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6. Appendix D - 2022 HCS AnalysisAppendix D 2022 HCS Analysis HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:45 TO 8:45 AM Intersection: MERAPPFA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID:' IZ- 002 �'�� East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 ________Vehicle Volumes and Adjustments --------------- ---- ------------ Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R Volume 75 464 0 0 399 16 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 81 504 0 0 433 17 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 23 0 161 Peak Hour Factor, PHF 0.92 0.92 0.92 Hourly Flow Rate, HFR 24 0 174 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 1 Flared Approach: Exists?/Storage / No / Lanes 0 1 0 Configuration LTR Approach Movement Lane Config Delay, Queue Length, and Level of Service_________ NB SB Westbound Eastbound 1 4 7 8 9 10 11 LTR LTR LTR 12 v (vph) 81 0 198 C(m) (vph) 1116 1066 493 v/c 0.07 0.00 0.40 95% queue length 0.23 0.00 1.91 Control Delay 8.5 8.4 17.1 LOS A A C Approach Delay 17.1 Approach LOS C HCS+: Unsignaliz.ed Intersections Release 5.6 Phone: Fax: E-Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:45 TO 6:45 AM Intersection: MERAPPFA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R --- -------------------------------------------------------------- Volume 75 464 0 0 399 --------------- 16 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Peak-15 Minute Volume 20 126 0 0 108 4 Hourly Flow Rate, HFR 81 504 0 0 433 17 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No ------------------------------------------------------------------------------ Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 23 0 161 Peak Hour Factor, PHF 0.92 0.92 .0.92 Peak-15 Minute Volume 6 0 44 Hourly Flow Rate, HFR 24 0 174 Percent Heavy Vehicles 0 0 0 Percent Grade M 0 1 Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 1 0 Configuration LTR ------------------------------------------------------------ ______________________Pedestrian Volumes and Adjustments -------------------- Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Prog. Flow vph S2 Left -Turn Through S5 Left -Turn Through ---Upstream Signal Data_____________ Sat Arrival Green Cycle Prog. Flow Type Time Length Speed vph sec sec mph Distance to Signal feet Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles ------------------------------------------------------------------------------- Movement 2 Movement 5 Shared 1n volume, major th vehicles: 504 433 Shared In volume, major rt vehicles: 0 17 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R ._------------------ t(c,base) ---------- 4.1 4.1 -------------------------------- 7.1 ------------------ 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 1 1 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Percent Grade 0.00 0.00 0.00 1.00 1.00 1.00 t(3,it) 0.00 0.00 0.70 0.00 0.00 t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1-stage 4.1 4.1 6.6 6.7 6.3 2-stage ------------- -------- ---------_--__---------------------------------------- Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R -------------------- -----------.---------------------------------------------- t(f,base) 2.20 2.20 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 1 1 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from Exhibit 16-11) Proportion vehicles arriving on green P g (ql) g (q2 ) g (q) ------------------------------------------------------------------------------ Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) alpha beta Travel time, t (a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3-Platoon ------------------------------------------------------------ Event Periods Result --- -------- p(2) 0.000 _ _ _-_--- p(5) 0.000 p (dom ) p(subo) Constrained or unconstrained? ------------------------------------ Proportion -------------------------------------- --- unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II --------------------------------- p(1) ------------------------------- ------------ p(4) p(7) P(8) p (9) P(10) P(11) p(12) ----------------------------------------------------------------------------- Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 --------------------- L L L T R. L T R ------------ V c,x ---------------------- 450 504 ----------------_------ 1108 1108 442 s Px V c, u, x C r, x C plat,x _ Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1500 1500 P(x) V (c , U , x ) C (r, x) ---- --------- ------------------------ C(plat,x) ----------- ------------------- ---- Worksheet 6-Impedance ------------------------------------------- and Capacity Equations ----------------------------------------------------------------------------- Step 1: RT from Minor St. 9 12 ------------------------------------------------------------------------------ Conflicting Flows 442 Potential Capacity 612 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 612 Probability of Queue free St. 1.00 0.72 ---------------------------------------------------------------------------- Step 2: LT from Major St. 4 1 ----------------------------------------------------------------------------- Conflicting Flows 504 450 Potential Capacity 1066 1116 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity . 1066 1116 Probability of Queue free St. 1.00 0.93 Maj L-Shared Prob Q free St. 1.00 0.90 Step 3: TH from Minor St. 8 11 -------------------- ----------------------- ----------------------------------- Conflicting Flows 1108 Potential Capacity 199 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.90 0.90 Movement Capacity 178 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 1108 Potential Capacity 220 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.90 Maj. L, Min T Adj. Imp Factor. 0.92 Cap. Adj. factor due to Impeding mvmnt 0.66 0.93 Movement Capacity 204 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 1108 Potential Capacity 199 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.90 0.90 Movement Capacity 178 Result for 2 stage process: a y C t 178 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 1108 Potential Capacity 220 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.90 Maj. L, Min T Adj. Imp Factor. 0.92 Cap. Adj. factor due to Impeding mvmnt 0.66 0.93 Movement Capacity 204 Results for Two -stage process: a y C t 204 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R ------------------ Volume (vph) --------- 24 0 174 Movement Capacity (vph) 204 178 612 Shared Lane Capacity (vph) 493 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R ------------------------------------------------------------------------------- C sep 204 178 612 Volume 24 0 174 Delay Q sep Q Sep +1 round (Qsep +1) n max C sh SUM C sep n C act 493 Worksheet 10-Delay, Queue Length, and Level of Service -------------------- ---------------- -------------------------------------_— Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR v (vph) 81 0 198 C(m) (vph) 1116 1066 493 v/c 0.07 0.00 0.40 95% queue length 0.23 0.00 1.91 Control Delay 8.5 8.4 17.1 LOS A A C Approach Delay 17.1 Approach LOS C Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.93 1.00 v(il), Volume for stream 2 or 5 - 504 433 v(i2), Volume for stream 3 or 6 0 17 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.90 1.00 d(M,LT), Delay for stream 1 or 4 8.5 8.4 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 0.9 0.0 HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:30 - 8:30 AM Intersection: MERCENFA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year ZO2Z Project ID: 12--002 FUTURE CONDITIONS East/West Street: CENTER North/South Street: MERIDIAN ___Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R I I I I Volume 17 3 3 129 9 295 19 276 36 1299 286 14 % Thrus Left Lane Eastbound Westbound Northbound L1 L2 Ll L2 L1 L2 Configuration LTR LT R LTR PHF 0.75 0.92 0.92 0.92 Flow Rate 17 40 320 347 % Heavy Veh 0 0 1 1 No. Lanes 1 2 1 Opposing -Lanes 2 1 1 Conflicting -lanes 1 1 2 Geometry group 4a 5 2 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Ll L2 L1 L2 L1 L2 Flow Rates: Total in Lane 17 Left -Turn 9 Right -Turn 4 Prop. Left -Turns 0.5 Prop. Right -Turns 0.2 Prop. Heavy Vehicle0.0 Geometry Group 4a Adjustments Exhibit 17-33: hLT-adj 0.2 Southbound Ll L2 LTR 0.92 649 1 1 1 2 2 Southbound L1 L2 40 320 347 649 31 0 9 324 0 320 39 15 0.8 0.0 0.0 0.5 0.0 1.0 0.1 0.0 0.0 0.0 0.0 0.0 5 2 2 0.5 0.2 0.2 hRT-adj -0.6 -0.7 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.4 -0.7 -0.0 0.1 _____Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound Ll L2 L1 L2 Ll L2 Ll L2 Flow rate 17 40 320 347 649 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.02 0.04 0.28 0.31 0.58 hd, final value 8.02 7.69 6.59 6.24 5.93 x, final value 0.04 0.09 0.59 0.60 1.07 Move -up time, m 2.0 2.3 2.0 2.0 Service Time 6.0 5.4 4.3 4.2 3.9 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 Flow Rate 17 40 320 347 649 Service Time 6.0 5.4 4.3 4.2 3.9 Utilization, x 0.04 0.09 0.59 0.60 1.07 Dep. headway, hd 8.02. 7.69 6.59 6.24 5.93 Capacity 267 290 537 567 649 Delay 11.33 11.11 18.19 18.19 79.78 LOS B B C C F Approach; Delay 11.33 17.40 18.19 79.78 LOS B C C F Intersection Delay ----------------------------------------------------------------=------------ 47.01 Intersection LOS E HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail : ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:30 - 8:30 AM Intersection: MER2NDFA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS East/West Street: 2ND North/South Street: MERIDIAN __Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R volume 117 11 1 129 1 5.3 13 249 89 185 204 4 % Thrus Left Lane Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR PHF 0.80 0.82 0.92 Flow Rate 35 100 369 % Heavy Veh 0 0 1 No. Lanes 1 1 1 Opposing -Lanes 1 1 1 Conflicting -lanes 1 1 1 Geometry group 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Ll L2 Ll L2 L1 L2 Flow Rates: Total in Lane 35 Left -Turn 21 Right -Turn 1 Prop. Left -Turns 0.6 Prop. Right -Turns 0.0 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: hLT-adj 0.2 Southbound L1 L2 LTR 1.00 293 1 1 1 1 1 Southbound L1 L2 100 369 293 35 3 85 64 96 4 0.3 0.0 0.3 0.6 0.3 0.0 0.0 0.0 0.0 1 1 1 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.1 -0.3 -0.1 0.1 ___Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 L1 L2 Flow rate 35 100 369 293 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.09 0.33 0.26 hd, final value 5.73 5.19 4.50 4.77 x, final value 0.06 0.14 0.46 0.39 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 3.7 3.2 2.5 2.8 _Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 L1 L2 Flow Rate 35 100 369 293 Service Time 3.7 3.2 2.5 2.8 Utilization, x 0.06 0.14 0.46 0.39 Dep. headway, hd 5.73 5.19 4.50 4.77 Capacity 285 350 619 543 Delay 9.07 9.06 11.30 10.78 LOS A A B B Approach: Delay 9.07 9.06 11.30 10.78 LOS A A B B Intersection Delay 10.73 Intersection LOS B HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:45 TO 8:45 AM Intersection: MERAPPFA-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS W/ NORTHBOUND LTL East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 ------------------ __Vehicle Volumes and Adjustments -- ------------ Major Street: Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 75 464 0 0 399 16 Peak -Hour Factor, PH F 0.92 0.92 0.92 0.92 0.92 1.00 Hourly Flow Rate, HFR 81 504 0 0 433 16 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage TWLTL `ilk / 2 SIC RT Channelized? Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal? No No ------------------------------------------------------------------------------- Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R ------------------------------ Volume ------------------------------------------ 23 0 161 Peak Hour Factor, PHF 0.92 0.92 0.92 Hourly Flow Rate, HFR 24 0 174 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 1 Flared Approach: Exists?/Storage / No / Lanes 0 1 0 Configuration ------------------------------- ------------------------------------------ LTR Approach Movement Lane Config v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Delay, Queue Length, and Level of Service_________ --_ NB SB Westbound Eastbound- 1 4 I 7 8 9 10 11 12 L LTR I LTR ------------------------------------ ----------------- 81 0 198 1117 1066 574 0.07 0.00 0.34 0.23 0.00 1.53 8.5 8.4 14.5 A A B 14.5 B HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:45 TO 8:45 AM Intersection: MERAPPFA-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS W/ NORTHBOUND LTL East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 ----------- ------------- Vehicle Volumes and Adjustments -------------- Major Street Movements 1 2 3 4 5 6 L T R L T R ------------------------------------------------------- Volume 75 464 0 0 399 ---------- 16 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 1.00 Peak-15 Minute Volume 20 126 0 0 108 4 Hourly Flow Rate, HFR 81 504 0 0 433 16 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage TWLTL / 2 RT Channelized? Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal? No No Minor Street Movements 7 8 L T 9 10 R L 11 T 12 R ------------------------------------------------------------------------------ Volume 23 0 161 Peak Hour Factor, PHF 0.92 0.92 0.92 Peak-15 Minute Volume 6 0 44 Hourly Flow Rate, HFR 24 0 174 Percent Heavy Vehicles 0 0 0 Percent Grade (o) 0 1 Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 1 0 Configuration LTR Movements Pedestrian Volumes and Adjustments 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) Walking Speed (ft/sec) Percent Blockage Prog Flow vph S2 Left -Turn Through S5 Left -Turn Through 12.0 12.0 12.0 12.0 4.0 4.0 4.0 4.0 0 0 0 0 ------------------------ ---- upstream Signal Data__________ Sat Arrival Green Cycle Prog. Flow Type Time Length Speed vph sec sec mph Distance to Signal feet Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 ------------------------------------------------------------------------------ Shared In volume, major th vehicles: 433 Shared In volume, major rt vehicles: 16 Sat flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 Number of major street through lanes: 1 ------------------------------- ---------------------------------------- ------- Worksheet 4-Critical Gap and Follow-up Time Calculation ------------------------------------------------------------------------------- Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R ----- --------- ------------------- -----------------------.--_------------------- t(c,base) 4.1 4.1 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 1 1 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Percent Grade 0.00 0.00 0.00 1.00 1.00 1.00 t(3,1t) 0.00 0.00 0.70 0.00 0.00 t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1-stage 4.1 4.1 6.6 6.7 6.3 2-stage 4.1 4.1 5.6 5.7 6.3 - ----------------------------------------------------------------------- Follow-Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R ------_------------------- ------------ ------------------------------------ ---- t(f,base) 2.20 2.20 3.50 4.00 ' 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 1 1 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 ---- -------------------------------------- ----------------------------- ------- Worksheet 5-Effect of Upstream Signals ---- --------- ------------------ ---------------------- ------------------------- Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from Exhibit 16-11) Proportion vehicles arriving on green P g(ql) g(q2) g(q) ---------------------------------------------------------------------------- Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 ------------------------------------- Computation 3-Platoon Event Periods ----------------------------- Result ---------_.-- ------------------------------------------------------------------------------- p(2) 0.000 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? ------------------------------------------------------------------------------ Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II ------------------------------------------------------------------------------ p(1) p(4) p(7) P(8) P(9) P(10) P(11) p(12) — --------------------------------------------------------- Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L ------------------------------------------------------------------------------ L T R L T R V c,x 449 504 1107 1107 441 s Px v c, u, x —_----------------------------------- C r, x -- -------------------------------------- C plat, x -------------------------------- -------- Two-Stage Process ----------------------- ----------- 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 441 666 441 666 s 1500 1500 P (x) V (C, u, x ) C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. ---------------------------- 9 12 -------------------------------------------------- Conflicting Flows 441 Potential Capacity 613 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 613 Probability of Queue free St. ------------------------------------------------------------------------------- 1.00 0.72 Step 2: LT from Major St. 4 1 -------------------------- Conflicting Flows 504 ------------------ 449 Potential Capacity 1066 1117 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1066 1117 Probability of Queue free St. 1.00 0.93 Maj L-Shared Prob Q free St. ------------------------------------- 1.00 ----------------------------------------- Step 3: TH from Minor St. -------------------------------------- 8 11 ___--_------------- Conflicting Flows --------------------- 1107 Potential Capacity 199 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.93 0.93 Movement Capacity 185 Probability of Queue free St. ------------- ----------------------------------------------------------------- 1.00 1.00 Step 4: LT from Minor St. _------------------- 7 10 ------------------- ---------- Conflicting Flows -------------------- --------- 1107 Potential Capacity 221 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.93 Maj. L, Min T Adj. Imp Factor. 0.94 Cap. Adj. factor due to Impeding mvmnt 0.68 0.93 Movement Capacity 205 ----------- ------------------------------------- Worksheet 7-Computation of the Effect of ------------------------------------------------------------------------------ ----------- Two -stage Gap ------------------- Acceptance Step 3: TH from Minor St. ------------------------------------------------------------------------------ 8 11 Part 1 - First Stage Conflicting Flows 441 Potential Capacity 460 566 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.93 1.00 Movement Capacity 427 566 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage Conflicting Flows 666 Potential Capacity 576 444 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.93 Movement Capacity 576 412 --- -------------------------------------------------------------------------- Part 3 - Single Stage Conflicting Flows 1107 Potential Capacity 199 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.93 0.93 Movement Capacity 185 ----------------------------------------------------------------------------- Result for 2 stage process: a 0.95 0.95 Y C t 185 Probability of Queue free St. 1.00 1.00 --------- ---------------------------------------------------- Step 4: LT from Minor St. 7 10 -------------------------- Part 1 - First Stage ---------------------------------------------- Conflicting Flows 441 Potential Capacity 515 637 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.93 1.00 Movement Capacity 478 637 ---- --------- ------------------------------_..------------------------------------ Part 2 - Second Stage Conflicting Flows 666 Potential Capacity 596 496 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.72 0.93 Movement Capacity 427 460 Part 3 - Single Stage Conflicting Flows 1107 Potential Capacity 221 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.93 Maj. L, Min T Adj. Imp Factor. 0.94 Cap. Adj. factor due to Impeding mvmnt 0.68 0.93 Movement Capacity 205 ----------------------------------------------------------------------------- Results for Two -stage process: a 0.95 0.95 y 1.69 C t 393 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 24 0 174 Movement Capacity (vph) 393 185 613 Shared Lane Capacity (vph) 574 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 393 185 613 Volume 24 0 174 Delay Q sep Q sep +1 round (Qsep +1) ------------------------------- ----------- ------------------------------------ n max C sh 574 SUM C Sep n C act ----------------- =----- ------------------------------------------------------ Worksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 L 4 7 LTR 8 9 10 11 12 LTR ---------------------- v (vph) ------------------------------------ 81 0 198 C(m) (vph) 1117 1066 574 v/c 0.07 0.00 0.34 95% queue length 0.23 0.00 1.53 Ae- Control Delay 8.5 8.4 14.5 LOS A A B Approach Delay 14.5 Approach LOS B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 -------------------------------------------------------------....---------------- p(oj) 0.93 1.00 v(il), Volume for stream 2 or 5 433 v(i2), Volume for stream 3 or 6 16 s(il), Saturation flow rate for stream 2 or 5 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 P*(oj) 1.00 d(M,LT), Delay for stream 1 or 4 8.5 8.4 N, Number of major street through lanes 1 d(rank,l) Delay for stream 2 or 5 0.0 HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E--Mail; ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 7:30 - 8:30 AM Intersection: MERCENFA-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: Project ID: 12-002 FUTURE CONDITIONS W/ SOUTHBOUND LTL East/West Street: CENTER North/South Street: MERIDIAN __Worksheet 2 - Volume Adjustments and Site Characteristics_____ I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R Volume 17 3 3 129 9 295 19 276 36 1299 286 14 Thrus Left Lane Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration LTR LT R LTR PHF 0.75 0.92 0.92 0.92 Flow Rate 17 40 320 347 % Heavy Veh 0 0 1 1 No. Lanes 1 2 1 Opposing -Lanes 2 1 2 Conflicting -lanes 2 2 2 Geometry group 4b 5 4b Duration, T 0.25 hrs. ----_______Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 17 Left -Turn 9 Right -Turn 4 Prop. Left -Turns 0.5 Prop. Right -Turns 0.2 Prop. Heavy Vehicle0.0 Geometry Group 4b Adjustments Exhibit 17-33: hLT-adj 0.2 Southbound Ll L2 L TR 0.92 0.92 324 325 1 0 2 1 2 5 Southbound L1 L2 40 320 347 324 325 31 0 9 324 0 0 320 39 0 15 0.8 0.0 0.0 1.0 0.0 0.0 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 4b 5 0.5 0.2 0.5 hRT-adj -0.6 -0.7 -0.6 hHV-adj 1.7 1.7 1.7 hadj, computed -0.0 0..4 -0.7 -0.0 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound L1 L2 Ll L2 Ll L2 Flow rate 17 40 320 347 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.02 0.04 0.28 0.31 hd, final value 8.13 7.57 6.49 6.60 x, final value 0.04 0.08 0.58 0.64 Move --up time, m 2.3 2.3 2.3 Service Time 5.8 5.3 4.2 4.3 _______________Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rate 17 40 320 347 Service Time 5.8 5.3 4.2 4.3 Utilization, x 0.04 0.08 0.58 0.64 Dep. headway, hd 8.13 7.57 6.49 6.60 Capacity 267 290 533 534 Delay 11.15 10.97 17.64 20.12 LOS B B C C Approach: Delay 11.15 16.90 20.12 LOS B C C Intersection Delay 18.54 Intersection LOS C -0.7 1.7 0.5 -0.0 Southbound L1 L2 324 325 3.20 3.20 0.29 0.29 6.91 6.36 0.62 0.57 2.3 4.6 4.1 Southbound L1 L2 324 325 4.6 4.1 0.62 0.57 6.91 6.36 513 557 20.33 17.27 C C 18.80 C HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 4:30 TO 5:30 PM Intersection: MERAPPFP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 _____Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 126 583 0 0 581 68 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 136 633 0 0 631 73 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal? No No Minor Street: Approach Movement 7 L Westbound 8 9 T R Eastbound 1 10 11 I L T 12 R --------._......_.__-.....____.____._.------_._.--------------------------------------------_-.— Volume 36 0 98 Peak Hour Factor, PHF 0.92 0.92 0.92 Hourly Flow Rate, HFR 39 0 106 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 1 Flared Approach: Exists?/Storage / No / Lanes 0 1 0 Configuration ------------------------------------------------------------------------------ LTR Approach Movement Lane Config Delay, Queue Length, and Level of Service_________ NB SB Westbound Eastbound 1 4 I 7 8 9 1 10 11 L LTR I 1, LTR v (vph) 136 0 145 C(m) (vph) 898 955 225 v/c 0.15 0.00 0.64 95% queue length 0.53 0.00 3.91 Control Delay 9.7 8.8 46.1 LOS A A E Approach Delay 46.1 Approach LOS E 12 HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 4:30 TO 5:30 PM Intersection: MERAPPFP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 --- ------------------ _Vehicle Volumes and Adjustments --------- -- Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 126 583 0 0 581 68 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Peak-15 Minute Volume 34 158 0 0 158 18 Hourly Flow Rate, HFR 136 633 0 0 631 73 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal? No No ----------------------------------------------------------------------------- Minor Street Movements 7 8 9 10 11 12 L T R L T R --- -------------------------------------------------------------------------- Volume 36 0 98 Peak Hour Factor, PHF 0.92 0.92 0.92 Peak-15 Minute Volume 10 0 27 Hourly Flow Rate, HFR 39 0 106 Percent Heavy Vehicles 0 0 0 Percent Grade (o) 0 1 Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 1 0 Configuration LTR --Pedestrian Volumes and Adjustments -------------------- ---------------------- Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) Walking Speed (ft/sec) Percent Blockage Prog. Flow vph S2 Left -Turn Through S5 Left -Turn Through 12.0 12.0 12.0 12.0 4.0 4.0 4.0 4.0 0 0 0 0 ---Upstream Signal Data_______ Sat Arrival Green Cycle -Prog. Flow Type Time Length Speed vph sec sec mph Distance to Signal feet ------------------------------------------------------------------------ Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 631 Shared In volume, major rt vehicles: 73 Sat flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 Number of major street through lanes: 1 Worksheet 4-Critical Gap and Follow-up Time Calculation ----------------------------- ----------- ------------------------- Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 1 1 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Percent Grade 0.00 0.00 0.00 1.00 1.00 1.00 t(3,lt) 0.00 0.00 0.70 0.00 0.00 t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1-stage 4.1 4.1 6.6 6.7 6.3 2-stage ----- --------------------------- Follow-Up Time Calculations ---------------------------------------------- Movement 1 4 7 8 9 10 11 12 L L L T R L T R ------------------- t(f,base) ----------------------------------------------.------------- 2.20 2.20 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 1 1 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 Worksheet 5-Effect of Upstream Signals ------------------------------------------------------------------------------- Computation 1-Queue.Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from Exhibit 16-11) Proportion vehicles arriving on green P g(q1) g(q2) g (q) ------------------------------------------------------------------------------- Computation 2-Proportion of TWSC Intersection Time blocked _-_ Movement 2 Movement 5 VW V(l,prot) V(t) V(l,prot) ------------------------------------------------------------ alpha ---------- beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 ----------------------------------_ --.--------------------------.----------------- Computation 3-Platoon Event Periods Result ----------------------------------------------------------------- p(2) 0.000 p(5) 0.000 p (dom) p(subo) Constrained or unconstrained? ------------- ------------------- --------------------- Proportion ----------- ---------- ---- unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II ---- ---------------------------------------------- p(1) ---------- ------------------ p(4) p(7) P(8) P(9) P (10) P(11) P(12) ---------------------------------------------------------------------------- Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R ---------------------- ---------------------------------------------------- V c,x 704 633 1573 1573 668 s Px V c, u, x ---------------------------------------------------------------------------- C r, x C plat, x --------------- ----- Two-Stage Process --- ----- ---- —_..------------------ 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) s 1500 1500 P(x) V (c, u, x ) ----------------------------------------------------------------------------- C(r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations ------------------------------------------------------------------------------ Step 1: RT from Minor St. ----------------------------------------------------------------------------- 9 12 Conflicting Flows 668 Potential Capacity 453 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 453 Probability of Queue free St. ----------------------------------------------------------------------------- 1.00 0.77 Step 2: LT from Major St. ------------------------------------------------------------------------------- 4 1 Conflicting Flows 633 704 Potential Capacity 955 898 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 955 898 Probability of Queue free St. 1.00 0.85 Maj L-Shared Prob Q free St. 1.00 ------------- ------------------------------------ Step 3: TH from Minor St. ----------------------_----- 8 11 ------------------- -------------------------------------------------------- Conflicting Flows --- 1573 Potential Capacity 102 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 0.85 Movement Capacity 87 Probability of.Queue free St. ---- _---------- 1.00 1.00 ------------------------------------------ Step 4: LT from Minor St. ----------------------------------------------------------------------------- --------------------- 7 10 Conflicting Flows 1573 Potential Capacity 112 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.85 Maj. L, Min T Adj. Imp Factor. 0.88 Cap. Adj. factor due to Impeding mvmnt 0.68 0.85 Movement Capacity 95 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 1573 Potential Capacity 102 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 0.85 Movement Capacity 87 Result for 2 stage process: a y C t 87 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Part 3 - Single Stage Conflicting Flows 1573 Potential Capacity 112 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.85 Maj. L, Min T Adj. Imp Factor. 0.88 Cap. Adj. factor due to Impeding mvmnt 0.68 0.85 Movement Capacity 95 Results for Two -stage process: a y C t 95 Worksheet 8-Shared Lane Calculations Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 39 0 106 Movement Capacity (vph) 95 87 453 Shared Lane Capacity (vph) 225 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 -------------------------------------------------------------------- L T R L T R C Sep 95 87 ---- 453 Volume 39 0 106 Delay Q sep Q sep +1 round (Qsep +1) --------------------------------------------- n max ----------------------- C sh 225 SUM C sep n C act _-------- ----------------------- Worksheet 10-Delay, Queue ----------- --------------------- ------------------------ Length, and Level --------------------- of Service Movement 1 _-__--------- 4 7 8 -------------------------------- 9 10 11 12 Lane Config ------------------------------------ L LTR LTR v (vph) 136 -----------------------------_-....----___----- 0 145 C(m) (vph) 898 955 225 v/c 0.15 0.00 0.64 95% queue length 0.53 0.00 3.91 Control Delay 9.7 8.8 46.1 LOS A A E Approach Delay 46.1 Approach LOS ---------- -------------------------- E Worksheet 11-Shared Major ------------------------------------------------------------------------------- ----------------------- LT Impedance and ---------------- Delay --- -- ------------------------------------------------------------------------ Movement 2 Movement 5 P(oi) 0.85 1.00 v(il), Volume for stream 2 or 5 631 v(i2), Volume for stream 3 or 6 73 s(il), Saturation flow rate for stream 2 or 5 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 P*(oj) 1.00 d(M,LT), Delay for stream 1 or 4 9.7 8.8 N, Number of major street through lanes 1 d(rank,l) Delay for stream 2 or 5 0.0 HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail. ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 4:30 TO 5:30 PM Intersection: MERCENFP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS East/West Street: CENTER North/South Street: MERIDIAN __Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R I L T R I Volume 114 7 I I 7 341 10 I 4 143 299 36 1296 375 13 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 L1 L2 Configuration LTR LT R LTR LTR PHF 0.60 0.92 0.92 0.92 0.92 Flow Rate 29 53 370 363 742 % Heavy Veh 0 0 1 1 1 No. Lanes 1 2 1 1 Opposing -Lanes 2 1 1 1 Conflicting --lanes 1 1 2 2 Geometry group 4a 5 2 2 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 29 Left -Turn 17 Right --Turn 4 Prop. Left -Turns 0.6 Prop. Right -Turns 0.1 Prop. Heavy Vehicle0.0 Geometry Group 4a Adjustments Exhibit 17--33: hLT-adj 0.2 Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 53 370 363 742 46 0 0 321 0 370 39 14 0.9 0.0 0.0 0.4 0.0 1.0 0.1 0.0 0.0 0.0 0.0 0.0 5 2 2 0.5 0.2 0.2 hRT-adj -0.6 -0.7 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.4 -0.7 -0.0 0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound Ll L2 L1 L2 Ll L2 Ll L2 Flow rate 29 53 370 363 742 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.05 0.33 0.32 0.66 hd, final value 8.46 7.88 6.73 6.56 6.28 x, final value 0.07 0.12 0.69 0.66 1.30 Move -up time, m 2.0 2.3 2.0 2.0 Service Time 6.5 5.6 4.4 4.6 4.3 _------------- Worksheet 5 - Capacity and Level of Service ----- --------- --- Eastbound Westbound Northbound Southbound Ll L2 Ll L2 Ll L2 L1 L2 Flow Rate 29 53 370 363 742 Service Time 6.5 5.6 4.4 4.6 4.3 Utilization, x 0.07 0.12 0.69 0.66 1.30 Dep. headway, hd 8.46 7.88 6.73 6.56 6.28 Capacity 279 303 528 539 742 Delay 12.08 11.61 23.15 21.49 165.63 LOS B B C C F Approach: Delay 12.08 21.70 21.49 165.63 LOS B C C F Intersection Delay 90.06 Intersection LOS F HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail. ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 3:15 to 4:15 PM Intersection: MER2NDFP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS East/West Street: 2ND North/South Street: MERIDIAN __Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R Volume 120 16 7 147 7 91 17 239 46 189 320 17 % Thrus Left Lane Eastbound Westbound Northbound Ll L2 L1 L2 Ll L2 Configuration LTR LTR LTR PHF 0.75 0.75 0.92 Flow Rate 56 192 315 % Heavy Veh 0 0 2 No. Lanes 1 1 1 Opposing -Lanes 1 1 1 Conflicting -lanes 1 1 1 Geometry group 1 1 1 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound L1 L2 Ll L2 L1 L2 Flow Rates: Total in Lane 56 Left -Turn 26 Right -Turn 9 Prop. Left -Turns 0.5 Prop. Right --Turns 0.2 Prop. Heavy Vehicle0.0 Geometry Group 1 Adjustments Exhibit 17-33: hLT-adj 0.2 Southbound L1 L2 LTR 0.92 461 2 1 1 1 1 Southbound L1 L2 192 315 461 62 7 96 121 49 18 0.3 0.0 0.2 0.6 0.2 0.0 0.0 0.0 0.0 1 1 1 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 hadj, computed -0.0 -0.3 -0.1 --------------- Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound L1 L2 Ll L2 Ll L2 Flow rate 56 192 315 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.05 0.17 0.28 hd, final value 6.38 5.73 5.30 x, final value 0.10 0.31 0.46 Move -up time, m 2.0 2.0 2.0 Service Time 4.4 3.7 3.3 _Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rate 56 192 315 Service Time 4.4 3.7 3.3 Utilization, x 0.10 0.31 0.46 Dep. headway, hd 6.38 5.73 5.30 Capacity 306 442 565 Delay 10.08 11.22 12.79 LOS B B B Approach: Delay 10.08 11.22 12.79 LOS B B B Intersection Delay 14.65 Intersection LOS B -0.6 1.7 0.1 Southbound L1 L2 461 3.20 3.20 0.41 5.20 0.67 2.0 3.2 Southbound L1 L2 461 3.2 0.67 5.20 675 17.91 C 17.91 C HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 4:30 TO 5:30 PM Intersection: MERAPPFP-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS W/ NORTHBOUND LTL East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 __--Vehicle Volumes and Adjustments ----------------- ------- --------- Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 126 583 0 0 581 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 140 647 0 0 645 0 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage TWLTL 7Y' / 2 RT Channelized? Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R ------------------------------ --------------------------------------------- Volume 36 0 98 Peak Hour Factor, PHF 0.90 0.90 0.90 Hourly Flow Rate, HFR 40 0 108 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 1 Flared Approach: Exists?/Storage / No / Lanes 0 1 0 Configuration ------------------------------- -------------------------------------- LTR Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 17 8 9 I 10 11 12 L LTR I I LTR ---------- 140 ----------------_.--.-.....---------.----. 0 ---.--.--.--.- 148 945 943 388 0.15 0.00 0.38 0.52 0.00 1.75 9.5 8.8 19.9 A A C 19.9 C HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E--Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 4:30 TO 5:30 PM Intersection: MERAPPFP-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS W/ NORTHBOUND LTL East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments ------------------------ --------------- Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 126 583 0 0 561 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Peak-15 Minute Volume 35 162 0 0 161 0 Hourly Flow Rate, HFR 140 647 0 0 645 0 Percent Heavy Vehicles 1 - -- 1 -- -- Median Type/Storage TWLTL / 2 RT Channelized? Lanes 1 1 0 0 1 0 Configuration L TR LTR Upstream Signal? No No — --------------------------------------------------------------------------- Minor Street Movements 7 8 9 10 11 12 L T R L, T R ------------------------------------------------------------------------------ Volume 36 0 98 Peak Hour Factor, PHF 0.90 0.90 0.90 Peak-15 Minute Volume 10 0 27 Hourly Flow Rate, HFR 40 0 108 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 1 Flared Approach: Exists?/Storage / No / RT Channelized? Lanes 0 1 0 Configuration LTR ------------------ _--_Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Prog. Flow vph S2 Left -Turn Through S5 Left -Turn Through ___Upstream Signal Data_______ _____ Sat Arrival Green Cycle Prog Distance Flow Type Time Length Speed to Signal vph sec sec mph feet Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 ------------------------------------------------------------------------------- Shared In volume, major th vehicles: 645 Shared In volume, major rt vehicles: 0 Sat flow rate, major th vehicles: 1700 Sat flow rate, major rt vehicles: 1700 Number of major street through lanes: 1 Worksheet 4-Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 -------------------------- L L -------------------------------------------------- L T R L T R t(c,base) 4.1 4.1 -- 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 1 1 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Percent Grade 0.00 0.00 0.00 1.00 1.00 1.00 t(3,1t) 0.00 0.00 0.70 0.00 0.00 t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1-stage 4.1 4.1 6.6 6.7 6.3 2--stage 4.1 4.1 5.6 5.7 6.3 --------------------------------------------------- Follow-Up Time Calculations -------------------------- Movement 1 4 7 8 9 10 11 12 L L L T R L T R ------------ t(f,base) ------------------------------- 2.20 2.20 ----------------------------------- 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 1 1 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 Worksheet 5-Effect of Upstream Signals --------------------------------------------------------------------------- Computation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) RP (from Exhibit 16-11) Proportion vehicles arriving on green P g(ql) g (q2) g (q) -------------------------------------------------------------------------- Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V(l,prot) alpha beta Travel time, t (a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 --------- --------------------------------------------- Computation 3-Platoon Event Periods Result ------------- ------------- ---------- ---------------------------- -------------- p(2) 0.000 p(5) 0.000 p (dom ) p(subo) Constrained or unconstrained? ------------------------------------- ---------------------------------------- Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II P(1) p(4) p(7) p(8) p(9) p(10) p(11) p(12) ----------------------------------------------------------------------------- Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R ---------------------------------------- ----------------------------- V c,x 645 647 1572 1572 645 s Px V c, u, x C r, x C plat, x - Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 645 927 645 927 s 1500 1500 P(x) V(C,U,x) --------------- ---------------- ----------- C(r,x) ---------------------------------- C (plat, x) ---------------------------------------- ----------- Worksheet 6-Impedance and Capacity Equations ----------------------------------------------------------------------------- -------------------------- Step 1: RT from Minor St. ------------------------------------------------------------------------------ 9 12 Conflicting Flows 645 Potential Capacity 467 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 467 Probability of Queue free St. 1.00 0.77 --------------------------------------------------------------------------------- Step 2: LT from Major St. --- ------------------ 4 1 ---------------------------.-------------------,----------- Conflicting Flows 647 645 Potential Capacity 943 945 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 943 945 Probability of Queue free St. 1.00 0.85 Maj L-Shared Prob Q free St. ------------------------------------------------------------------------------ 1.00 Step 3: TH from Minor St. -------------------------._.._--------------------------------------------------- 8 11 Conflicting Flows 1572 Potential Capacity 102 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 0.85 Movement Capacity 87 Probability of Queue free St. --------------------------------------------------------------------------------- 1.00 1.00 Step 4: LT from Minor St. ------- ------------------------------------ 7 10 ----------------- Conflicting Flows ---------------_--- 1572 Potential Capacity 112 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.85 Maj. L, Min T Adj. Imp Factor. 0.89 Cap. Adj. factor due to Impeding mvmnt 0.68 0.85 Movement Capacity ---------------------------- 95 ---------- ----------------------------------------- Worksheet 7-Computation of the Effect of Two -stage ------------------------------------------------------------------------------ Gap Acceptance Step 3: TH from Minor St. 8 11 ------------------------------------------------------------------------------ Part 1 - First Stage Conflicting Flows 645 Potential Capacity 350 454 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 1.00 Movement Capacity 298 454 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage Conflicting Flows 927 Potential Capacity 471 332 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.85 Movement Capacity 471 283 Part 3 - Single Stage Conflicting Flows 1572 Potential Capacity 102 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 0.85 Movement Capacity 87 Result for 2 stage process: a 0.95 0.95 y C t 87 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. Part 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity 7 10 645 389 508 1.00 1.00 0.85 1.00 331 508 Part 2 - Second Stage Conflicting Flows 927 Potential Capacity 497 369 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.77 0.85 Movement Capacity 382 314 ------------------------------------------------------------------------------ Part 3 - Single Stage Conflicting Flows 1572 Potential Capacity 112 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.85 Maj. L, Min T Adj. Imp Factor. 0.89 Cap. Adj. factor due to Impeding mvmnt 0.68 0.85 Movement Capacity 95 -------------------------------------------------------------------------------- Results for Two -stage process: a 0.95 0.95 y 1.89 C t 266 ---------- ---------------------- ---------- ------------------- ----------------- worksheet 8-Shared Lane Calculations ------------------------------------------------------------------------------ Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 40 0 108 Movement Capacity (vph) 266 87 467 Shared Lane Capacity (vph) 388 Worksheet 9-Computation of Effect of Flared Minor Street Approaches ------------------------------------------------------------------ Movement 7 8 9 10 11 L T R L T C sep volume Delay Q sep Q sep +1 round (Qsep +1) --------------- n max C sh SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service 266 87 40 0 388 12 R 467 108 Movement Lane Config ------ -------------------------------------------------------------- 1 L 4 7 LTR 8 9 10 11 12 LTR v (vph) 140 0 148 C(m) (vph) 945 943 388 v/c 0.15 0.00 0.38 95% queue length 0.52 0.00 1.75. Control Delay 9.5 8.8 19.9 LOS A A C Approach Delay 19.9 Approach LOS C Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 ------------------------------ ------------------------------------------ P(oj) 0.85 1.00 v(il), Volume for stream 2 or 5 645 v(i2), Volume for stream 3 or 6 0 s(il), Saturation flow rate for stream 2 or 5 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 P*(oj) 1.00 d(M,LT), Delay for stream 1 or 4 9.5 8.8 N, Number of major street through lanes 1 d(rank,l) Delay for stream 2 or 5 0.0 HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ALL --WAY STOP CONTROL(AWSC) ANALYSIS Analyst: TMW Agency/Co.: COK Date Performed: 2/13/2012 Analysis Time Period: 4:30 TO 5:30 PM Intersection: MERCENFP-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2022 Project ID: 12-002 FUTURE CONDITIONS W/ SOUTHBOUND LTL East/West Street: CENTER North/South•$treet: MERIDIAN Worksheet 2 - Volume Adjustments and Site Characteristics I Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R 1 1---------------1---------------I---------------I---------------I Volume 114 7 7 341 10 13 1 4 143 299 36 1296 375 % Thrus Left Lane Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Configuration LTR LT R LTR L TR PHF 0.80 0.92 0.92 0.92 0.92 0.92 Flow Rate 29 53 370 363 321 421 % Heavy Veh 0 0 1 1 0 1 No. Lanes 1 2 1 2 Opposing -Lanes 2 1 2 1 Conflicting -lanes 2 2 2 2 Geometry group 4b 5 4b 5 Duration, T 0.25 hrs. Worksheet ----------- 3 - Saturation Headway Adjustment Worksheet -------------- Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 L1 L2 Flow Rates: Total in Lane 29 53 370 363 321 421 Left -Turn 17 46 0 0 321 0 Right -Turn 4 0 370 39 0 14 Prop. Left -Turns 0.6 0.9 0.0 0.0 1.0 0.0 Prop. Right -Turns 0.1 0.0 1.0 0.1 0.0 0.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 4b 5 4b 5 Adjustments Exhibit 17-33: hLT-adj 0.2 0.5 0.2 0.5 hRT-adj -0.6 -0.7 -0.6 hHV-adj 1.7 1.7 1.7 hadj, computed 0.0 0.4 -0.7 -0.0 _____-Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow rate 29 53 370 363 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.05 0.33 0.32 hd, final value 8.83 7.98 6.83 7.07 x, final value 0.07 0.12 0.70 0.71 Move -up time, m 2.3 2.3 2.3 Service Time 6.5 5.7 4.5 4.8 --------------- Worksheet 5 - Capacity and Level of Service ----- Eastbound Westbound Northbound L1 L2 Ll L2 L1 L2 Flow Rate 29 53 370 363 Service Time 6.5 5.7 4.5 4.8 Utilization, x 0.07 0.12 0.70 0.71 Dep. headway, hd 8.83 7.98 6.83 7.07 Capacity 279 303 514 501 Delay 12.21 11.73 24.09 25.43 LOS B B C D Approach: Delay 12.21 22.54 25.43 LOS B C D Intersection Delay 25.57 Intersection LOS D -0.7 1.7 0.5 -0.0 Southbound Ll L2 321 421 3.20 3.20 0.29 0.37 7.36 6.84 0.66 0.80 2.3 5.1 4.5 Southbound L1 L2 321 421 5.1 4.5 0.66 + 0.80 7.36 W 6.84 485 522 23.03 31.59 C D 27.89 D