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5. Appendix C - 2012 HCS AnalysisAppendix C 2012 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: MERAPPEA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS East/West Street: APPLEWAY DRIVE North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 ___Vehicle Volumes and Adjustments_ ----------------- Major Street: Approach Northbound Southbound Movement 1 2 3 J 4 5 6 L T R I L T R Volume 62 385 0 0 331 13 Peak -Hour Factor, PHF 0.91 0.91 01.91 1.00 0.78 0.78 Hourly Flow Rate, HFR 68 423 0 0 424 16 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 1 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade M 0 Flared Approach: Exists?/Storage Lanes Configuration Approach Movement Lane Config v (vph) C(m) (vph) V/c 95% queue length Control Delay LOS Approach Delay Approach LOS 19 0 133 0.74 0.74 0.74 25 0 179 0 0 0 1 / No 0 1 0 LTR FA Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 I 10 11 12 LTR LTR J 1 LTR ---- ------ ------------------ -------------------------- 68 0 204 1125 1142 522 0.06 0.00 0.39 0.19 0.00 1.84 8.4 8.2 16.3 A A C 16.3 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: 7:45 TO 8:45 AM Intersection: MERAPPEA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS East/West Street: APPLEWAY DRIVE North/South Street: 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 62 385 0 0 331 13 Peak -Hour Factor, PHF 0.91 0.91 0.91 1.00 0.78 0.78 Peak-15 Minute Volume 17 106 0 0 106 4 Hourly Flow Rate, HFR 68 423 0 0 424 16 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 Peak Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage RT Channelized? Lanes Configuration Movements ------------------ 19 0 133 0.74 0.74 0.74 6 0 45 25 0 179 0 0 0 1 / No 0 1 0 LTR 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. 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: 423 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 424 16 1700 1700 1 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 ------- -------------------------------------------------------------------- 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 440 423 991 991 432 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 P M V (c, U, x ) C(r,x) C (plat, x) Worksheet 6-Impedance and Capacity Equations 1500 Step 1: RT from Minor St. 9 12 Conflicting Flows 432 Potential Capacity 620 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 620 Probability of Queue free St. 1.00 0.71 1500 Step 2: LT from Major St. 4 1 ---------------------------------------------------------------------------- Conflicting Flows 423 440 Potential Capacity 1142 1125 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1142 1125 Probability of Queue free St. 1.00 0.94 Mai L-Shared Prob Q free St. 1.00 0.92 Step 3: TH from Minor ---------------------------- St. 8 11 ----------- Conflicting Flows -------------------- 991 Potential Capacity 235 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.92 Movement Capacity 216 Probability of Queue free St. 1.00 1.00 ------------------------------------------------------------------------------- Step 4: LT from Minor St. 7 10 Conflicting Flows 991 Potential Capacity 260 Pedestrian Impedance Factor 1.00 1.00 Maj. L,.Min T Impedance factor 0.92 Maj. L, Min T Adj. Imp Factor. 0.94 Cap. Adj. factor due to Impeding mvmnt 0.67 0.94 Movement Capacity 244 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 991 Potential Capacity 235 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.92 Movement Capacity 216 ----_--_------------------------- ------------- Result for 2 stage process: a y C t 216 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 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 Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor. Cap. Adj. factor due to Impeding mvmnt Movement Capacity Results for Two -stage process: a y C t Worksheet 8-Shared Lane Calculations Movement Volume (vph) Movement Capacity (vph) Shared Lane Capacity (vph) i 10 991 260 1.00 1.00 0.92 0.94 0.67 0.94 244 244 7 8 9 10 11 12 L T R L T R 25 0 179 244 216 620 522 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 ----- ----------------------------------------- 244 216 — 620 Volume 25 0 179 Delay Q sep Q sep +1 round (Qsep +1) ------------------------------------- n max -------------------- ----------------------= C sh 522 SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 LTR 4 7 LTR 8 9 10 11 12 LTR ---------------------------------------------------------------------------.--- v (vph) 68 0 204 C(m) (vph) 1125 1142 522 v/c 0.06 0.00 0.39 95% queue length 0.19 0.00 1.84 Control Delay 8.4 8.2 16.3 LOS A A C Approach Delay 16.3 Approach LOS C Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.94 1.00 v(il), Volume for stream 2 or 5 423 424 v(i2), Volume for stream 3 or 6 0 16 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) 0.92 1.00 d(M,LT), Delay for stream 1 or 4 8.4 8.2 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 0.7 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: MERCENEA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS 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 16 2 2 124 7 244 17 229 30 1248 237 12 % Thrus Left Lane Eastbound Ll L2 Configuration LTR PHF 0.60 Flow Rate 15 % Heavy Veh 0 No. Lanes l Opposing -Lanes 2 Conflicting -lanes 1 Geometry group 4a Duration, T 0.25 hrs. Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 LT R LTR LTR 0.83 0.83 0.80 0.87 36 293 331 570 0 1 1 1 2 1 1 1 1 1 1 2 2 5 2 2 Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound L1 L2 Flow Rates: Total in Lane 15 Left -Turn 9 Right -Turn 3 Prop. Left -Turns 0.6 Prop. Right -Turns 0.2 Prop. Heavy Vehicle0.0 Geometry Group 4a Adjustments Exhibit 17-33: hLT-adj 0.2 Westbound Northbound Southbound L1 L2 Ll L2 Ll L2 36 293 331 570 28 0 8 285 0 293 37 13 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 L1 L2 Ll L2 L1 L2 L1 L2 Flow rate 15 36 293 331 570 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.01 0.03 0.26 0.29 0.51 hd, final value 7.59 7.45 6.35 5.95 5.70 x, final value 0.03 0.07 0.52 0.55 0.90 Move -up time, m 2.0 2.3 2.0 2.0 Service Time 5.6 5.1 4.1 4.0 3.7 ---------------Worksheet 5 - Capacity and Level of Service_ Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 15 36 293 331 570 Service Time 5.6 5.1 4.1 4.0 3.7 Utilization, x 0.03 0.07 0.52 0.55 0.90 Dep. headway, hd 7.59 7.45 6.35 5.95 5.70 Capacity 265 286 541 580 627 Delay 10.83 10.75 15.65 15.90 39.73 LOS B B C C E Approach: Delay 10.83 15.11 15.90 39.73 LOS B C C E Intersection Delay 26.54 Intersection LOS D 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: MER2NDEA Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING 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 114 10 1 124 1 44 12 206 74 170 169 4 % Thrus Left Lane Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR PHF 0.66 0.64 0.87 Flow Rate 37 106 323 % 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 L1 L2 Ll L2 Ll L2 Flow Rates: Total in Lane 37 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 0.88 275 1 1 1 1 1 Southbound L1 L2 106 323 275 37 2 79 68 85 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 hHV-adj 1.7 1.7 1.7 hadj, computed 0.1 -0.3 -0.1 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Ll L2 Ll L2 L1 L2 Flow rate 37 106 323 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.09 0.29 hd, final value 5.58 5.04 4.49 x, final value 0.06 0.15 0.40 Move -up time, m 2.0 2.0 2.0 Service Time 3.6 3.0 2.5 --------------- Worksheet 5 - Capacity and Level of Service ----- Eastbound Westbound Northbound Ll L2 L1 L2 Ll L2 Flow Rate 37 106 323 Service Time 3.6 3.0 2.5 Utilization, x 0.06 0.15 0.40 Dep. headway, hd 5.58 5.04 4.49 Capacity 287 356 573 Delay 8.92 8.92 10.48 LOS A A B Approach: Delay 8.92 8.92 10.48 LOS A A B Intersection Delay 10.14 Intersection LOS B -0.6 1.7 0.1 Southbound L1 L2 275 3.20 3.20 0.24 4.73 0.36 2.0 2.7 Southbound L1 L2 275 2.7 0.36 4.73 525 10.38 B 10.38 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: MERAPPEA-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS W/ NORTHBOUND LTL East/West Street: APPLEWAY DRIVE 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 62 385 0 0 331 13 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.78 0.78 0.78 Hourly Flow Rate, HFR 68 423 0 0 424 16 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage's TWLTL / 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 1 10 11 12 L T R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade M 0 Flared Approach: Exists?/Storage Lanes Configuration Approach Movement Lane Config 19 0 133 0.74 0.74 0.74 25 0 179 0 0 0 1 / No / 0 1 0 LTR Delay, Queue Length, and Level of Service_________ NB SB Westbound Eastbound 1 4 7 8 9 1 10 11 L LTR I LTR 12 v (vph) 68 0 204 C(m) (vph) 1125 1142 590 v/c 0.06 0.00 0.35 95% queue length 0.19 0.00 1.54 Control Delay 8.4 8.2 14.3 LOS A A B Approach Delay 14.3 Approach LOS 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: MERAPPEA-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS W/ NORTHBOUND LTL East/West Street: APPLEWAY DRIVE North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): 0.25 __Vehicle Volumes and Adjustments__ ------ Major Street Movements 1 2 3 4 56 L T R L T R Volume 62 385 0 0 331 13 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.78 0.78 0.78 Peak-15 Minute Volume 17 106 0 0 106 4 Hourly Flow Rate, HFR 68 423 0 0 424 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 19 0 133 Peak Hour Factor, PHF 0.74 0.74 0.74 Peak-15 Minute Volume 6 0 45 Hourly Flow Rate, HFR 25 0 179 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 __Upstream Signal Data ------------------- ------------------------ Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles --------------------- ------------------------------------- ---------------- Movement 2 Movement 5 Shared In volume, major th vehicles: 424 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,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 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) t(f,HV) P(HV) t(f) 2.20 2.20 0.90 0.90 0.90 1 1 2.2 2.2 3.50 0.90 0.90 0.90 0 3.5 4.00 3.30 0.90 0.90 0 0 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 440 423 991 991 432 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) 432 559 432 559 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 ------- 432 Potential Capacity 620 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 620 Probability of Queue free St. ----------------------------------------------------------------------- 1.00 0.71 Step 2: LT from Major St. ------------------------------------------------------------------------------ 4 1 Conflicting Flows 423 440 Potential Capacity 1142 1125 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1142 1125 Probability of Queue free St. 1.00 0.94 Maj L-Shared Prob Q free St. ------------------------------------------------- 1.00 Step 3: TH from Minor St. -------------------------------------------------------------------------------- --------- 8 11 Conflicting Flows 991 Potential Capacity 235 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.94 0.94 Movement Capacity 221 Probability of Queue free St. ----------------------------------------------------------------------------------- 1.00 1.00 Step 4: LT from Minor St. ---------------------------------------------- 7 10 Conflicting Flows --------- 991 Potential Capacity 260 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.94 Maj. L, Min T Adj. Imp Factor. 0.95 Cap. Adj. factor due to Impeding mvmnt 0.68 0.94 Movement Capacity ---------- —_---------------------------------- 244 ----------------------------- Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. 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. 8 11 432 514 572 1.00 1.00 0.94 1.00. 483 572 1.00 1.00 Part 2 - Second Stage Conflicting Flows 559 Potential Capacity 581 499 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.94 Movement Capacity 581 469 ------------------------- Part 3 - Single Stage ------------------------------- Conflicting Flows 991 Potential Capacity 235 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.94 0.94 Movement Capacity 221 --------------------------------------- Result for 2 stage process: —__--------- ------------------------- a 0.95 0.95 y C t 221 Probability of Queue free St. 1.00 1.00 ------------------------ --------- Step 4: LT from Minor St. _----------------------------------------- 7 10 -------------------------------------------------------------- Part 1 - First Stage Conflicting Flows 432 Potential Capacity 576 643 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.94 1.00 Movement Capacity 541 643 ------------------------------------------------------------------------------ Part 2 - Second Stage Conflicting Flows 559 Potential Capacity 599 559 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.71 0.94 Movement Capacity 426 525 ----------------------------------------------------------------------------- Part 3 - Single Stage Conflicting Flows 991 Potential Capacity 260 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.94 Maj. L, Min T Adj. Imp Factor. 0.95 Cap. Adj. factor due to Impeding mvmnt 0.68 0.94 Movement Capacity 244 ---------- -------------------------------------------_---------------------- Results for Two -stage process: a 0.95 0.95 y 1.42 C t 438 ---- --------------------------------------------- Worksheet 8-Shared Lane Calculations ---------------------------- ----------------- -------___----------_-------------------��---------------- Movement 7 8 9 10 11 12 L T R L T R ----------------------------------------------------------------------------- Volume (vph) 25 0 179 Movement Capacity (vph) 438 221 620 Shared Lane Capacity (vph) 590 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 L T R L 11 T 12 R C sep 438 221 620 Volume 25 0 179 Delay Q sep Q sep fl round (Qsep f1) ---- ------------------- -------------------------- n max ---------------------------- C sh 590 SUM C sep n C act Worksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 L 4 7 8 LTR 9 10 11 12 LTR ------- ------------------ v (vph) 68 ----------------------------------------------------- 0 204 C(m) (vph) 1125 1142 590 v/c 0.06 0.00 0.35 95% queue length 0.19 0.00 1.54 Control Delay 8.4 8.2 14.3 LOS A A B Approach Delay 14.3 Approach LOS B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.94 1.00 v(il), Volume for stream 2 or 5 424 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 8.4 8.2 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: MERCENEA-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS W/ SOUTHBOUND LTL 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 16 2 2 124 7 244 17 229 30 1248 237 12 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LT R LTR L TR PHF 0.60 0.83 0.83 0.80 0.87 1.00 Flow Rate 15 36 293 331 285 249 % Heavy Veh 0 0 1 1 1 0 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 L1 L2 Ll L2 Flow Rates: Total in Lane 15 36 293 331 285 249 Left -Turn 9 28 0 8 285 0 Right -Turn 3 0 293 37 0 12 Prop. Left -Turns 0.6 0.8 0.0 0.0 1.0 0.0 Prop. Right -Turns 0.2 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 15 36 293 331 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.01 0.03 0.26 0.29 hd, final value 7.67 7.26 6.17 6.30 x, final value 0.03 0.07 0.50 0.58 Move -up time, m 2.3 2.3 2.3 Service Time 5.4 5.0 3.9 4.0 ____-Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Ll L2 Ll L2 Ll L2 Flow Rate 15 36 293 331, Service Time 5.4 5.0 3.9 4.0 Utilization, x 0.03 0.07 0.50 0.58 Dep. headway, hd 7.67 7.26 6.17 6.30 Capacity 265 286 543 557 Delay 10.62 10.52 14.93 17.30 LOS B B B C Approach: Delay 10.62 14.45 17.30 LOS B B C Intersection Delay 15.42 Intersection LOS C -0.7 1.7 0.5 -0.0 Southbound Ll L2 285 249 3.20 3.20 0.25 0.22 6.67 6.11 0.53 0.42 2.3 4.4 3.8 Southbound L1 L2 285 249 4.4 3.8 0.53 0.42 6.67 6.1'1 529 499 16.57 13.20 C B 15.00- B 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: MERAPPEP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS East/West Street: APPLEWAY North/South Street: MERIDIAN Intersection Orientation: NS Study period (hrs): __Vehicle Volumes and Adjustments____________ Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R 0.25 Volume 105 483 0 0 481 56 Peak -Hour Factor, PHF 0.86 0.86 1.00 1.00 0.91 1.00 Hourly Flow Rate, HFR 122 561 0 0 528 56 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 I L T R Volume 30 0 81 Peak Hour Factor, PHF 0.71 1.00 0.71 Hourly Flow Rate, HER 42 0 114 Percent Heavy Vehicles 0 0 0 Percent Grade M 0 1 Flared Approach: Exists?/Storage / No / Lanes 0 1 0 Configuration LTR ------------------Delay, Queue Length, and Level of Service_______ Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LTR LTR I LTR v (vph) 122 0 156 C(m) (vph) 996 1015 294 v/c 0.12 0.00 0.53 95% queue length 0.42 0.00 2.90 Control Delay 9.1 8.5 30.3 LOS A A D Approach Delay 30.3 Approach LOS D 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: MERAPPEP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS 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 105 483 0. 0 481 --------- 56 Peak -Hour Factor, PHF 0.86 0.86 1.00 1.00 0.91 1.00 Peak-15 Minute Volume 31 140 0 0 132 14 Hourly Flow Rate, HFR 122 561 0 0 528 56 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 30 0 81 Peak Hour Factor, PHF 0.71 1.00 0.71 Peak-15 Minute Volume 11 0 29 Hourly Flow Rate, HFR 42 0 114 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) 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: 561 528 Shared In volume, major rt vehicles: 0 56 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 Movement Gap Calculation 1 L 4 L 7 L 8 T 9 R 10 L 11 T 12 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(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 --------- - --------------------------------------------------_- 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 584 561 1361 1361 556 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 556 Potential Capacity 526 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 526 Probability of Queue free St. 1.00 0.78 --------- --------- Step 2: LT from Major St. 4 1 ------------------------------------------------------------------------------- Conflicting Flows 561 584 Potential Capacity 1015 996 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1015 996 Probability of Queue free St. 1.00 0.88 Maj L--Shared Prob Q free St. 1.00 0.82 -- --------------------------------------------- Step 3: TH from Minor St. 8 11 ----------------------------------------------------------------------------- Conflicting Flows 1361 Potential Capacity 139 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.82 0.82 Movement Capacity 114 Probability of Queue free St. 1.00 1.00 ------------------------------------------------------------------------------ Step 4: LT from Minor St. 7 10 ----------- ----------- ------------ --------------_.--------_-.---------------_ Conflicting Flows 1361 Potential Capacity 153 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.82 Maj. L, Min T Adj. Imp Factor. 0.86 Cap. Adj. factor due to Impeding mvmnt 0.67 0.88 Movement Capacity 134 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 1361 Potential Capacity 139 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.B2 0.82 Movement Capacity 114 Result for 2 stage process: a y C t 114 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 1361 Potential Capacity 153 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.82 Maj. L, Min T Adj. Imp Factor. 0.86 Cap. Adj. factor due to Impeding mvmnt 0.67 0.88 Movement Capacity 134 ----------------------------------------------------------------------------- Results for Two -stage process: a y C t 134 Worksheet B-Shared Lane Calculations -------------- --- --------------------------- Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 42 0 114 Movement Capacity (vph) 134 114 526 Shared Lane Capacity (vph) 294 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 134 114 526 Volume 42 0 114 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 294 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 LTR LTR LTR ---- -------------------------------------------------------------- v (vph) 122 0 156 C(m) (vph) 996 1015 294 v/c 0.12 0.00 0.53 95% queue length 0.42 0.00 2.90 Control Delay 9.1 8.5 30.3 LOS A A D Approach Delay 30.3 Approach LOS D Worksheet 11--Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.88 1.00 v(il), Volume for stream 2 or 5 561 528 v(i2), Volume for stream 3 or 6 0 56 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) 0.82 1.00 d(M,LT), Delay for stream 1 or 4 9.1 8.5 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 1.7 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: MERCENEP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING CONDITIONS East/West Street: CENTER 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 I Volume 112 6 I I 6 282 10 I 4 136 248 30 1245 311 11 % Thrus Left Lane Eastbound Westbound Northbound Southbound Ll L2 Ll L2 L1 L2 L1 L2 Configuration LTR LT R LTR LTR PHF 0.6B 0.91 0.91 0.76 0.84 Flow Rate 30 45 309 365 674 % 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 Westbound Northbound Southbound L1 L2 Ll L2 Ll L2 L1 L2 Flow Rates: Total in Lane 30 Left -Turn 17 Right -Turn 5 Prop. Left -Turns 0.6 Prop. Right -Turns 0.2 Prop. Heavy Vehicle0.0 Geometry Group 4a Adjustments Exhibit 17-33: hLT-adj 0.2 45 309 365 674 39 0 0 291 0 309 39 13 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 L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 30 45 309 365 674 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.04 0.27 0.32 0.60 hd, final value 8.14 7.84 6.70 6.30 6.01 x, final value 0.07 0.10 0.57 0.64 1.13 Move -up time, m 2.0 2.3 2.0 2.0 Service Time 6.1 5.5 4.4 4.3 4.0 ---------------Worksheet 5 - Capacity and Level of Service __________^____ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 30 45 309 365 674 Service Time 6.1 5.5 4.4 4.3 4.0 Utilization, x 0.07 0.10 0.57 0.64 1.13 Dep. headway, hd 8.14 7.84 6.70 6.30 6.01 Capacity 280 295 527 561 674 Delay 11.73 11.39 18.05 19.77 99.31 LOS B B C C F Approach: Delay 11.73 17.21 i9.77 99.31 LOS B C C F Intersection Delay 56.64 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: MER2NDEP Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING 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 I ! ! I Volume 117 13 6 139 6 75 16 198 38 174 265 14 % Thrus Left Lane Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR PHF 0.50 0.56 0.66 Flow Rate 72 212 365 % 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 L1 L2 L1 L2 Flow Rates: Total in Lane 72 Left -Turn 34 Right -Turn 12 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 Ll L2 LTR 1.00 353 2 1 1 1 1 Southbound Ll L2 212 365 353 69 9 74 133 57 14 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 72 212 365 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.06 0.19 0.32 hd, final value 6.29 5.65 5.27 x, final value 0.13 0.33 0.53 Move -up time, m 2.0 2.0 2.0 Service Time 4.3 3.7 3.3 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rate 72 212 365 Service Time 4.3 3.7 3.3 Utilization, x 0.13 0.33 0.53 Dep. headway, hd 6.29 5.65 5.27 Capacity 322 462 615 Delay 10.20 11.45 14.16 LOS B B B Approach: Delay 10.20 11.45 14.16 LOS B B B Intersection Delay 13.33 Intersection LOS B -0.6 1.7 0.1 Southbound L1 L2 353 3.20 3.20 0.31 5.39 0.53 2.0 3.4 Southbound L1 L2 353 3.4 0.53 5.39 603 14.25 B 14.25 B 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: MERAPPEP-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING 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 105 483 0 0 481 56 Peak -Hour Factor, PHF 0.86 0.86 0.96 1.00 0.91 0.91 Hourly Flow Rate, HFR 122 561 0 0 528 61 Percent Heavy Vehicles 1 -- -- 1 --- -- Median Type/Storage TWLTL - / 2 W RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR 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 30 0 81 Peak Hour Factor, PHF 0.71 0.71 0.71 Hourly Flow Rate, HFR 42 0 114 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 1 7 8 9 1 10 11 L L I I LTR 12 v (vph) 122 0 156 C(m) (vph) 991 1015 445 v/c 0.12 0.00 0.35 95% queue length 0.42 0.00 1.55 Control Delay 9.1 8.5 17.4 LOS A A C Approach Delay 17.4 Approach LOS C 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: MERAPPEP-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 12-002 EXISTING 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 105 483 0 0 481 56 Peak -Hour Factor, PHF 0.86 0.86 0.96 1.00 0.91 0.91 Peak-15 Minute Volume 31 140 0 0 132 15 Hourly Flow Rate, HFR 122 561 0 0 528 61 Percent Heavy Vehicles 1 -- -- 1 -- -- Median Type/Storage TWLTL / 2 RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal? No No Minor Street Movements 7 8 L T 9 10 R L 11 T 12 R —__--------------------------------------------------------------------------- Volume 30 0 81 Peak Hour Factor, PHF 0.71 0.71 0.71 Peak-15 Minute Volume 11 0 29 Hourly Flow Rate, HFR 42 0 114 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) 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. 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: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: ------------- 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 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 589 561 1363 1363 558 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) 558 805 558 805 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 558 Potential Capacity 525 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 525 Probability of Queue free St. 1.00 0.78 --- ------------------ Step 2: LT from Major ---------------------------------.---- St. ------------------ 4 1 ----------- ---------- Conflicting Flows -------- ---------------------- ------------------------ 561 589 Potential Capacity 1015 991 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1015 991 Probability of Queue free St. 1.00 0.88 Maj L-Shared Prob Q free St. Step 3: TH from Minor St. 8 11 -------------------------------------- ------------------- Conflicting Flows --------------------- 1363 Potential Capacity 138 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.88 0.88 Movement Capacity 121 Probability of Queue free St. 1.00 1.00 ------- _-- -------------------._..--------------------------........_._----------------- Step 4: LT from Minor St. 7 10 ------------------------------------------------------- Conflicting Flows --------------- 1363 Potential Capacity 153 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.88 Maj. L, Min T Adj. Imp Factor. 0.91 Cap. Adj. factor due to Impeding mvmnt 0.71 0.88 Movement Capacity 134 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 558 Potential Capacity 398 499 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.88 1.00 Movement. Capacity 349 499 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage Conflicting Flows 805 Potential Capacity 499 381 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.-factor due to Impeding mvmnt 1.00 0.88 Movement Capacity 499 334 ---------------------------------------------------------------------------- Part 3 - Single Stage Conflicting Flows 1363 Potential Capacity 138 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.88 0.88 Movement Capacity 121 ------------------------------------------------------------------------------ Result for 2 stage process: a 0.95 0.95 y C t 121 Probability of Queue free St. 1.00 1.00 ----------------------------------------------------------------------------- Step 4: LT from Minor St. 7 10 ------------------------------------------------------------------------------ Part 1 - First Stage Conflicting Flows 558 Potential Capacity 443 559 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.88 1.00 Movement Capacity 388 559 ------------------------------------------------------------------------------ Part 2 - Second Stage Conflicting Flows 805 Potential Capacity 543 424 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.78 0.88 Movement Capacity 425 372 ---------------------- Part 3 - Single Stage --------- Conflicting Flows 1363 Potential Capacity 153 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.88 Maj.� L, Min T Adj. Imp Factor. 0.91 Cap. Adj. factor due to Impeding mvmnt 0.71 0.88 Movement Capacity 134 ----------------------------------------------------------------------------- Results for Two -stage process: a 0.95 0.95 y 1.79 C t 315 ------------------------------- Worksheet 8-Shared Lane Calculations -------------------------- --------------------------------------------------------------------------- Movement 7 8 9 10 11 12 L T R L T R ---------------------- ------------- Voiume (vph) ---------------------------------------- 42 0 114 Movement Capacity (vph) 315 121 525 Shared Lane Capacity (vph) 445 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 ------------- --M 315 -------.------- 121 525 Volume 42 0 114 Delay Q Sep Q Sep +1 round (Qsep +1) --------------------------- n max ---------------------------------- C sh 445 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 L LTR ------------- ------------------------ v (vph) 122 ------------------------ 0 ----------------- 156 C(m) (vph) 991 1015 445 v/c 0.12 0.00 0.35 95% queue length 0.42 0.00 1.55-X Control Delay 9.1 8.5 17.4 LOS A A C Approach Delay 17.4 Approach LOS --------------------------------- C Worksheet 11-Shared Major ------------------------_ LT Impedance and Delay ------------------- ----------------------------------------------------------------------------- Movement 2 Movement 5 --------------------------------------------------------------------------- p(oj) 0.88 1.00 --- v(il), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(il), Saturation flow rate for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 P*(o7) d(M,LT), Delay for stream 1 or 4 9.1 8.5 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 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: MERCENEP-1 Jurisdiction: FLATHEAD CO Units: U. S. Customary Analysis Year: 2012 Project ID: 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 112 6 4 136 6 282 10 248 30 1245 311 11 % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LT R LTR L TR PHF 0.68 0.91 0.91 0.76 0.64 0.84 Flow Rate 30 45 309 365 291 383 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 Ll L2 Ll L2 L1 L2 Flow Rates: Total in Lane 30 Left -Turn 17 Right -Turn 5 Prop. Left -Turns 0.6 Prop. Right -Turns 0.2 Prop. Heavy Vehicle0.0 Geometry Group 4b Adjustments Exhibit 17-33: hLT-adj 0.2 45 309 365 291 383 39 0 0 291 0 0 309 39 0 13 0.9 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 9M Im ��i 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 Ll L2 L1 L2 L1 L2 Flow rate 30 45 309 365 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.03 0.04 0.27 0.32 hd, final value 8.33 7.78 6.64 6.70 x, final value 0.07 0.10 0.57 0.68 Move -up time, m 2.3 2.3 2.3 Service Time 6.0 5.5 4.3 4.4 Worksheet 5. - Capacity and Level of Service Eastbound Westbound Northbound Ll L2 L1 L2 L1 L2 Flow Rate 30 45 309 365 Service Time 6.0 5.5 4.3 4.4 Utilization, x 0.07 0.10 0.57 0.68 Dep. headway, hd 8.33 7.78 6.64 6.70 Capacity 280 295 520 527 Delay 11.65 11.32 17.79 22.43 LOS B B C C Approach: Delay 11.65 16.97 22.43 LOS B C C Intersection Delay 20.04 Intersection LOS C -0.7 1.7 0.5 -0.0 Southbound Ll L2 291 383 3.20 3.20 0.26 0.34 7.01 6.50 0.57 0.69 2.3 4.7 4.2 Southbound L1 L2 291 383 4.7 4.2 0.5719 0.69 7.010 6.50 507 547 18.48 22.46 C C 20.74 C