTING CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 18 329 2 21 369 Future Vol, veh/h 3 18 329 2 21 369 Conflicting Peds, #/hr 0 0 0 6 6 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 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 20 362 2 23 405 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 820 188 0 0 370 0 Stage 1 369 - - - - - Stage 2 451 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 328 823 - - 1187 - Stage 1 670 - - - - - Stage 2 641 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 318 819 - - 1181 - Mov Cap-2 Maneuver 318 - - - - - Stage 1 667 - - - - - Stage 2 625 - - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 669 1181 - HCM Lane V/C Ratio - - 0.034 0.02 - HCM Control Delay (s) - - 10.6 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0.1 - E-1 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 2: Union Ave NE & Driveway/Access Driveway (W)2023 EXISTING CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 2 40 0 106 0 233 55 100 283 0 Future Vol, veh/h 1 2 2 40 0 106 0 233 55 100 283 0 Conflicting Peds, #/hr 0 0 0 0 0 0 3 0 7 7 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 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 1 2 2 45 0 119 0 262 62 112 318 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 676 876 321 844 845 169 321 0 0 331 0 0 Stage 1 545 545 - 300 300 - - - - - - - Stage 2 131 331 - 544 545 - - - - - - - Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 353 287 719 269 299 846 1237 - - 1227 - - Stage 1 522 518 - 685 665 - - - - - - - Stage 2 859 644 - 522 518 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 276 253 717 242 263 841 1234 - - 1220 - - Mov Cap-2 Maneuver 276 253 - 242 263 - - - - - - - Stage 1 521 459 - 681 661 - - - - - - - Stage 2 737 640 - 460 459 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.5 15.6 0 2.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1234 - - 349 501 1220 - - HCM Lane V/C Ratio - - - 0.016 0.327 0.092 - - HCM Control Delay (s) 0 - - 15.5 15.6 8.2 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0 - - 0 1.4 0.3 - - E-2 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2023 EXISTING CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 141 961 125 95 898 68 104 56 45 127 56 114 Future Volume (vph) 141 961 125 95 898 68 104 56 45 127 56 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 175 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.98 Frt 0.983 0.989 0.933 0.899 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3467 0 1770 3496 0 1770 1721 0 1770 1646 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1764 3467 0 1762 3496 0 1751 1721 0 1754 1646 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 19 10 40 102 Link Speed (mph) 30 30 30 30 Link Distance (ft) 983 408 667 367 Travel Time (s) 22.3 9.3 15.2 8.3 Confl. Peds. (#/hr) 8 4 8 4 8 6 6 8 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) 153 1181 0 103 1050 0 113 110 0 138 185 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 17.0 40.0 13.0 36.0 15.0 22.0 15.0 22.0 Total Split (%) 18.9% 44.4% 14.4% 40.0% 16.7% 24.4% 16.7% 24.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 11.0 34.6 8.4 29.2 9.4 9.7 10.0 13.1 Actuated g/C Ratio 0.14 0.45 0.11 0.38 0.12 0.13 0.13 0.17 v/c Ratio 0.60 0.75 0.53 0.78 0.52 0.43 0.60 0.51 Control Delay 43.4 22.5 46.3 26.5 43.2 27.8 45.9 21.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.4 22.5 46.3 26.5 43.2 27.8 45.9 21.3 LOS D C D C D C D C Approach Delay 24.9 28.2 35.6 31.8 Approach LOS C C D C Queue Length 50th (ft) 73 251 50 230 54 33 67 40 E-3 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2023 EXISTING CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 143 384 #115 354 113 80 #147 103 Internal Link Dist (ft) 903 328 587 287 Turn Bay Length (ft) 125 200 175 125 Base Capacity (vph) 309 1689 214 1518 262 447 262 476 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 0.50 0.70 0.48 0.69 0.43 0.25 0.53 0.39 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 76.3 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 27.7 Intersection LOS: C Intersection Capacity Utilization 66.1% 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: Union Ave NE & NE 4th St E-4 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 4: NE 4th St & Access Driveway (S)2023 EXISTING CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 48 1080 1013 21 0 36 Future Vol, veh/h 48 1080 1013 21 0 36 Conflicting Peds, #/hr 7 0 0 7 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 51 1149 1078 22 0 38 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1107 0 - 0 - 557 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.12 - - - - 6.92 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.21 - - - - 3.31 Pot Cap-1 Maneuver 632 - - - 0 476 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 628 - - - - 473 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.5 0 13.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 628 - - - 473 HCM Lane V/C Ratio 0.081 - - - 0.081 HCM Control Delay (s) 11.2 - - - 13.3 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.3 - - - 0.3 E-5 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 1: Union Ave NE & Access Driveway (N)2024 BASELINE CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 18 336 2 21 376 Future Vol, veh/h 3 18 336 2 21 376 Conflicting Peds, #/hr 0 0 0 6 6 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 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 20 369 2 23 413 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 835 192 0 0 377 0 Stage 1 376 - - - - - Stage 2 459 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 322 818 - - 1180 - Stage 1 665 - - - - - Stage 2 635 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 312 814 - - 1174 - Mov Cap-2 Maneuver 312 - - - - - Stage 1 662 - - - - - Stage 2 619 - - - - - Approach WB NB SB HCM Control Delay, s 10.6 0 0.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 662 1174 - HCM Lane V/C Ratio - - 0.035 0.02 - HCM Control Delay (s) - - 10.6 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.1 0.1 - E-6 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 2: Union Ave NE & Driveway/Access Driveway (W)2024 BASELINE CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 2 41 0 108 0 238 56 102 289 0 Future Vol, veh/h 1 2 2 41 0 108 0 238 56 102 289 0 Conflicting Peds, #/hr 0 0 0 0 0 0 3 0 7 7 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 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 1 2 2 46 0 121 0 267 63 115 325 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 692 895 328 863 864 172 328 0 0 337 0 0 Stage 1 558 558 - 306 306 - - - - - - - Stage 2 134 337 - 557 558 - - - - - - - Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 344 279 713 261 291 842 1230 - - 1221 - - Stage 1 513 511 - 679 661 - - - - - - - Stage 2 856 640 - 514 511 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 267 245 711 234 255 837 1227 - - 1214 - - Mov Cap-2 Maneuver 267 245 - 234 255 - - - - - - - Stage 1 512 451 - 675 657 - - - - - - - Stage 2 732 636 - 451 451 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.8 16.1 0 2.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1227 - - 340 490 1214 - - HCM Lane V/C Ratio - - - 0.017 0.342 0.094 - - HCM Control Delay (s) 0 - - 15.8 16.1 8.3 0 - HCM Lane LOS A - - C C A A - HCM 95th %tile Q(veh) 0 - - 0.1 1.5 0.3 - - E-7 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 BASELINE CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 144 980 128 97 916 69 106 57 46 130 57 116 Future Volume (vph) 144 980 128 97 916 69 106 57 46 130 57 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 175 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.98 Frt 0.983 0.989 0.933 0.899 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3467 0 1770 3496 0 1770 1721 0 1770 1646 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1764 3467 0 1762 3496 0 1751 1721 0 1754 1646 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 19 10 40 102 Link Speed (mph) 30 30 30 30 Link Distance (ft) 983 408 667 367 Travel Time (s) 22.3 9.3 15.2 8.3 Confl. Peds. (#/hr) 8 4 8 4 8 6 6 8 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) 157 1204 0 105 1071 0 115 112 0 141 188 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 16.0 40.0 13.0 37.0 15.0 22.0 15.0 22.0 Total Split (%) 17.8% 44.4% 14.4% 41.1% 16.7% 24.4% 16.7% 24.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 10.8 35.2 8.4 30.0 9.5 9.8 10.1 13.2 Actuated g/C Ratio 0.14 0.46 0.11 0.39 0.12 0.13 0.13 0.17 v/c Ratio 0.63 0.76 0.55 0.78 0.53 0.44 0.61 0.51 Control Delay 46.5 23.0 47.4 26.2 43.9 28.1 46.9 21.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.5 23.0 47.4 26.2 43.9 28.1 46.9 21.6 LOS D C D C D C D C Approach Delay 25.7 28.1 36.1 32.4 Approach LOS C C D C Queue Length 50th (ft) 76 260 51 236 55 35 68 41 E-8 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 BASELINE CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) #164 396 #119 357 115 82 #151 105 Internal Link Dist (ft) 903 328 587 287 Turn Bay Length (ft) 125 200 175 125 Base Capacity (vph) 282 1667 211 1537 258 441 258 471 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 0.56 0.72 0.50 0.70 0.45 0.25 0.55 0.40 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 77.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 28.1 Intersection LOS: C Intersection Capacity Utilization 67.1% 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: Union Ave NE & NE 4th St E-9 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 4: NE 4th St & Access Driveway (S)2024 BASELINE CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 1102 1033 21 0 37 Future Vol, veh/h 49 1102 1033 21 0 37 Conflicting Peds, #/hr 7 0 0 7 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 52 1172 1099 22 0 39 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1128 0 - 0 - 568 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.12 - - - - 6.92 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.21 - - - - 3.31 Pot Cap-1 Maneuver 621 - - - 0 469 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 617 - - - - 466 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.5 0 13.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 617 - - - 466 HCM Lane V/C Ratio 0.084 - - - 0.084 HCM Control Delay (s) 11.4 - - - 13.4 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.3 - - - 0.3 E-10 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 1: Union Ave NE & Access Driveway (N)2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 22 336 8 25 376 Future Vol, veh/h 15 22 336 8 25 376 Conflicting Peds, #/hr 0 0 0 6 6 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 91 91 91 91 91 91 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 24 369 9 27 413 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 847 195 0 0 384 0 Stage 1 380 - - - - - Stage 2 467 - - - - - Critical Hdwy 6.63 6.93 - - 4.13 - Critical Hdwy Stg 1 5.83 - - - - - Critical Hdwy Stg 2 5.43 - - - - - Follow-up Hdwy 3.519 3.319 - - 2.219 - Pot Cap-1 Maneuver 316 814 - - 1173 - Stage 1 662 - - - - - Stage 2 630 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 305 810 - - 1167 - Mov Cap-2 Maneuver 305 - - - - - Stage 1 659 - - - - - Stage 2 611 - - - - - Approach WB NB SB HCM Control Delay, s 13.1 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 485 1167 - HCM Lane V/C Ratio - - 0.084 0.024 - HCM Control Delay (s) - - 13.1 8.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0.1 - E-11 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 2: Union Ave NE & Driveway/Access Driveway (W)2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 6.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 2 84 0 108 0 254 89 102 310 0 Future Vol, veh/h 1 2 2 84 0 108 0 254 89 102 310 0 Conflicting Peds, #/hr 0 0 0 0 0 0 3 0 7 7 0 3 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 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 1 2 2 94 0 121 0 285 100 115 348 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 724 973 351 922 923 200 351 0 0 392 0 0 Stage 1 581 581 - 342 342 - - - - - - - Stage 2 143 392 - 580 581 - - - - - - - Critical Hdwy 7.33 6.53 6.23 7.33 6.53 6.93 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.53 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.219 - - 2.219 - - Pot Cap-1 Maneuver 327 251 692 238 269 808 1206 - - 1165 - - Stage 1 499 499 - 647 637 - - - - - - - Stage 2 846 606 - 499 499 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 251 218 690 212 234 803 1203 - - 1158 - - Mov Cap-2 Maneuver 251 218 - 212 234 - - - - - - - Stage 1 498 437 - 643 633 - - - - - - - Stage 2 718 602 - 434 437 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.8 28.6 0 2.1 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1203 - - 311 362 1158 - - HCM Lane V/C Ratio - - - 0.018 0.596 0.099 - - HCM Control Delay (s) 0 - - 16.8 28.6 8.4 0 - HCM Lane LOS A - - C D A A - HCM 95th %tile Q(veh) 0 - - 0.1 3.7 0.3 - - E-12 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 176 964 128 97 901 84 106 59 46 160 59 148 Future Volume (vph) 176 964 128 97 901 84 106 59 46 160 59 148 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 0 200 0 175 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 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.98 Frt 0.982 0.987 0.934 0.893 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3463 0 1770 3488 0 1770 1723 0 1770 1633 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1764 3463 0 1762 3488 0 1752 1723 0 1754 1633 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 19 12 40 131 Link Speed (mph) 30 30 30 30 Link Distance (ft) 983 408 667 367 Travel Time (s) 22.3 9.3 15.2 8.3 Confl. Peds. (#/hr) 8 4 8 4 8 6 6 8 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) 191 1187 0 105 1070 0 115 114 0 174 225 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 17.0 39.0 12.0 34.0 14.0 23.0 16.0 25.0 Total Split (%) 18.9% 43.3% 13.3% 37.8% 15.6% 25.6% 17.8% 27.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Act Effct Green (s) 12.0 35.6 7.8 28.7 9.1 9.4 11.2 14.2 Actuated g/C Ratio 0.15 0.46 0.10 0.37 0.12 0.12 0.14 0.18 v/c Ratio 0.70 0.74 0.59 0.82 0.56 0.47 0.68 0.56 Control Delay 47.6 22.4 51.1 29.5 45.3 28.9 48.3 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.6 22.4 51.1 29.5 45.3 28.9 48.3 19.9 LOS D C D C D C D B Approach Delay 25.9 31.4 37.1 32.3 Approach LOS C C D C Queue Length 50th (ft) 90 251 51 244 55 35 83 44 E-13 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 Lanes, Volumes, Timings 3: Union Ave NE & NE 4th St 2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) #196 384 #127 #400 #115 82 #184 113 Internal Link Dist (ft) 903 328 587 287 Turn Bay Length (ft) 125 200 175 125 Base Capacity (vph) 301 1607 185 1375 231 457 278 543 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 0.63 0.74 0.57 0.78 0.50 0.25 0.63 0.41 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 77.5 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 69.5% 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: Union Ave NE & NE 4th St E-14 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 HCM 6th TWSC 4: NE 4th St & Access Driveway (S)2024 FUTURE WITH DEVELOPMENT CONDITIONS GODDARD PM PEAK-HOUR KIMLEY-HORN & ASSOCIATES, INC. [JMM #090222120] Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 49 1118 1033 35 0 37 Future Vol, veh/h 49 1118 1033 35 0 37 Conflicting Peds, #/hr 7 0 0 7 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 75 - - - - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 1 1 1 1 1 1 Mvmt Flow 52 1189 1099 37 0 39 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1143 0 - 0 - 575 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy 4.12 - - - - 6.92 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy 2.21 - - - - 3.31 Pot Cap-1 Maneuver 613 - - - 0 464 Stage 1 - - - - 0 - Stage 2 - - - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver 609 - - - - 461 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB SB HCM Control Delay, s 0.5 0 13.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 609 - - - 461 HCM Lane V/C Ratio 0.086 - - - 0.085 HCM Control Delay (s) 11.5 - - - 13.5 HCM Lane LOS B - - - B HCM 95th %tile Q(veh) 0.3 - - - 0.3 E-15 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 F Collision Data DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 F-1DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 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 UNION AVE NE NE 4TH PL 207 F N E930641 2019-06-11 21:53 No Apparent Injury 0 0 2 0 0 One parked--one moving UNION AVE NE NE 4TH PL 83 F S E902332 2019-03-13 20:35 Possible Injury 1 0 2 0 0 Entering at angle UNION AVE NE NE 4TH PL 76 F S E923965 2019-05-19 10:30 Suspected Minor Injury 2 0 2 0 0 Entering at angle UNION AVE NE NE 4TH PL 74 F S E750672 2017-12-22 15:00 Possible Injury 1 0 2 0 0 Entering at angle UNION AVE NE NE 4TH PL 74 F S E788366 2018-04-13 15:00 No Apparent Injury 0 0 2 0 0 Entering at angle UNION AVE NE NE 4TH ST 0 EB68883 2021-09-14 07:08 No Apparent Injury 0 0 2 0 0 Entering at angle UNION AVE NE NE 4TH ST 50 F N E676478 2017-05-22 16:10 No Apparent Injury 0 0 2 0 0 Entering at angle UNION AVE NE NE 4TH ST 0 E785717 2018-02-18 19:49 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - sideswipe UNION AVE NE NE 4TH ST 108 F N EB16009 2021-03-23 08:40 No Apparent Injury 0 0 2 0 0 From same direction - one left turn - one straight UNION AVE NE NE 4TH ST 0 E888082 2019-01-25 15:20 No Apparent Injury 0 0 2 0 0 From same direction - one right turn - one straight UNION AVE NE NE 4TH ST 0 EA12512 2020-02-07 18:22 Suspected Minor Injury 1 0 1 1 0 Vehicle turning right hits pedestrian UNION AVE NE NE 4TH ST 0 E634813 2017-01-09 07:15 Suspected Minor Injury 1 0 1 1 0 Vehicle turning right hits pedestrian NE 4TH ST UNION AVE NE 0 EB36723 2021-06-07 07:25 Possible Injury 2 0 2 0 0 Entering at angle NE 4TH ST UNION AVE NE 0 E648826 2017-02-23 08:05 No Apparent Injury 0 0 3 0 0 Entering at angle NE 4TH ST UNION AVE NE 0 E719566 2017-09-23 23:37 Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight NE 4TH ST UNION AVE NE 0 E634996 2017-01-14 23:14 Suspected Minor Injury 2 0 2 0 0 From opposite direction - one left turn - one straight NE 4TH ST UNION AVE NE 0 E642887 2017-02-12 17:35 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end NE 4TH ST UNION AVE NE 0 E841060 2018-09-16 9:16 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end NE 4TH ST UNION AVE NE 81 F W EA18096 2020-02-12 8:03 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - both moving - sideswipe NE 4TH ST UNION AVE NE 86 F W E909741 2019-04-08 12:05 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - both moving - sideswipe NE 4TH ST UNION AVE NE 30 F W EA39984 2020-06-14 15:29 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end NE 4TH ST UNION AVE NE 70 F W E860559 2018-11-13 14:36 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end NE 4TH ST UNION AVE NE 0 E967670 2019-10-05 23:30 Possible Injury 1 0 2 0 0 From same direction - one right turn - one straight NE 4TH ST UNION AVE NE 0 EB57752 2021-08-12 23:52 No Apparent Injury 0 0 1 0 0 Utility Pole NE 4TH ST UNION AVE NE 395 F E E936303 2019-06-01 9:13 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight NE 4TH ST UNION AVE NE 400 F E E636810 2017-01-11 18:05 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe NE 4TH ST UNION AVE NE 400 F E E876021 2018-12-24 13:18 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end F-2DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 G House Bill 1331 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 FINAL BILL REPORT SHB 1331 C 72 L 21 Synopsis as Enacted Brief Description: Concerning early learning facility impact fees. Sponsors: House Committee on Local Government (originally sponsored by Representatives Harris-Talley, Senn, Berry, Callan, Fitzgibbon, Wicks, Ortiz-Self, Chopp, Davis, Valdez, Bateman, Eslick, Ormsby, Lovick, Fey, Berg, Rule, Lekanoff, Frame, Duerr, Pollet, Macri, Slatter and Peterson). House Committee on Local Government Senate Committee on Housing & Local Government Background: Impact fees are assessed by a local government on a new development to help pay for the increased services that will be required because of that development. For example, if a new residential development would require increased school facilities for the new residents, then an impact fee could be assessed to pay for the facilities. Approval of a new development may be conditioned on the payment of impact fees. Local governments planning under the Growth Management Act are authorized to impose impact fees for public streets, publicly owned parks and recreation facilities, school facilities, and fire protection facilities. This authority is contingent on the local government revising its comprehensive plan to identify current deficiencies in public facilities serving existing development and how those deficiencies will be eliminated within a reasonable period of time, the additional demands placed on existing public facilities by new development, and the additional public facility improvements required to serve new development. Impact fees may only be used on public facilities that are included in the capital facilities element of the comprehensive plan, that are reasonably related to the new development, that are designed to provide service areas to the community at large, and that will also reasonably benefit the new development. These new facilities may not be solely financed through impact fees. In addition, impact This analysis was prepared by non-partisan legislative staff for the use of legislative members in their deliberations. This analysis is not part of the legislation nor does it constitute a statement of legislative intent. SHB 1331- 1 -House Bill Report G - 1 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 fees may not be used to correct preexisting deficiencies in current public facilities, and the impact fees assessed may not exceed a proportionate share of the costs of a facility that are reasonably related to the new development. The local government may provide exemptions from impact fees for low-income housing or other development activities with a broad public purpose. If the local government does provide an exemption, then the impact fee that would have been paid by the development must instead be paid from public funds. An exemption of up to 80 percent of impact fees may be provided for affordable housing without a requirement that the exempted fee be paid from public funds other than impact fee accounts. If a full fee exemption is granted, then 20 percent of the fee that would have been paid must be paid from public funds other than impact fee accounts. Any such exemption must be conditioned on the developer recording a covenant that prohibits the property from being used for anything other than low-income housing. If the property is converted to another use, the property owner must pay the applicable impact fees in effect at the time of conversion. The ordinance establishing impact fees must include a schedule of impact fees for each type of development activity. Impact fees must generally be collected prior to construction, and must be kept in a separate account depending on the type of public facility for which it was collected. Local governments collecting impact fees must produce an annual report detailing the fees that have been collected and for what they have been used. If impact fees are not used within 10 years of collection, they generally must be returned. A developer who has paid an impact fee may receive a refund if the development does not proceed and no impact materializes. Summary: Development activities with a broad public purpose that a local government may exempt from impact fees include the development of an early learning facility. An early learning facility is a facility providing regularly scheduled care for a group of children one month of age through 12 years of age for periods of less than 24 hours. A local government may exempt an early learning facility from up to 80 percent of impact fees without being required to pay the exempted portion of the fee from public funds other than the impact fee account. A local government may exempt an early learning facility from all impact fees without a requirement for the local government to pay the fee from public funds other than the impact fee account if the local government requires the developer to record a covenant with the county auditor or recording officer requiring that: at least 25 percent of the children and families using the early learning facility qualify for state subsidized child care. The covenant must also provide that if the early learning facility does not have at least 25 percent of the children and families using the facility qualified for state subsidized childcare at any point during a calendar year, then the property owner must pay, within 90 days of the local government informing the property owner of the breach, 20 percent of the impact fee that would have been originally imposed had there been no exemption, with any balance remaining thereafter operating as a lien on the property; and • SHB 1331- 2 -House Bill Report G - 2 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 if the property is converted to a different use, the property owner must pay the applicable impact fees in effect at the time of conversion. • A local government that grants an exemption to an early learning facility may not collect the revenue lost through the exemption by increasing unrelated impact fees. If a school district would receive a school impact fee because of the development, then the district must approve any exemption. A local government may not impose an impact fee on development activities of an early learning facility greater than those imposed on commercial retail or commercial office development activities that generate a similar number, volume, type, and duration of vehicle trips. In a facility or development that has more than one use, the impact fee limitations and potential exemptions applicable to an early learning facility only apply to that portion of the development or facility that is developed as an early learning facility. In such a development, the impact fee imposed on the early learning facility may not exceed the lowest impact fee imposed on comparable businesses in the same facility or development. Votes on Final Passage: House 73 25 Senate 35 13 Effective:July 25, 2021 SHB 1331- 3 -House Bill Report G - 3 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 G - 4 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 G - 5 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 G - 6 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 G - 7 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 G - 8 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 H Site Plan DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 H-1 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47 H-2 DocuSign Envelope ID: 108D365A-BF86-40BD-88FF-CF3D617C2D47