Weaver Road Senior Housing Traffic Impact Analysis

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1 Gibson Traffic Consultants, Inc Rockefeller Avenue Suite B Everett, WA Weaver Road Senior Housing Traffic Impact Analysis Jurisdiction: City of Snohomish January 218 GTC #17-37

2 Weaver Road Senior Housing Traffic Impact Analysis TABLE OF CONTENTS 1. DEVELOPMENT IDENTIFICATION METHODOLOGY TRIP GENERATION TRIP DISTRIBUTION INTERSECTION LEVEL OF SERVICE ANALYSIS Turning Movement Volumes Existing Turning Movements Baseline Turning Movements Future with Development Turning Movements Intersection Level of Service Analysis Summary TRAFFIC MITIGATION FEES Development-Specific Off-Site Mitigation City of Snohomish Traffic Mitigation Fee CONCLUSIONS LIST OF FIGURES Figure 1: Site Vicinity Map... 2 Figure 2: AM Peak-Hour Trip Distribution... 5 Figure 3: PM Peak-Hour Trip Distribution... 6 Figure 4: Existing Turning Movements... 8 Figure 5: 22 Baseline Turning Movements... 9 Figure 6: 22 Future with Development Turning Movements... 1 LIST OF TABLES Table 1: Level of Service Criteria for Intersections... 3 Table 2: Trip Generation Summary... 4 Table 3: Intersection Level of Service Summary PM Peak-hour ATTACHMENTS Trip Generation Data... A Count Data and Turning Movement Calculations... B Level of Service Calculations... C Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com i GTC #17-37

3 Weaver Road Senior Housing Traffic Impact Analysis 1. DEVELOPMENT IDENTIFICATION Gibson Traffic Consultants, Inc. (GTC) has been retained to provide a traffic impact analysis for the proposed Weaver Road Senior Housing development. Brad Lincoln, 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. The Weaver Road Senior Housing development is located on the south side of Weaver Road, west Bickford Avenue. The development is proposed to consist of 1 attached senior housing units on a vacant parcel. The proposed development is expected to be fully constructed and occupied by the end of 22. Therefore, 22 was utilized as the developments horizon year for future analysis. The development is proposed to have two accesses to Weaver Road. A site vicinity map has been included in Figure METHODOLOGY Data contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 1 th Edition (217) has been used for the proposed use. The distribution of trips generated by the site is based on surrounding land uses. The analysis contained in this report is based on scoping discussions with City of Snohomish staff. The following intersections have therefore been analyzed as part of this report: 1. Bickford Avenue at Weaver Road 2. Bickford Avenue at 19 th Place/Bickford Cut-Off 3. Bickford Avenue at 15 th Street/Avenue D The peak-hour level of service (LOS) analysis calculations were completed using the Synchro 9.1, Build 914 software for unsignalized and signalized intersections. The Sidra 6.1 software has been utilized for roundabout intersections. These software packages apply the operational analysis methodology of the current Highway Capacity Manual (HCM). Traffic congestion is generally measured in terms of level of service. In accordance with the 21 HCM, 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. The level of service criteria is summarized in Table 1. The level of service at two-way stop-controlled intersections is based on the average delay of the worst approach. The level of service at signalized and all-way stop-controlled intersections is based on the average delay for all approaches. Geometric characteristics and conflicting traffic movements are taken into consideration when determining level of service values. The roundabout analysis in this report has been performed based on the Washington State Department of Transportation (WSDOT) roundabout analysis policy. WSDOT evaluates roundabouts on volume-to-capacity (v/c) ratio with.92 being the threshold for acceptable operations using the HCM 2 methodology. The level of service from Sidra has also been summarized in this report. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 1 GTC #17-37

4 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 56TH ST SE BUNK FOSS RD S MACHIAS RD 64TH ST SE WEAVER RD SITE #1 #2 PARK AVE 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE #3 BONNEVILLE AVE 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND #X SITE LOCATION STUDY INTERSECTION 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 1 SITE VICINITY MAP

5 Weaver Road Senior Housing Traffic Impact Analysis Table 1: Level of Service Criteria for Intersections Level of 1 Expected Intersection Control Delay (Seconds per Vehicle) Service Delay Unsignalized Intersections Signalized Intersections A Little/No Delay <1 <1 B Short Delays >1 and <15 >1 and <2 C Average Delays >15 and <25 >2 and <35 D Long Delays >25 and <35 >35 and <55 E Very Long Delays >35 and <5 >55 and <8 F Extreme Delays 2 >5 >8 The acceptable level of service for intersections within the City of Snohomish is LOS D. The intersections of Bickford Avenue at Weaver Road and 19 th Place/Bickford Cut-Off are currently two-way stop-controlled intersections. The City of Snohomish has identified improvements to these intersections in the Transportation Improvement Plan (TIP) Priority List. The analysis in this report has been performed for the existing conditions, 22 baseline conditions and 22 future with development conditions during the weekday PM peakhour. 3. TRIP GENERATION The trip generation calculations for the Weaver Road Senior Housing development are based on the average trip generation rates for ITE Land Use Code 252, Senior Adult Housing Attached, from ITE Trip Generation Manual, 1 th Edition (217). The trip generation of the 1 units of the Weaver Road Senior Housing development is summarized in Table 2. 1 Source: Highway Capacity Manual 21. 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. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 3 GTC #17-37

6 Weaver Road Senior Housing Traffic Impact Analysis 1 Attached Senior Housing Units Table 2: Trip Generation Summary Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total Generation Rate 3.7 trips per unit.2 trips per unit.26 trips per unit Splits 5% 5% 1% 35% 65% 1% 55% 45% 1% Trips The Weaver Road Senior Housing development is anticipated to generate 37 new average daily trips with 2 new AM peak-hour trips and 26 new PM peak-hour trips. The ITE trip generation data is included in the attachments. 4. TRIP DISTRIBUTION Trip distribution and traffic assignment for the proposed development is based on surrounding land uses. It is estimated that 65% of the development s trips will travel along Bickford Avenue, forty percent to and from the south and twenty-five percent to and from the north. Approximately 25% of development s trips will travel along SR-9, fifteen percent to and from the south and ten percent to and from the north. The remaining 1% of the development s trips are anticipated to be local trips north of the site. Detailed trip distributions showing the AM peak-hour trips and the PM peakhour trips are included in Figure 2 and Figure 3, respectively. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 4 GTC #17-37

7 37 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE TH ST SE LOCAL BUNK FOSS RD S MACHIAS RD 64TH ST SE WEAVER RD SITE PARK AVE 89TH AVE SE 72ND ST SE RIVERVIEW RD 85TH AVE SE BONNEVILLE AVE AVENUE D MAPLE AVE 131ST AVE SE 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND AWDT AM PEAK XX NEW DAILY TRAFFIC NEW PEAK-HOUR TRIPS TRIP DISTRIBUTION % 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 2 DEVELOPMENT TRIP DISTRIBUTION AM PEAK-HOUR

8 37 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE TH ST SE LOCAL BUNK FOSS RD S MACHIAS RD 64TH ST SE WEAVER RD SITE PARK AVE 89TH AVE SE 72ND ST SE RIVERVIEW RD 85TH AVE SE BONNEVILLE AVE AVENUE D MAPLE AVE 131ST AVE SE 88TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND AWDT PM PEAK XX NEW DAILY TRAFFIC NEW PEAK-HOUR TRIPS TRIP DISTRIBUTION % 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 3 DEVELOPMENT TRIP DISTRIBUTION PM PEAK-HOUR

9 Weaver Road Senior Housing Traffic Impact Analysis 5. INTERSECTION LEVEL OF SERVICE ANALYSIS Level of service analysis has been performed for the following study intersections: 1. Bickford Avenue at Weaver Road 2. Bickford Avenue at 19 th Place/Bickford Cut-Off 3. Bickford Avenue at 15 th Street/Avenue D The analysis uses the existing channelization at the study intersection as well as the existing peakhour factors and heavy-vehicle factors. The City of Snohomish has planned improvements for the intersections of Bickford Avenue at Weaver Road and 19 th Place/Bickford Cut-Off; however, it is not clear in the latest TIP what those improvements are. The 22 baseline and 22 future with development level of service analysis for these intersections have therefore been analyzed with the existing channelization and control and assuming the improvements will be signalization. 5.1 Turning Movement Volumes Existing Turning Movements Existing counts were collected at the study intersection by the independent counting firm Traffic Data Gathering (TDG) in December 217 for the PM peak-hour. The existing turning movement volumes at the study intersections are shown in Figure 4 for the PM peak-hour. The count data is also included in the attachments Baseline Turning Movements The 22 baseline turning movements have been calculated by applying a 2% annually compounding growth rate to the existing turning movements. The 22 baseline turning movements at the study intersections are shown in Figure 5 PM peak-hour Future with Development Turning Movements The 22 future with development turning movements have been calculated by adding the trips generated by the development to the 22 baseline turning movements. The 22 future with development turning movements are shown in Figure 6 for the PM peak-hour. The turning movement calculations are also included in the attachments. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 7 GTC #17-37

10 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 64TH ST SE WEAVER RD 56TH ST SE SITE , BUNK FOSS RD PARK AVE S MACHIAS RD 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE BONNEVILLE AVE TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 4 EXISTING TURNING MOVEMENTS

11 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 64TH ST SE WEAVER RD 56TH ST SE SITE , BUNK FOSS RD PARK AVE S MACHIAS RD 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE BONNEVILLE AVE TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 5 22 BASELINE TURNING MOVEMENTS

12 92ND ST SE FOBES RD BICKFORD AVE 83RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE 131ST AVE SE 87TH AVE SE 13RD AVE SE SKIPLEY RD 6TH ST SE 64TH ST SE WEAVER RD 56TH ST SE SITE , BUNK FOSS RD PARK AVE S MACHIAS RD 72ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE BONNEVILLE AVE TH ST SE AIRPORT WAY 2ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS WEAVER ROAD SENIOR HOUSING 1 ATTACHED UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES 1/8/18 TRAFFIC IMPACT STUDY GTC #17-37 FIGURE 6 22 FUTURE WITH DEVELOPMENT TURNING MOVEMENTS

13 Weaver Road Senior Housing Traffic Impact Analysis 5.2 Intersection Level of Service Analysis Summary The PM Peak-hour level of service analysis for the existing, 22 baseline and 22 future with development conditions for the study intersections is summarized in Table 3. Table 3: Intersection Level of Service Summary PM Peak-hour Intersection 1. Bickford Avenue at Weaver Road with TIP Improvements 2. Bickford Avenue at 19 th Place/Bickford Cut-Off with TIP Improvements 3. Bickford Avenue at 15 th Street/Avenue D Control Existing Conditions 22 Baseline Conditions 22 Future w/ Development Conditions LOS Delay LOS Delay LOS Delay Unsignalized F sec F 45.4 sec F 515. sec Signal B 12.2 sec B 13.4 sec Unsignalized F sec F sec F 41. sec Signal C 2.4 sec C 2.7 sec Roundabout A 9.2 sec.68 v/c B 11. sec.79 v/c B 11.2 sec.8 v/c The level of service analysis shows that the intersections of Bickford Avenue at Weaver Road and 19 th Place/Bickford Cut-Off are currently failing and will continue to fail with the current control and channelization. The analysis also shows that improvements to the intersections, which are included as part of the TIP, would allow the intersection to operate at acceptable levels with a signal. The intersection of Bickford Avenue at 15 th Street/Avenue D currently operates at LOS A and is anticipated to operate at LOS B with the development. Additionally, the v/c ratio will stay below the WSDOT threshold of.92 with the development. The level of service calculations are included in the attachments TRAFFIC MITIGATION FEES 6.1 Development-Specific Off-Site Mitigation The development will impact two intersections that are currently operating at LOS F. However, both of these intersections are planned to be improved as part of the Year TIP. A signal improvement as part of the TIP, without additional channelization, would allow the intersections to operate at LOS C or better. The Weaver Road Senior Housing development should therefore not have to construct or contribute additional improvements other than required site frontage improvements and standard traffic mitigation fees. 3 Vehicle volumes in the Sidra report print outs account for the peak-hour factors. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 11 GTC #17-37

14 Weaver Road Senior Housing Traffic Impact Analysis 6.2 City of Snohomish Traffic Mitigation Fee The City of Snohomish traffic mitigation fee is $1,63. per PM peak-hour trip. The Weaver Road Senior Housing development is anticipated to generate 26 PM peak-hour trips. The trip generation will result in City of Snohomish traffic mitigation fees of $41, CONCLUSIONS The Weaver Road Senior Housing development is proposed to consist of 1 attached senior residential units. The development is anticipated to generate 37 average daily trips with 2 AM peak-hour trips and 26 PM peak-hour trips. The level of service analysis shows that two study intersections currently operate at deficient LOS F. However, both intersections are scheduled for improvements as part of the TIP. Signal improvements at these intersections will allow them to operate at acceptable levels of service. The intersection of Bickford Avenue at 15 th Street/Avenue D currently operates at an acceptable level of service and is anticipated to remain at an acceptable level with the development. Off-site improvements should therefore not be required for the Weaver Road Senior Housing development. The total traffic mitigation fees for the development are $41,678., which is equivalent to $ for each of the 1 units. Gibson Traffic Consultants, Inc. January 218 info@gibsontraffic.com 12 GTC #17-37

15 Trip Generation Data A

16 A - 1

17 A - 2

18 A - 3

19 Count Data and Turning Movement Calculations B

20 TURNING MOVEMENTS DIAGRAM 4: PM - 6: PM PEAK HOUR: 4:3 PM TO 5:3 PM Peds = 1 Bickford Avenue Bicycles U-Turn 3 1,25 Weaver Road 85 6 Weaver Road Bicycles 8 Peds = 2 U-Turn 35 2 U-Turn Peds = Bicycles 31 INTERSECTION PEAK HOUR VOLUME IN OUT Bickford Avenue HV U-Turn SB 2.6% 1,23 NB 4.3% 2, WB.% 2, EB 3.% Bicycles PHF Peds = INTRS. 3.7%.97 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Weaver Road Snohomish, WA COUNTED BY: LH DATE OF COUNT: Wed. 12/6/17 REDUCED BY: CN TIME OF COUNT: 4: PM - 6: PM REDUCTION DATE: Thu. 12/7/17 WEATHER: Sunny B - 1

21 TURNING MOVEMENTS DIAGRAM 4: PM - 6: PM PEAK HOUR: 4:3 PM TO 5:3 PM Peds = Bickford Avenue Bicycles U-Turn 113 1,176 19th Place Bickford Cut-Off Bicycles 269 Peds = 2 U-Turn 23 3 U-Turn Peds = Bicycles 133 INTERSECTION PEAK HOUR VOLUME IN OUT Bickford Avenue HV U-Turn SB 2.2% 989 NB 4.3% 2,98 WB 4.5% 2,98 EB.6% Bicycles PHF Peds = INTRS. 3.4%.97 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Bickford Cut-Off/19th Place Snohomish, WA COUNTED BY: CN DATE OF COUNT: Wed. 12/6/17 REDUCED BY: CN TIME OF COUNT: 4: PM - 6: PM REDUCTION DATE: Thu. 12/7/17 WEATHER: Sunny B - 2

22 TURNING MOVEMENTS DIAGRAM 4: PM - 6: PM PEAK HOUR: 4: PM Peds = 2 TO 5: PM Bickford Avenue Bicycles U-Turn th Street Avenue D Bicycles 422 Peds = 6 U-Turn U-Turn Peds = Bicycles HV PHF INTERSECTION PEAK HOUR VOLUME IN OUT Avenue D U-Turn SB 2.5% 788 NB 4.6% 1,846 WB 3.6% 1,846 EB 4.5% Bicycles Peds = 4 INTRS. 3.7%.94 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Avenue D Snohomish, WA COUNTED BY: VT/CN DATE OF COUNT: Wed. 12/6/17 REDUCED BY: CN TIME OF COUNT: 4: PM - 6: PM REDUCTION DATE: Sun. 12/1/17 WEATHER: Sunny B - 3

23 1 Bickford Ave at Weaver Rd Synchro ID: 1 Existing 723 1,928 1,25 Average Weekday ,164 6 PM Peak Hour 52 Bickford Avenue 6 Year: 12/6/ Data Source: TDG 151 Weaver Road 2, Weaver Road 17 North Bickford Avenue , ,94 1,23 Future without Project 767 2,45 1,278 Average Weekday ,235 6 PM Peak Hour 55 Bickford Avenue 6 Year: Growth Rate = 2.% 35 2 Years of Growth = 3 16 Weaver Road 2,121 Weaver Road 17 North Total Growth = Bickford Avenue , ,2 1,276 Total Project Trips Average Weekday 6 5 PM Peak Hour 6 Bickford Avenue Weaver Road 24 Weaver Road North Bickford Avenue Future with Project 773 2,56 1,283 Average Weekday ,235 6 PM Peak Hour 61 Bickford Avenue Weaver Road 2,145 Weaver Road 17 North Bickford Avenue , ,33 1,283 B - 4

24 2 Bickford Ave at 19th Pl Synchro ID: 2 Existing 679 1,855 1,176 Average Weekday PM Peak Hour 32 Bickford Avenue 262 Year: 12/6/ Data Source: TDG th Place 2,98 Bickford Cut-Off 443 North Bickford Avenue , Future without Project 721 1,969 1,248 Average Weekday PM Peak Hour 34 Bickford Avenue 278 Year: Growth Rate = 2.% 45 3 Years of Growth = th Place 2,226 Bickford Cut-Off 469 North Total Growth = Bickford Avenue ,761 1,5 Total Project Trips Average Weekday PM Peak Hour Bickford Avenue th Place 13 Bickford Cut-Off 2 North 1 1 Bickford Avenue Future with Project 727 1,982 1,255 Average Weekday PM Peak Hour 34 Bickford Avenue th Place 2,239 Bickford Cut-Off 471 North Bickford Avenue ,772 1,56 B - 5

25 3 Bickford Ave at Ave D Synchro ID: 3 Existing 57 1,583 1,13 Average Weekday PM Peak Hour 54 U-Turn 9 Bickford Avenue 235 Year: 12/6/ U-Turn Data Source: TDG 78 15th Street 1,846 Avenue D 566 North Bickford Avenue 113 U-Turn , Future without Project 66 1,681 1,75 Average Weekday PM Peak Hour 57 U-Turn 1 Bickford Avenue 249 Year: Growth Rate = 2.% 1 U-Turn Years of Growth = th Street 1,96 Avenue D 6 North Total Growth = Bickford Avenue 12 U-Turn , Total Project Trips Average Weekday 5 6 PM Peak Hour U-Turn Bickford Avenue U-Turn 15th Street 11 Avenue D North Bickford Avenue U-Turn Future with Project 611 1,692 1,81 Average Weekday PM Peak Hour 57 U-Turn 1 Bickford Avenue U-Turn th Street 1,971 Avenue D 6 North Bickford Avenue 12 U-Turn , B - 6

26 Level of Service Calculations C

27 HCM 21 TWSC 1: Bickford Avenue & Weaver Road Weaver Road Senior Housing Intersection Int Delay, s/veh 11.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 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, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - F E B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon Existing Conditions Gibson Traffic Consultants, Inc. [BJL 17-37] PM Peak-Hour C - 1

28 HCM 21 TWSC 2: Bickford Avenue & 19th Place/Bickford Cut-Off Weaver Road Senior Housing Intersection Int Delay, s/veh 45.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 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, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS - F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A C F B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon Existing Conditions Gibson Traffic Consultants, Inc. [BJL 17-37] PM Peak-Hour C - 2

29 SITE LAYOUT Site: Existing Conditions 3 - Bickford Avenue at Avenue D Roundabout SIDRA INTERSECTION 6.1 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Created: Monday, January 8, 218 1:32:53 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 3

30 MOVEMENT SUMMARY Site: Existing Conditions 3 - Bickford Avenue at Avenue D Roundabout Movement Performance - Vehicles Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed veh/h % v/c sec veh ft per veh mph South: Bickford Avenue (NB) 3u U LOS B L LOS B T LOS A R LOS A Approach LOS A East: Avenue D (WB) 1u U LOS C L LOS C T LOS B R LOS B Approach LOS B North: Bickford Avenue (SB) 7u U LOS B L LOS B T LOS A R LOS A Approach LOS A West: 15th Street (EB) 5 L LOS B T LOS A R LOS A Approach LOS B All Vehicles LOS A Level of Service (LOS) Method: Delay (HCM 2). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Processed: Thursday, January 4, 218 1:25:59 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 4

31 HCM 21 TWSC 1: Bickford Avenue & Weaver Road Weaver Road Senior Housing Intersection Int Delay, s/veh 17.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 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, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB WB NB SB HCM Control Delay, s$ HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS A - - F F B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Baseline Conditions PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 5

32 Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 3% 3% 3% % % % 4% 4% 4% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 25.% 25.% 25.% 25.% 1.6% 64.4% 1.6% 64.4% 64.4% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS B A A B A A A Approach Delay Approach LOS B A B A Queue Length 5th (ft) Queue Length 95th (ft) 37 8 # Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 77.1 Natural Cycle: 12 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.86 Intersection Signal Delay: 12.2 Intersection LOS: B Intersection Capacity Utilization 8.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bickford Avenue & Weaver Road 22 Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 6

33 HCM 21 TWSC 2: Bickford Avenue & 19th Place/Bickford Cut-Off Weaver Road Senior Housing Intersection Int Delay, s/veh 63.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 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, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s $ HCM LOS - F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS A C F B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Baseline Conditions PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 7

34 Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 5% 5% 5% 4% 4% 4% 2% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 25.3% 25.3% 25.3% 25.3% 25.3% 1.7% 63.8% 1.9% 64.% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D A C A C B A Approach Delay Approach LOS B C C B Queue Length 5th (ft) Queue Length 95th (ft) #841 # Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 8.4 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.91 Intersection Signal Delay: 2.4 Intersection LOS: C Intersection Capacity Utilization 91.5% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bickford Avenue & 19th Place/Bickford Cut-Off 22 Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 8

35 SITE LAYOUT Site: 22 Baseline Conditions 3 - Bickford Avenue at Avenue D Roundabout SIDRA INTERSECTION 6.1 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Created: Monday, January 8, 218 1:32:54 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 9

36 MOVEMENT SUMMARY Site: 22 Baseline Conditions 3 - Bickford Avenue at Avenue D Roundabout Movement Performance - Vehicles Mov OD Demand Flows Deg. Average Level of 95% Back of Queue Prop. Effective Average ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed veh/h % v/c sec veh ft per veh mph South: Bickford Avenue (NB) 3u U LOS B L LOS B T LOS A R LOS A Approach LOS A East: Avenue D (WB) 1u U LOS C L LOS C T LOS C R LOS C Approach LOS C North: Bickford Avenue (SB) 7u U LOS B L LOS B T LOS A R LOS A Approach LOS A West: 15th Street (EB) 5 L LOS B T LOS A R LOS A Approach LOS B All Vehicles LOS B Level of Service (LOS) Method: Delay (HCM 2). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: GIBSON TRAFFIC CONSULTANTS Processed: Thursday, January 4, 218 1:25:59 PM Project: H:\217\17-37\Sidra\Weaver Rd Senior Housing.sip6 C - 1

37 HCM 21 TWSC 1: Bickford Avenue & Weaver Road Weaver Road Senior Housing Intersection Int Delay, s/veh 25.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 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, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver ~ Stage Stage Approach EB WB NB SB HCM Control Delay, s $ HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS A - - F F B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Future Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 11

38 Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 3% 3% 3% % % % 4% 4% 4% 3% 3% 3% Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 25.% 25.% 25.% 25.% 1.6% 64.4% 1.6% 64.4% 64.4% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None Min None Min Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS B A A B A A A Approach Delay Approach LOS B A B A Queue Length 5th (ft) Queue Length 95th (ft) 45 1 # Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 75.4 Natural Cycle: 12 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.87 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Bickford Avenue & Weaver Road 22 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 12

39 HCM 21 TWSC 2: Bickford Avenue & 19th Place/Bickford Cut-Off Weaver Road Senior Housing Intersection Int Delay, s/veh 65.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 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, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s $ HCM LOS - F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS A C F B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 3s +: Computation Not Defined *: All major volume in platoon 22 Future Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 13

40 Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) 1% 1% 1% 5% 5% 5% 4% 4% 4% 2% 2% 2% Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 25.3% 25.3% 25.3% 25.3% 25.3% 1.7% 63.8% 1.9% 64.% Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D A C A C B A Approach Delay Approach LOS B C C B Queue Length 5th (ft) Queue Length 95th (ft) #848 # Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] Weaver Road Senior Housing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Other Cycle Length: 9 Actuated Cycle Length: 81 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.91 Intersection Signal Delay: 2.7 Intersection LOS: C Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Bickford Avenue & 19th Place/Bickford Cut-Off 22 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [BJL 17-37] C - 14

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