Sweetwater Landing Traffic Impact Analysis

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1 Gibson Traffic Consultants, Inc. 8 Rockefeller Avenue Suite B Everett, WA Sweetwater Landing Traffic Impact Analysis Jurisdiction: City of Snohomish February 8 GTC #7-87

2 Sweetwater Landing Traffic Impact Analysis TABLE OF CONTENTS. 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.... SIGHT DISTANCE ANALYSIS TRAFFIC MITIGATION FEES Development-Specific Off-Site Mitigation City of Snohomish Traffic Mitigation Fee CONCLUSIONS... LIST OF FIGURES Figure : Site Vicinity Map... Figure : AM Peak-Hour Trip Distribution... 5 Figure : PM Peak-Hour Trip Distribution... Figure 4: Existing Turning Movements... 8 Figure 5: Baseline Turning Movements... 9 Figure : Future with Development Turning Movements... LIST OF TABLES Table : Level of Service Criteria for Intersections... Table : Trip Generation Summary... 4 Table : Intersection Level of Service Summary PM Peak-hour... Table 4: Sight Distance Summary... ATTACHMENTS Trip Generation Data... A Count Data and Turning Movement Calculations... B Level of Service Calculations... C Gibson Traffic Consultants, Inc. February 8 i GTC #7-87

3 Sweetwater Landing Traffic Impact Analysis. DEVELOPMENT IDENTIFICATION Gibson Traffic Consultants, Inc. (GTC) has been retained to provide a traffic impact analysis for the proposed Sweetwater Landing 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 Sweetwater Landing development is located on the south side of Weaver Road, west of Bickford Avenue. The development is proposed to consist of 7 single-family dwelling units on a vacant parcel. The proposed development is expected to be fully constructed and occupied by the end of. Therefore, was utilized as the developments horizon year for future analysis. The development is proposed to have one access 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, th Edition (7) has been used for the proposed use. The distribution of trips generated by the site is based on surrounding land uses. The only intersection that is anticipated to be impacted with or more PM peak-hour trips from the development is Bickford Avenue at Weaver Road. The peak-hour level of service (LOS) analysis calculations were completed using the Synchro 9., Build 94 software for unsignalized and signalized intersections. This software package applies 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 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. 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 stopcontrolled 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. Gibson Traffic Consultants, Inc. February 8 GTC #7-87

4 9ND ST SE FOBES RD BICKFORD AVE 8RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE ST AVE SE 87TH AVE SE RD AVE SE SKIPLEY RD TH ST SE 5TH ST SE BUNK FOSS RD S MACHIAS RD 4TH ST SE WEAVER RD SITE # PARK AVE 7ND ST SE RIVERVIEW RD AVENUE D 89TH AVE SE BONNEVILLE AVE 88TH ST SE AIRPORT WAY ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS SWEETWATER LANDING 7 NEW SINGLE-FAMILY RESIDENTIAL UNITS CITY OF SNOHOMISH LEGEND #X SITE LOCATION STUDY INTERSECTION //8 TRAFFIC IMPACT STUDY GTC #7-87 FIGURE SITE VICINITY MAP

5 Sweetwater Landing Traffic Impact Analysis Table : Level of Service Criteria for Intersections Level of Expected Intersection Control Delay (Seconds per Vehicle) Service Delay Unsignalized Intersections Signalized Intersections A Little/No Delay < < B Short Delays > and <5 > and < C Average Delays >5 and <5 > and <5 D Long Delays >5 and <5 >5 and <55 E Very Long Delays >5 and <5 >55 and <8 F Extreme Delays >5 >8 The acceptable level of service for intersections within the City of Snohomish is LOS D. The intersection of Bickford Avenue at Weaver Road is currently a two-way stop-controlled intersection. The City of Snohomish has identified improvements to this intersection in the 8- Transportation Improvement Plan (TIP) Priority List. The analysis in this report has been performed for the existing conditions, baseline conditions and future with development conditions during the weekday PM peak-hour.. TRIP GENERATION The trip generation calculations for the Sweetwater Landing development are based on the average trip generation rates for ITE Land Use Code, Single-Family Detached Housing, from ITE Trip Generation Manual, th Edition (7). The trip generation of the 7 units of the Sweetwater Landing development is summarized in Table. Source: Highway Capacity Manual. 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. 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. February 8 GTC #7-87

6 Sweetwater Landing Traffic Impact Analysis Table : Trip Generation Summary 7 Single-Family Detached Units Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total Generation Rate 9.44 trips per unit.74 trips per unit.99 trips per unit Splits 5% 5% % 5% 75% % % 7% % Trips The Sweetwater Landing development is anticipated to generate new average daily trips with new AM peak-hour trips and 7 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 45% of the development s trips will travel to and from the north along Bickford Avenue. The remaining 55% of the development s trips will travel to and from the south, fifteen percent along 89 th Avenue SE, twenty-five percent along SR-9 and fifteen percent along Avenue D. Detailed trip distributions showing the AM peak-hour trips and the PM peak-hour trips are included in Figure and Figure, respectively. 5. INTERSECTION LEVEL OF SERVICE ANALYSIS Level of service analysis has been performed for the intersection of Bickford Avenue at Weaver Road, which is the only off-site intersection impacted with or more PM peak-hour trips. The analysis uses the existing channelization at the study intersection as well as the existing peak-hour factors and heavy-vehicle factors. The City of Snohomish has planned improvements for the intersection of Bickford Avenue at Weaver Road; however, it is not clear in the latest TIP what those improvements are. The baseline and future with development level of service analysis for these intersections has therefore been analyzed with the existing channelization and control and assuming the improvements will be signalization. Gibson Traffic Consultants, Inc. February 8 4 GTC #7-87

7 9ND ST SE FOBES RD BICKFORD AVE 8RD AVE SE THREE LAKES RD 85TH AVE SE 87TH AVE SE RD AVE SE SKIPLEY RD TH ST SE 5TH ST SE BUNK FOSS RD S MACHIAS RD 4TH ST SE WEAVER RD SITE 89TH AVE SE PARK AVE 7ND ST SE RIVERVIEW RD BONNEVILLE AVE AVENUE D 4 5 MAPLE AVE ST AVE SE 88TH ST SE AIRPORT WAY ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS SWEETWATER LANDING 7 NEW SINGLE-FAMILY RESIDENTIAL UNITS CITY OF SNOHOMISH LEGEND AWDT AM PEAK XX NEW DAILY TRAFFIC NEW PEAK-HOUR TRIPS TRIP DISTRIBUTION % //8 TRAFFIC IMPACT STUDY GTC #7-87 FIGURE DEVELOPMENT TRIP DISTRIBUTION AM PEAK-HOUR

8 9ND ST SE FOBES RD BICKFORD AVE 8RD AVE SE THREE LAKES RD 85TH AVE SE 87TH AVE SE RD AVE SE SKIPLEY RD TH ST SE 5TH ST SE 745 BUNK FOSS RD S MACHIAS RD 4TH ST SE WEAVER RD 5 SITE 89TH AVE SE PARK AVE 7ND ST SE RIVERVIEW RD BONNEVILLE AVE AVENUE D 4 5 MAPLE AVE ST AVE SE 88TH ST SE AIRPORT WAY ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS SWEETWATER LANDING 7 NEW SINGLE-FAMILY RESIDENTIAL UNITS CITY OF SNOHOMISH LEGEND AWDT PM PEAK XX NEW DAILY TRAFFIC NEW PEAK-HOUR TRIPS TRIP DISTRIBUTION % //8 TRAFFIC IMPACT STUDY GTC #7-87 FIGURE DEVELOPMENT TRIP DISTRIBUTION PM PEAK-HOUR

9 Sweetwater Landing Traffic Impact Analysis 5. Turning Movement Volumes 5... Existing Turning Movements Existing counts were collected at the study intersection by the independent counting firm Traffic Data Gathering (TDG) in December 7 for the PM peak-hour. The existing turning movement volumes at the study intersection are shown in Figure 4 for the PM peak-hour. The count data is also included in the attachments Baseline Turning Movements The baseline turning movements have been calculated by applying a % annually compounding growth rate to the existing turning movements. The baseline turning movements at the study intersection are shown in Figure 5 PM peak-hour Future with Development Turning Movements The future with development turning movements have been calculated by adding the trips generated by the development to the baseline turning movements. The future with development turning movements are shown in Figure for the PM peak-hour. The turning movement calculations are also included in the attachments. Gibson Traffic Consultants, Inc. February 8 7 GTC #7-87

10 9ND ST SE FOBES RD BICKFORD AVE 8RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE ST AVE SE 87TH AVE SE RD AVE SE SKIPLEY RD TH ST SE 5TH ST SE BUNK FOSS RD S MACHIAS RD 4TH ST SE WEAVER RD 89TH AVE SE SITE PARK AVE,4 7ND ST SE RIVERVIEW RD BONNEVILLE AVE AVENUE D 88TH ST SE AIRPORT WAY ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS SWEETWATER LANDING 7 NEW SINGLE-FAMILY RESIDENTIAL UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES //8 TRAFFIC IMPACT STUDY GTC #7-87 FIGURE 4 EXISTING TURNING MOVEMENTS PM PEAK-HOUR

11 9ND ST SE FOBES RD BICKFORD AVE 8RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE ST AVE SE 87TH AVE SE RD AVE SE SKIPLEY RD TH ST SE 5TH ST SE BUNK FOSS RD S MACHIAS RD 4TH ST SE WEAVER RD 89TH AVE SE SITE PARK AVE,5 5 7ND ST SE RIVERVIEW RD BONNEVILLE AVE AVENUE D 88TH ST SE AIRPORT WAY ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS SWEETWATER LANDING 7 NEW SINGLE-FAMILY RESIDENTIAL UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES //8 TRAFFIC IMPACT STUDY GTC #7-87 FIGURE 5 BASELINE TURNING MOVEMENTS PM PEAK-HOUR

12 9ND ST SE FOBES RD BICKFORD AVE 8RD AVE SE THREE LAKES RD 85TH AVE SE MAPLE AVE ST AVE SE 87TH AVE SE RD AVE SE SKIPLEY RD TH ST SE 5TH ST SE BUNK FOSS RD S MACHIAS RD 4TH ST SE WEAVER RD 89TH AVE SE SITE PARK AVE,5 4 7ND ST SE RIVERVIEW RD BONNEVILLE AVE AVENUE D 88TH ST SE AIRPORT WAY ND ST SE LINCOLN AVE N MARSH RD GIBSON TRAFFIC CONSULTANTS SWEETWATER LANDING 7 NEW SINGLE-FAMILY RESIDENTIAL UNITS CITY OF SNOHOMISH LEGEND XXX PM PEAK-HOUR TURNING MOVEMENT VOLUMES //8 TRAFFIC IMPACT STUDY GTC #7-87 FIGURE FUTURE WITH DEVELOPMENT TURNING MOVEMENTS PM PEAK-HOUR

13 Sweetwater Landing Traffic Impact Analysis 5. Intersection Level of Service Analysis Summary The PM peak-hour level of service analysis for the existing, baseline and future with development conditions for the study intersections is summarized in Table. Table : Intersection Level of Service Summary PM Peak-hour Intersection. Bickford Avenue at Weaver Road with TIP Improvements Control Existing Conditions Baseline Conditions Future w/ Development Conditions LOS Delay LOS Delay LOS Delay Unsignalized F 55.9 sec F 45.4 sec F 4. sec Signal B. sec B. sec The level of service analysis shows that the intersection of Bickford Avenue at Weaver Road is currently failing and will continue to fail with the current control and channelization. The analysis also shows that improvements to the intersection, which are included as part of the 8- TIP, would allow the intersection to operate at an acceptable level with a signal. The level of service calculations are included in the attachments.. SIGHT DISTANCE ANALYSIS The Sweetwater Landing access to Weaver Road has been evaluated to ensure there are adequate stopping and intersection sight distances. A speed study was performed along Weaver Road in the site vicinity and showed 85 th Percentile speeds of 5. mph in the westbound/northbound direction and 7.9 mph in the eastbound/southbound direction. The higher 7.9 mph 85 th Percentile speed has been utilized to evaluate the sight distance in both directions. The grade along Weaver Road have also been accounted for when determining the required stopping sight distance (grade is not a factor for the intersection sight distance). The approach from the south has a downgrade of approximately.7%, which results in an increase in the required stopping sight distance. The approach from the west/north has an upgrade, which results in a decrease in the required stopping sight distance. The required stopping and intersection sight distances have been determined based on guidelines from the American Associations and State Highway and Transportation Officials (AASHTO). The sight distance analysis is summarized in Table 4. Table 4: Sight Distance Summary Location Stopping Sight Distance Intersection Sight Distance Grade Required Available Required Available To South/West Downgrade.7% ft + ft 5 ft 5+ ft To North/East Upgrade 85 ft 85+ ft 5 ft 5+ ft The upgrade would reduce the required stopping sight distance, but no reduction has been applied to be conservative. Gibson Traffic Consultants, Inc. February 8 GTC #7-87

14 Sweetwater Landing Traffic Impact Analysis The sight distance analysis shows that there is anticipated to be adequate stopping and intersection sight distance at the Sweetwater Landing access. 7. TRAFFIC MITIGATION FEES 7. Development-Specific Off-Site Mitigation The development will impact one off-site intersection that is currently operating at LOS F. However, the intersection is planned to be improved as part of the 8- -Year TIP. A signal improvement as part of the TIP, without additional channelization, would allow the intersection to operate at LOS B or better. The Sweetwater Landing development should therefore not have to construct or contribute additional improvements other than required site frontage improvements and standard traffic mitigation fees. 7. City of Snohomish Traffic Mitigation Fee The City of Snohomish traffic mitigation fee is $,. per PM peak-hour trip. The Sweetwater Landing development is anticipated to generate 7 PM peak-hour trips. The trip generation will result in City of Snohomish traffic mitigation fees of $7, CONCLUSIONS The Sweetwater Landing development is proposed to consist of 7 single-family detached units. The development is anticipated to generate average daily trips with AM peak-hour trips and 7 PM peak-hour trips. The level of service analysis shows that the study intersection of Bickford Avenue at Weaver Road currently operates at deficient LOS F. However, the intersection is scheduled for improvements as part of the 8- TIP. Signalizing this intersection will allow it to operate at acceptable levels of service. Off-site improvements should therefore not be required for the Sweetwater Landing development. The total traffic mitigation fees for the development are $7,5.. Gibson Traffic Consultants, Inc. February 8 GTC #7-87

15 Trip Generation Data A

16 QÿRÿQ/SÿTB ÿ585ÿ 545ÿÿÿ *+,-./ÿÿ : 5&'8 #ÿ8 $55%8 (5584ÿ")8&))8!54ÿ"?/.F4BGAÿ?74/-+4B89Hÿ.B4./B=Iÿ9Hÿ.J4B= 545ÿÿ(558ÿ5ÿ!54ÿ" 88ÿO4ÿ8ÿP8 ;<./G=.ÿKG4. :>EE KGB=.ÿÿKG4.7 E>LÿMÿ:>N: 4GB5G/5ÿ?.<G4B > I 9I I 9I 9 I I9 I I9 NI 75ÿX5ÿP8 ÿ5 fghiÿklmlgnohpmÿqnmrnst4uÿt54bvb744+4.ÿÿq/gb7s/4g4bÿtb=b../7 ÿ'yzÿ[ÿ\]^_ÿ'ỳzÿaÿ_]bc 75ÿX5 Wd[ÿ\]^e V585ÿW85 A -

17 ÿ585ÿ 545ÿÿÿ 5/8 #ÿ8 $55%8& '58%ÿÿ(ÿ)*85ÿ55ÿ8(& #5ÿÿ+5!55ÿ,ÿ8ÿ-ÿ ÿ"8/8!54ÿ" 545ÿÿ558ÿ5ÿ!54ÿ" 88ÿ'4ÿ8ÿW8 DE78OF7ÿTO=7 GBU GCCÿVÿGB <=OK>O8>ÿH7E?O=?:K GB R RP R P P R RP R RP CR 75ÿ^5ÿW8 ÿ5 ÿÿ_ÿ`.,abcdÿeÿf.g` 75ÿ^5 ]h_ÿ`.g- )585ÿ]85 A -

18 ÿ585ÿ 545ÿÿÿ 5/8 #ÿ8 $55%8& '58%ÿÿ(ÿ)*85ÿ55ÿ8(& #5ÿÿ+5!55ÿ,ÿ8ÿ-ÿ ÿ"8/8!54ÿ" 545ÿÿ558ÿ5ÿ!54ÿ" 88ÿ'4ÿ8ÿX8 CD78NE7ÿUN=7 FBB FLLÿVÿFBW <=NJ>N8>ÿG7D?N=?:J FP R Rz R Rz z z R Rz R Rz PR 75ÿ_5ÿX8 ÿ5 ÿ`aÿbÿc.d-ÿèaÿfÿc.gc 75ÿ_5 ^hbÿc.dg )585ÿ^85 A -

19 Count Data and Turning Movement Calculations B

20 TURNING MOVEMENTS DIAGRAM 4: PM - : PM PEAK HOUR: 4: PM TO 5: PM Peds = Bickford Avenue Bicycles U-Turn,5 Weaver Road 85 Weaver Road Bicycles 8 Peds = U-Turn 5 U-Turn Peds = 9 Bicycles INTERSECTION PEAK HOUR VOLUME IN OUT Bickford Avenue 7 4 HV U-Turn SB.%, NB 4.%, WB.%, EB.% Bicycles PHF Peds = INTRS..7%.97 PHF = Peak Hour Factor HV = Heavy Vehicle Bickford Weaver Road Snohomish, WA COUNTED BY: LH DATE OF COUNT: Wed. //7 REDUCED BY: CN TIME OF COUNT: 4: PM - : PM REDUCTION DATE: Thu. /7/7 WEATHER: Sunny B -

21 Bickford Ave at Weaver Rd Synchro ID: Existing 7,98,5 Average Weekday 5 8 5,4 PM Peak Hour 5 Bickford Avenue Year: // Data Source: TDG 5 Weaver Road, Weaver Road 7 North 5 9 Bickford Avenue 8,4 7,94, Future without Project 77,4,79 Average Weekday ,5 PM Peak Hour 55 Bickford Avenue Year: 9 8 Growth Rate =.% 5 Years of Growth = Weaver Road, Weaver Road 8 North Total Growth =. 7 7 Bickford Avenue 79 5,5 744,,77 Total Project Trips 5 8 Average Weekday 5 PM Peak Hour 5 Bickford Avenue 5 5 Weaver Road 5 Weaver Road North 5 Bickford Avenue Future with Project 77,54,8 Average Weekday 79 4,5 PM Peak Hour Bickford Avenue Weaver Road,7 Weaver Road 8 North Bickford Avenue ,5 74,8,8 B -

22 Average (Mean). mph Minimum. mph Maximum.8 mph Pace Range mph 5 vehicles (88. %) 5 - < <. Site: Loc /7/7 Thursday Avg Location City/County, State Counter : Weaver Road w/o Bickford Avenue : Snohomish, WA : NT-844 TRAFFIC DATA GATHERING LAKE STEVENS, WA (45) Daily Speed mph : AM : AM : AM : AM 4: AM 5: AM : AM 7: AM 8: AM 9: AM : AM : AM : PM : PM : PM : PM 4: PM 5: PM : PM 7: PM 8: PM 9: PM : PM : PM Total < < < < < 5 WB 5 - < < < < < - < 5 Total % Percentile Speeds (mph) % 8. 5% 9. 5%. 85% 5. 9% 5.9 Speeds Exceeded 5 mph 8. % () 5 mph % () 45 mph % () 55 mph % () 5 mph % () 75 mph % () B -

23 Average (Mean) 4. mph Minimum.4 mph Maximum 5. mph Pace Range mph vehicles (88.8 %) 5 - < <. Site: Loc /7/7 Thursday Avg Location City/County, State Counter : Weaver Road w/o Bickford Avenue : Snohomish, WA : NT-844 TRAFFIC DATA GATHERING LAKE STEVENS, WA (45) Daily Speed mph : AM : AM : AM : AM 4: AM 5: AM : AM 7: AM 8: AM 9: AM : AM : AM : PM : PM : PM : PM 4: PM 5: PM : PM 7: PM 8: PM 9: PM : PM : PM Total < < < < < 5 EB 5 - < < < < < - < 5 Total % Percentile Speeds (mph) %. 5%. 5% 5. 85% 7.9 9% 8.7 Speeds Exceeded 5 mph 5. % (7) 5 mph. % () 45 mph % () 55 mph % () 5 mph % () 75 mph % () B - 4

24 Level of Service Calculations C

25 HCM TWSC : Bickford Avenue & Weaver Road Sweetwater Landing Intersection Int Delay, s/veh.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 Minor Minor Major Major Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap- Maneuver Stage Stage Platoon blocked, % Mov Cap- Maneuver ~ Mov Cap- Maneuver ~ Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLnWBLn 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 s +: Computation Not Defined *: All major volume in platoon Existing Conditions Gibson Traffic Consultants, Inc. [SPF #7-87] PM Peak-Hour C -

26 HCM TWSC : Bickford Avenue & Weaver Road Sweetwater Landing Intersection Int Delay, s/veh 7.9 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 Minor Minor Major Major Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap- Maneuver ~ Stage Stage Platoon blocked, % Mov Cap- Maneuver ~ Mov Cap- Maneuver ~ Stage Stage Approach EB WB NB SB HCM Control Delay, s$ HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLnWBLn 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 s +: Computation Not Defined *: All major volume in platoon Baseline Conditions PM Peak-Hour Gibson Traffic Consultants, Inc. [SPF #7-87] C -

27 Sweetwater Landing 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) 5 5 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 (%) % % % % % % 4% 4% 4% % % % Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Perm Protected Phases Permitted Phases 4 8 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 5.% 5.% 5.% 5.%.% 4.4%.% 4.4% 4.4% 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) 54 7 Queue Length 95th (ft) 7 8 # Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [SPF #7-87] Sweetwater Landing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) Turn Bay Length (ft) 5 5 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. Natural Cycle: Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.8 Intersection Signal Delay:. Intersection LOS: B Intersection Capacity Utilization 8.8% ICU Level of Service D Analysis Period (min) 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: : Bickford Avenue & Weaver Road Baseline Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [SPF #7-87] C -

28 HCM TWSC : Bickford Avenue & Weaver Road Sweetwater Landing Intersection Int Delay, s/veh.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 Minor Minor Major Major Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap- Maneuver ~ Stage Stage Platoon blocked, % Mov Cap- Maneuver ~ Mov Cap- Maneuver ~ Stage Stage Approach EB WB NB SB HCM Control Delay, s$ HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLnWBLn 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 s +: Computation Not Defined *: All major volume in platoon Future Conditions with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [SPF #7-87] C - 4

29 Sweetwater Landing 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) 5 5 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 (%) % % % % % % 4% 4% 4% % % % Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Perm Protected Phases Permitted Phases 4 8 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 5.% 5.% 5.% 5.%.% 4.4%.% 4.4% 4.4% 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) 5 5 Queue Length 95th (ft) 4 9 #97 84 Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [SPF #7-87] Sweetwater Landing Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) Turn Bay Length (ft) 5 5 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: Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.87 Intersection Signal Delay:. Intersection LOS: B Intersection Capacity Utilization 8.4% ICU Level of Service D Analysis Period (min) 5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: : Bickford Avenue & Weaver Road Future Conditions with Development with Improvements PM Peak-Hour Gibson Traffic Consultants, Inc. [SPF #7-87] C - 5

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