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SI - a S I '-1 �: �m z d 6 0 .1 m 9 AI .z 9 m o q C3 m Cf m "Z Z Z N ul V3 W w lU � � Z Z 2 :!: .0..w, w � � �. '.Z 2 Z :n N N W ul w � �j S..�rS - a W r K FG m s � tl m Z w m m � Z Z Z v: ,,,,,,.....L4 3 3 3 J S 04 W K _ 0 m 0 tl m III 9 4n m m m 'Z Z Z N 0 N w w .. o H c A sA r a N c a c3mS �� N� 3 -� ! e 4. n P ` Nr �� r I Y° • Existing Conditions • • HCS2000: Signalized intersections Release 4.1 c ,LyS t : DPA. ncy: #02130 We: 7/22/2002 Period: Existing PM Peak Project ID: Miami River Renaissance E/W St: 1-95 off -ramp No. Lanes LGConfig Volume Lane width RTOR Vol Inter.: Miami Avenue & -95 off-ra.^r Area Tvoe: CDD or Similar Jurisd: Downtown Miam Year : 2002 N/S St: Miami Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 2 R 277 12.0 0 0 0 0 So it ?bo nd r, 0 0 0 0 3 0 T 482 12.0 Duration 1.00 Area Type: CBD or Similar Signal Operations Phase Combination_ 1 2 3 4 5 6 "7 8 EB Left NE Left Thru Thru Right A Right Peds Peds WB Left SE Left Thru Thru A IIIRight Right Peds Peds NE Right EB Right SB Right WB Right Green 63.0 29.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound R 1244 1974 0.26 0.63 8.3 A Westbound Northbound �thb0Jn1d 1314 4532 0.43 8.3 A 0.29 29.0 C 29.0 C Intersection Delay 21.4 (sec/veh) Intersection LOS = HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY �a1vst : DPA rcy/Co.: #02130 to Performed: 7/22/02 Analysis Time Period: Existing PM Peak Intersection: SW 3 Street/Miami Avenue Jurisdiction: Downtown Miami Analysis Year: 2002 Project ID: Miami,. River Renaissance East/West Street: SW 3 Street North/South Street: Miami Avenue Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments Major Street: Approach Northbound Sorthbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 75 Peak -Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 78 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized? Lanes Configuration ream: Signal? No 392 0.95 412 No 300 0.95 315 Q 438 0.95 461 1 2 0 L T TR No 21 0.95 22 Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R i L T R Volume 114 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 120 Percent Heavy Vehicles 3 Percent Grade (%) 0 0 Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration No Delay, Queue Length, and Level of Service Approach NE SB Westbound Eastbound Movemen_ 4 I 7 8 9 10 11 12 Lane• Con_=_ . L R v (vp_) 78 315 120 r-" m) (vph) 1090 1158Ail 794 0.07 0.27 0.15 IIIW queue length 0.23 1.12 0.53 Control Delay 8.6 9.3 10.3 LOS A A B Approach Delay Approach LOS 10.3 • HCs2000: unsignalized intersections Release 4.1 DPA David Plummer & Associates Phone: E-Mail: Analyst: Agency/Co.: Date Performed: Analysis Time Period: intersection: Jurisdiction_: Analysis Year: Project ID: Miami East/West Street: North/South Street: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS DPA 402130 7/22/02 Existing PM Peak SW 3 Street/Miami Downtown Miami 2002 River Renaissance SW 3 Street Miami Avenue Intersection Orientation: NS 110 or Street Movements Avenue Study period (hrs): 1.00 Vehicle Volumes and Adjustments 2 3 4 5 6 L T R L T R Volume Peak -Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized? Lanes Configuration Upstream Signal? 75 0.95 20 78 0 Undivided 392 300 438 0.95 0.95 0.95 103 79 115 412 315 461 0 No 1 L R No 1 2 0 L T TR No 21 0.95 6 22 Minor Street Movements 7 8 9 12 Volume Peak Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage erred Approach: " Channelized? Lanes Configuration Exists? Storage 0 0 114 0.95 30 120 3 No HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer & Associates Fax: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: DPA Agency/Co.: #02130 Date Performed: 7/22/02 Analysis Time Period: Existing PM Peak intersection: SW 3 Street/SW 2 Aveneue Jurisdiction: Downtown Miami Analysis Year: 2002 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: SW 2 Aveneue Worksheet 2 - Volume Adjustments and Site Characteristics 1 Eastbound L T R 1 Westbound j Northbound L T R L T R Volume 136 6 175 171 10 44 165 211 12 Thrus Left Lane • Southbound T R 1 1 220 6 50 Eastbound Westbound Northbound Southbound LI L2 L1 L2 LI L2 L1 L2 Configuration L TR LTR LTR LT TR PHF 0.89 0.89 0.89 0.89 0.89 0.89 Flow Rate 40 202 139 323 130 129 o Heavy Veh 2 2 2 0 2 2 No. Lanes 2 1 1 2 Opposing -Lanes 1 2 2 1 Conflicting -lanes 2 2 2 2 Geometry group 5 4b 4b 5 Duration, T 1.00 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Flow Rates: Total in Lane Left -Turn Right -Turn Prop. Left -Turns Prop. Right -Turns Eastbound Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 L1 L2 40 202 40 0 0 196 1.0 0.0 0.0 1.0 p. Heavy Vehicle0.0 0.0 metry Group 5 woustments Table _0--40: hLT-adj 0.2 139 323 130 129 79 73 7 0 49 13 0 6 0.6 0.2 0.1 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4b 4b 5 .l G 0.2 0.2 hRT-adj -0.6 -0.6 hHV-ad j 1.7 1.7 hadj, computed 0.2 -0.5 -0.1 1 7 0.0 works heet 4 - Departure Headway and Service • Eastbound esjboud Northbound Southbound 7:1T 2 Li 12 11 L2 L2 Flow rate 40 202 139 323 130 129 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3,20 _.20 x, initial 0.04 0.18 0.12 0.29 0.12 0.11 hd, final value 6.75 5.95 6.65 6.14 6.28 6.24 x, final value 0.07 0.33 0.26 0.55 0.23 0.22 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 4.4 3.7 4.3 3.8 4.0 3.9 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound LI L2 11 L2 Li L2 LI L2 Flow Rate 40 202 139 323 130 129 Service Time 4.4 3.7 4.3 3.8 4.0 3.9 Utilization, x 0.07 0.33 0.26 0.55 0.23 0.22 Dep. headway, hd 6.75 5.96 6.65 6.14 6.28 6.24 Capacity 290 452 389 564 380 379 Delay 10.00- 11.64 11.64 16.33 10.81 10.73 LOS A B B C B B Approach; Delay 11.37 11.64 16.33 10.77 LOS B B C B tersection Delay 12.91 Intersection LOS B • RCS2000: Signalized Intersections Release 4.1 alvst: DPA = 02130 ‚ncy: e: 7/22/2002 Period: Existing PM Peak Project ID: Miami River Renaissance E/W St: SSW 7 Street No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.. Miami Avenue & SW 7 Street Area Type. CED or Similar Jur_sd: Downtown Miami Year : 2002 N/S St: Miami Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound j Southbound T R L T R L mR L T R l 0 0 0 0 2 1 T R 1118 114 12.0 12.0 0 2 0 L LT 571 307 12.0 12.0 0 0 0 Duration 1.00 Area Type: CED or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right Weds Peds WE Left SB Left Thru A Thru 0 Right A Right Peds Peds NB Right EB Right SB Right WE Right Green 36.0 35.0 Yellow 4.0 4.0 All Red 1.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1419 3154 0.89 0.45 28.9 C 27.5 C R 635 1411 0.20 0.45 13.5 B Northbound L 690 1577 0.94 0.44 50.9 D LT 1380 3154 0.25 0.44 14.3 B 38.1 D Oil -hbound tersection Delay = 31.9 (sec/veh) Intersection SOS = C - • Future without Project • • HCS2000: Signalized intersections Release 4.1 Analyst: DPA Inter.: Miami Avenue & 1-95 off -ramp Agency: 402130 Area Tybe: CBD or Similar Date: 4/2003 Jurisd: Downtown Miami •rjcd: Future without Protect PM Peak Year : 2009 eject ID: Miami River Renaissance E/W St: 1-95 off -ramp N/S St: Miami Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound T R Westbound L T R Northbound L T R Southbound L T R No. Lanes 0 0 2 0 0 0 0 0 0 0 3 0 LGConfig R T Volume 328 557 Lane Width 12.0 12.0 RTOR Vol 0 Duration 1.00 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right A Peds WE Left Thru Right Peds Right Right Ween 63.0 29.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS 5 6 7 8 NB Left Thru Right Peds SE Left Thru A Right Peds EB Right WB Right Eastbound 8.3 A R 1343 2131 0.26 0.63 8.3 A Westbound Northbound Southbound 1314 4532 0.45 0.29 29.2 C 29.2 C Intersection Delay = 21.4 (sec/veh) intersection LOS = C HCS2000: Signalized Intersections Release 4.1 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY alyst: en_cy/Co . : Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: Miami Avenue Intersection Orientation: NS Vehicle Major Street: Approach Movement Volumes and Northbound 2 3 T R DPA #02130 4/2003 Future without Project PM Peak SW 3 Street/Miami Avenue Downtown Miami. Study period (hrs) : 1.00 Adjustments Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 0 Median Type Undivided RT Channeli zed? Lanes ilinfiguration stream Signal? Minor Street: Approach Movement 86 0.95 90 1 L No R 450 0.95 473 No Westbound 7 8 9 iT R 358 0.95 376 0 1 503 0.95 529 No 0 TR 24 0.95 25 Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: RT Channelized? Lanes Configuration Exists? Storage 0 0 1 131 0.95 137 3 No Approach Movement Lane Config Delay, NB 1 L Queue Length, and Level of Service SB Westbound 4 7 8 9 Eastbound 10 11 12 110(vph) �m) (vph) 95 % queue length Control Delay 90 1026 0.09 0.29 8.8 376 1099 0.34 1.55 10.0- 137 759 0.18 0.66 10.8 OS pproach Delay pproach LOS A 10.8 HCS2000: Unsignalized Intersections Release 4.1 )PA )avid Plummer & Associates ?hone: -Mail. analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: Miami East/West Street: North/South Street: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS without Project PM SW 3 Street/Miami Avenue Downtown Miami 2009 River Renaissance SW 3 Street Miami Avenue DPA ## 0 213 0 4/2003 Future - tersection Orientation: NS I0 Major Street Movements Vehicle 1 L Peak Study period (hrs): 1.00 Volumes and Adjustments 2 T 3 4 5 R L T Volume Peak -Hour Factor, PHF 0.95 Peak-15 Minute Volume 23 Hourly Flow Rate, HFR 90 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized? Lanes 1 Configuration Upstream Signal? 86 No 450 358 0.95 0.95 118 94 473 376 0 No 1 R 503 0.95 132 529 1 2 0 L T TR No Minor Street Movements 7 8 9 10 11 T 6 24 0.95 6 25 12 Volume Peak Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (6) ,an Storage tired Approach: Exists? Storage 0 0 R 131 0.95 34 137 3 No RT Channelized? anes onfiguraticn orements Pedestrian Volumes and Adjustments w 13 14 15 16 low (ped/hr) 0 0 0 0 12.0 12.0 12.0 12.0 pane Width ( f t ) 4.0 Talking Speed (ft/sec) 4.0 4,0 4.0 0 ?ercent Blockage 0 0 Upstream Signal Data Prog, Sat Arrival Green Cycle Frog. Distance Flow Flow Type Time Length Speed to Signal vp_s vph sec sec mph feet 52 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: Shared In volume, major rt vehicles: t flow rate, major th vehicles: flow rate, major rt vehicles: number of major street through lanes: Worksheet 4-Critical Gap and Follow-up Time Calculation. Critical Gap Calculation 7 8 10 11 12 Movement 1 4 m R L T R 6.2 t (c,base) 4.1 4.1 t (c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 t (hv) 0 0 t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 00 t (3,1t) 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 1.00 1.00 0.00 1.00 2-stage O.OQ 0.00 1.00 0.006.2 t (c) 1-stage 4.1 4.1 2-stage Follow -Up Time Calculations 8 10 I1 12 Movement 1 4 7 T R L T R L L L 3.30 f,b.0 .0 F �-`V) V) 0.90 Q 0.90 0.90 0,90 0.90 0.90 0.90 3.90 P (HV) 0 0 3. 3 t (f) 2.2 2.2 7orksheet 5-Effect of Upstream Signals :ompu 11 ation 1-Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(- prot) V(t) V(l,prot) T prog total Saturation Flow Rate, s (vph) arrival Type Effective Green, g (sec) 2ycle Length, C (sec) Rp (from table 9-2) 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) ration of blocked period, t(p) Oration time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) p(5) p (dom) p (subo ) Constrained or unconstrained? 0.000 0.000 Proportion (2) (3) unblocked (1) 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 Process e nt 1 4 7 8 9 10 11 12 Ire -Stage R L T R L T L c,x 554 473 277 x Orfx plat,x wo-Stage Process (r, x) {plat,x) 7 Stagel Stage2 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. pep 2: LT from Major St. 1.00 1.00 4 12 277 759 1.00 759 0.82 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj L--Shared Prob Q free St. Step 3: TH from Minor St. 473 1099 1.00 1099 0.66 8 554 1 1026 1.00 1026 0.91 11 Conflicting Flows Potential Capacity Pedestrian Impedance Cap. Adj. factor due Movement Capacity Probability of Queue Factor to Impeding mvmnt free St. 1.00 0.60 1.00 1.00 0.60 1.00 Step 4: LT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj . L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor. Adj. factor due to Impeding mvmnt vement Capacity 7 1.00 0,60 0.69 0.56 10 1.00 0.60 Drksheet 7-Computation of the Effect of Two -stage Gap Acceptance tep 3: TH from Minor St. art 1 - First Stage Inflicting Flows tential Capacity edestrian Impedance Factor ap. Adj. factor due to Impeding mvmnt .ovement Capacity robability of Queue free St. 8 'art 2 - Second Stage `onflicting Flows )otential Capacity )edestrian impedance Factor :ao . Adj. factor due to impeding mvmnt 'Iovement Capacity Part 3 - Single Stage :onflicting Flows ?otential Capacity Pedestrian Impedance Factor 2ap. Adj. factor due to Impeding mvmnt 4ovement Capacity 1.00 1.00 0.60 0.60 7esult for 2 stage process: a Y Queue free St. 1.00 1.00 obability of -L,ep 4: LT from Minor St. 7 10 Part. 1 - First Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding rnvmnt Movement Capacity Part 2 - Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding rnvmnt 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 Ilksilts for Two -stage process: a y 1.00 0.60 0.69 0.56 1.00 0.60 C t Worksheet ?-Shared Lane Calculations vement 7 8 9 10 12 L T R L T R Volume (vph) Movement Capacity (vph) Shared Lane Capacity (vph) 137 759 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 759 Volume 137 Delay Q sep Q sep +1 round (Qsep �1) n max C sh SUM C sep n C act 0,`orksheet 10-Delay, Queue Length, and Level of Service Movement Lane Con,. 1 4 7 8 9 10 11 12 L L R v (vph) 90 376 C(m) (vph) 1026 1099 v/c 0.09 0.34 95% queue length 0.29 1.55 Control Delay 8.8 10.0- LOS A A Approach Delay Approach LOS 10.8 137 759 0.18 0.66 10.8 Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) v(il), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(i1), Saturation flow rate for stream 2 or 5 (i2), Saturation flow rate for stream 3 or 6 41111 (oj) ,M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,1) Delay for stream 2 or 5 0.91 0.66 8.8 10.0- HCS2000: linsignalized Intersections Release 4 I DPA David Plummer & Associates • Phone: E-Mai1: Fax: ALL -WAY STOP CONTROL (AWSC) ANALYSIS Analyst: DPA Agency/Oo.: #02130 Date Performed: 4/2003 Analysis Time Period: Future without Project PM Peak Intersection: SW 3 Street/SW 2 Avenue Jurisdiction: Downtown Miami Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: SW 2 Avenue Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound L T R Westbound L T R Northbound L T R Southbound L T R Volume 41 7 201 •Thrus Left Lane 82 11 51 75 249 14 7 256 8 50 Eastbound Westbound Northbound Southbound L1 L2 Li L2 Li L2 LI L2 Con f igurat i.on L TR LTR LTR LT TR PHF 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate 43 218 150 354 141 142 Heavy Veh 2 2 2 0 2 2 No. Lanes 2 1 1 2 Opposing --Lanes 1 2 2 1 Conflicting -lanes 2 2 2 2 Geometry group 5 4b 4b 5 Duration, T 1.00 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 43 218 150 354 141 142 Left -Turn 43 0 86 78 7 0 Right -Turn 0 211 53 14 0 8 Prop. Left -Turns 1.0 0.0 0.6 0.2 0.0 0.0 _po. Right --Turns 0.0 1.0 0.4 0.0 0.0 0.1 ob. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 5 4b 4b 5 Adjustments, Table 10-40: hLT-adj hRT - adj hHV-ad hadj, computed 0.2 0.2 -0.6 1.7 -0.5 0.2 -0.6 0.0 0.0 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 Ll L2 Ll L2 L1 L2 Flow rate 43 218 150 354 141 142 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.04 0.19 0.13 0.31 0.13 0.13 hd, final value 7.02 6.23 6.95 6.36 6.53 6.48 x, final value 0.08 0.38 0.29 0.63 0.26 0.26 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 4.7 3.9 4.7 4.1 4.2 4.2 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 Ll L2 L1 L2 Ll L2 Flow Rate 43 218 150 354 141 142 Service Time 4.7 3.9 4.7 4.1 4.2 4.2 Utilization, x 0.08 0.38 0.29 0.63 0.26 0.26 Dep. headway, hd 7.02 6.23 6.95 6.36 6.53 6.48 Capacity 293 468 400 547 391 392 Delay 10.36 12.68 12.48 19.50 11.47 11.41 LOS 2 2 B C B B Approach: 40Delay 12.30 12.48 19.50 11.44 LOS 2 B C B ..ntersection Delay 14.52 Intersection LOS 2 • HCS2000: Unsignalized Intersections Release 4.1 .lyst ncy/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: Miami East/West Street: North/South Street: TWO-WAY STOP CONTROL SUMMARY DPA #02130 4/2003 Future with Project SW 3 Street/Driveway Downtown Miami 2009 River Renaissance SW 3 Street Driveway Intersection Orientation: EW Major Street: PM Peak Study period (hrs): 1.00 Vehicle Volumes and Adjustments Approach Eastbound Movement 1 2 3 L T R Westbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided RT Channelized? Lanes niiguration tream Signal? 131 0.95 137 1 0 TR No 29 0.95 30 46 0.95 48 0 148 0.95 155 0 1 L•T No Minor Street: Approach Movement Northbound 7 8 9 L T R Southbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: RT Channelized? Lanes Configuration Exists? Storage 73 O .95 76 0 No 0 0 LR 6 0.95 6 0 0 Approach Movement Lane Coniig Delay, Queue Length, and Level of EB WB Northbound 4 7 8 9 LT LR Service Southbound 10 11 12 v4111F ) V ') (vph) 95% queue length Control Delay 48 1423 0.03 0.10 7.6 82 602 0.14 0.47 1.1.9 LOS Approach Delay Approach LOS A • HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer & Associates Phone: E-Mail: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: DPA Agency/Co.: #02130 Date Performed: 4/2003 Analysis Time Period: Future with Project PM Peak Intersection: SW 3 Street/Driveway Jurisdiction: Downtown Miami Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: Driveway tersection Orientation: EW Study period (hrs): 1.00 Ili Major Street Movements Vehicle Volumes and Adjustments 1 2 3 4 5 6 L T R L T R Volume 131 29 46 148 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak-15 Minute Volume 34 8 12 39 Hourly Flow Rate, HFR 137 30 48 155 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 Volume 73 6 Peak Hour Factor, PHF 0.95 0.95 Peak-15 Minute Volume 19 2 Hourly Flow Rate, HFR 76 6 Percent Heavy Vehicles 0 0 Percent Grade (%) dlkdian Storage Wared Approach: Exists? Storage RT Channelized? 0 0 Lanes 0 Configuration LR •vement s Pedestrian Volumes and Adjustments 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 Tirne 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: Shared in volume, major rt vehicles: �t flow rate, major th vehicles: t flow rate, major rt vehicles: of major street through lanes: 155 0 1700 1700 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 7.1 6.2 t (c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t (3,1t) 0.00 0.70 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 6.4 6.2 2-stage Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R 410",base; 2.20 3.50 3.30 f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 t (f) 2.2 3.5 3.3 Worksheet 5-Effect of Upstream Signals Computation 1-Queue Clearance Time at upstream Signal • Movement 2 V (t) V(l,prot) Movement 5 V(t) V(1,prot) ✓ prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) 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) cation of blocked period, t(p) portion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p (2) p (5) p (dom ) p (subo ) Constrained or unconstrained? 0.000 0.000 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) '"omnutation 4 and 5 ilrgle-Stage Process vement 1 4 7 8 9 10 11 12 L ;.., L T R L T R V c,x 167 403 152 s Px V c,u,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 1700 C(r,x) C (plat , x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows Potential. Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 41kp 2: LT from Major St. 152 900 1.00 900 0.99 1.00 1.00 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj L-Shared Prob Q free St. 167 1423 1.00 1423 0.97 0.96 1.00 1.00 Step 3: TH from Minor S 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap, Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. 1.00 0.96 1.00 0.96 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Mai. L, Min T Adj. Imp Factor. 41.Adj. factor due to impeding mvmnt /ement Capacity 403 607 1.00 0.97 587 1.00 0.96 0.97 0.97 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. S-sults for Two -stage process: y Part 1 - First Stage "Inflicting Flows tencial Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding rrvmnt Movement Capacity Probability of Queue free St. Part 2 - Second Stage 1 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 Cap. Adj. factor due to Impeding mvmnt Movement Capacity 1.00 1.00 0.96 0.96 Result for 2 stage process: a y C t �obabil±ty of Queue free St. 1.00 1.00 ep 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 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 403 607 1.00 0.97 587 1.00 0.96 0.97 0.97 t 587 Worksheet 8-Shared Lane Calculations Svernent 7 8 9 10 R L T R Volume (vph) Movement Capacity (vph) Shared Lane Capacity (vph) 76 6 587 900 602 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 Volume Delay Q sep Q sep +1 round (Qsep +1) 587 900 76 6 n max C sh SUM C sep n C act 602 • Aorksheet 10-Delay, Length, Len th, and Level of Service Movement Lane Config 1 4 7 8 9 10 11 12 LT LR v (vph) 48 82 C(m) (vph) 1423 602 v/c 0.03 0.14 95% queue length 0.10 0.47 Control Delay 7.6 11.9 LOS A 2 Approach Delay 11.9 Approach LOS B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 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 Illk(oj ) M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,1) Delay for stream 2 or 5 1.00 0.97 155 0 1700 1700 0.96 7.6 1 0.3 HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Inter Miami Avenue & SW Stweew Agency: #02130 Area Type: CBD or Similar Date: 4/2003 Jurisd: Downtown Miami •riod: Future without Project PM Peak Year : 2009 o ect ID: Miami River Renaissance E/W St: SW 7 Street N/S St: Miami Avenue No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 2 1 T R 1314 134 12.0 12.0 0 1 2 0 L LT 656 399 12.0 12.0 Southbound L T R 0 0 Duration 1.00 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SB Left Thru A Thru Right A Right Peds Peds �Right EB Right .Right WE Right een 36.0 35.0 Yellow 4.0 4.0 All Red 1.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1419 3154 0.97 0.45 50.3 D 46.9 D R 635 1411 0.22 0.45 13.6 B Northbound L 690 1577 1.00 0.44 92.4 F LT 1380 3154 0.30 0.44 14.7 B 63.0 E Southbound • Intersection Delay = 53.7 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1 • Future with Project • • HCS2000: Signalized Intersections Release 4.1 Analyst: DPA Agency: #02130 Date: 4/2003 .r±od: Future with Pro; ect PM Peak oject ID: Miami River Renaissance E/W St: 1-95 off -ramp Inter.: Miami Avenue & 1-95 Area Type: CED or Similar Jurisd: Downtown Miami Year : 2009 N/S St: Miami Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R No. Lanes 0 0 2 LGConfig ! R Volume 357 Lane Width 12.0 RTOR Vol i 0 0 0 0 of_ -ram 0 0 0 Southbound L T R 0 3 0 T 568 12.0 Duration 1.00 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right A Right Peds Peds WE Left SE Left Thru Thru A Right Right Peds Peds diRight EB Right Right WE Right v.een 63.0 29.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 100.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound 8.1 A R 1604 2546 0.23 0.63 8.1 A Westbound Northbound Southbound 1314 4532 0.46 0.29 29.3 C 29.3 C Intersection Delay = 21_1. (sec/veh) Intersection LOS = C 3-1CS2000: Signalized Intersections Release 4.1 HCS2000: Unsignalized Intersections Release 4.1 41alyst: Jency/Co.. Date Performed: Analysis Time Period: Intersection: Jurisdiction: TWO-WAY STOP CONTROL SUMMARY DPA #02130 4/2003 Future with Project PM Peak SW 3 Street/Miami Avenue Downtown Miami Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: Miami Avenue Intersection Orientation: NS Major Street: Study period (hrs) : 1.00 Vehicle Volumes and Adjustments Approach Northbound Movement 2 3 L T R Southbound 4 5 6 L T R Volume 98 Peak -Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 103 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized? Lanes4lo .figuration :stream Signal? 450 0.95 473 No 1 L R No 358 0.95 376 0 543 0.95 571 1 2 0 L T TR No 24 0.95 25 Minor Street: Approach Movement Westbound 7 8 9 1 T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: RT Channelized? Lanes Configuration Exists? Storage 0 0 137 0.95 144 3 No 1 R Approach Movement Lane Config Delay, Queue Length, and Level of Service Westbound 7 8 9 NE SE 4 Eastbound 10 11 12 R v (vph) m) (vph) 95% queue length Control Delay 103 990 0.10 0.35 9.1 376 1099 0.34 1.5 10.0- 144 739 0.19 0.72 11.0 -Pproach LOS • DPA HCS2000: Unsigna;ized intersections Release 4.i David Plummer & Associates Phone: E-Mail: Analyst: Agency/Co.: DPA Date Performed: # Analysis 4/20032 00 Y s Time Period: Future with Project PM Peak Intersection: Jurisdiction:SW 3 Street/Miami Avenue Downtown .nalysis Year: Miami project ID: 2009 Miami River Renaissance ast/West Street: forth/South Street: Miami 3 Street Mami Avenuet tersection Orientation: NS Fax: ajor Street Movements TWO-WAY STOP CONTROL(TWSC) ANALYSIS plume ak-Hour Factor, 98 PHF 0.95 'ak--15 Minute Volume surly Flow Rate,26 rcent HeavyH`103 than Type Vehicles 0 Channelized? Undivided rie s afigurat ion Stream Signal? ;or Street Movements came k Hour Factor, PHF k-15 Minute Volume rly Flow Rate, HFR :ent Heavy Vehicles :ent Grade (%) Lan Storage ed Approach.: Exists? 'hannelized? Storage 1 L Study period (hrs) : 1.00 Vehicle Volumes and Adjustments 1 2 3 4 L T R L 0 No 1 R 5 T 450 358 543 0.95 24 0.95 0.95 0.95 118 94 143 6 473 376 571 25 0 -- -- No 1 0 2 T No 0 TR 137 0.95 36 144 3 No Lanes 1 Configuration R Pedestrian Volumes and Adjustments •vements 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 Frog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through 95 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: Shared In volume, major rt vehicles: 110 t flow rate, major th vehicles: t flow rate, major rt vehicles: ruber 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 6.2 t (c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 3 t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t (3,1t) 0.00 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 6.2 2--stage Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R ;case) 2.20 2.20 3.30 Imppf,Ev) 0.90 0.90 0.90 0.90 0.90 . 0.90 0.90 0.90 P (H V) 0 0 3 t (f) 2.2 2.2 3.3 Worksheet 5-Effect of Upstream Signals Computation I - Queue Clearance Time at Upstream $ gnal 110 Moverent 2 v(t) V(1,prot) Movement V(t) V(l,prot) ✓ prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g (al) g (q2) g (q) Computation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(i,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) Iiiration of blocked period, t(p) oportion time blocked, p 0.000 0.000 Computation 3-Platoon Event Periods Result p(2) p (5) p (dom) p(subo) Constrained or unconstrained? 0.000 0.000 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(1_) p (12) Computation 4 and 5 •ngle-Stage Process vement 4 7 8 9 10 11 12 L L 7 R L T R V c,x s Px V c,u,x 596 473 298 4111-lx plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 C(r,x) C (plat , x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Sep 2: LT from Major St. 1.00 1.00 298 739 1.00 739 0.81 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj L-Shared Prob Q free St. 473 1099 1.00 1099 0.66 596 990 1.00 990 0.90 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Cap. Adj. factor due Movement Capacity Probability of Queue Factor to Impeding mvmnt free St. 1.00 0.59 1.00 1.00 0.59 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor. p. Adj. factor due to Impeding mvmnt lvement Capacity 1.00 0.59 0.68 0.55 1.00 0.59 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. 8 Part 1 -- First Stage "Inflicting Flows tential 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 Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity 1.00 1.00 0.59 0.59 Result for 2 stage process: a y C t of Queue free St. �obability. 1.00 1.00 ep 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 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 .salts for Two -stage process: a v 1.00 0.59 0.68 0.55 1.00 0.59 C t Worksheet 8-Shared LaTe Calculations vement 7 8 9 10 11 12 r T R L T i Volume (vph) Movement Capacity (vph) Shared Lane Capacity (vph) 144 739 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 739 Volume 144 Delay Q sep Q sep +1 round (Qsep +1) n max C sh SUM C sep n C act 110 rksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 4 7 8 9 10 11 12 L L R v (vph) 103 376 144 C(m) (vph) 990 1099 739 v/c 0.10 0.34 0.19 95% queue length 0.35 1.55 0.72 Control Delay 9.1 10.0- 11.0 LOS A A B Approach Delay 11.0 Approach LOS B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.90 0.66 v(i1), 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 of ) - LT), Delay for stream , or 4 3.1 10.0- N, Number of major street through lanes d(rank,1) Delay for stream 2 or 5 HCS2000: Unsignalized intersections Release 4.1 DPA David Plummer & Associates • Phone: E-Mail: Fax: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: DPA Agency/Co.: #02130 Date Performed: 4/2003 Analysis Time Period: Future with Project PM Peak Intersection: SW 3 Street/SW 2 Avenue Jurisdiction: Downtown Miami Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: SW 2 Avenue Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound L T R Volume 41 7 201 III° Thrus Left Lane Westbound L T R 94 11 112 Northbound L T R 75 249 31 Southbound L T R 20 256 7 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration L TR LTR LTR LT TR PHF 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate 43 218 226 372 155 141 % Heavy Veh 2 2 2 0 2 2 No. Lanes 2 1 1 2 Opposing -Lanes 1 2 2 1 Conflicting -lanes 2 2 2 2 Geometry group 5 4b 4b 5 Duration, T 1.00 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 43 218 226 372 155 141 Left -Turn 43 0 98 78 21 0 Right -Turn 0 211 117 32 0 7 Prop. Left -Turns 1.0 0.0 0.4 0.2 0.1 0.0 •cp. Right-Turns 0.0 1.0 0.5 0.1 0.0 0.0 ^o Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 5 4b 4b 5 Adjustments Table 10-40: hLT-adj hRT -adi hHV-adj had;, computed 0.2 0.2 -0.6 1.7 -0.5 0.2 -0.6 1.7 -0.2 0.2 -0.6 1.7 -0.0 0._ 0.2 -0.6 1.7 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 Ll L2 Ll L2 Flow rate 43 218 226 372 155 141 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.04 0.19 0.20 0.33 0.14 0.13 hd, final value 7.47 6.68 7.10 6.76 7.03 6.98 x, final value 0.09 0.40 0.45 0.70 0.30 0.27 Move -up time, m 2 3 2.3 2.3 2.3 Service Time 5.2 4.4 4.8 4.5 4.7 4.7 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Li L2 Flow Rate 43 218 226 372 155 141 Service Time 5.2 4.4 4.8 4.5 4.7 4.7 Utilization, x 0.09 0.40 0.45 0.70 0.30 0.27 Dep. headway, hd 7.47 6.68 7.10 6.76 7.03 6.98 Capacity 293 468 465 515 405 391 Delay 10.91 13.89 15.49 24.70 12.78 12.29 LOS 2 2 C C B B Approach: Ai Delay 13.40 15.49 24.70 12.55 LOS 2 C C B Iliintersection Delay 17.23 Intersection LOS C • HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer & Associates • Phone: E-Mail: Fax: ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: DPA Agency/Co.: ##02130 Date Performed: 4/2003 Analysis Time Period: Future with Project PM Peak Intersection: SW 3 Street/SW 2 Avenue Jurisdiction: Downtown Miami Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: SW 2 Avenue Worksheet 2 - Volume Adjustments and Site Characteristics Volume Thrus Lef Eastbound Westbound L T R L T R 41 7 Lane Northbound L T R 201 194 11 112 175 249 31 Southbound L T R 20 256 7 50 Eastbound Westbound Northbound Southbound LI L2 L1 L2 LI L2 Ll L2 Configuration L TR LTR LTR LT TR PHF 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate 43 218 226 372 155 141 a Heavy Veh 2 2 2 0 2 2 No. Lanes 2 1 1 2 Opposing -Lanes 1 2 2 1 Conflicting -lanes 2 2 2 2 Geometry group 5 4b 4b 5 Duration, T 1.00 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound LI L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 43 218 226 372 155 141 Left -Turn 43 0 98 78 21 0 Right -Turn 0 211 117 32 0 7 Prop. Left -Turns 1.0 0.0 0.4 0.2 0.1 0.0 p. Right -Turns 0.0 1.0 0.5 0.1 0.0 0.0 p. Heavy Vehicle0.0 0.0 0.0 0..0 0.0 0.0 Geometry Group 5 4b 4b 5 Adjustments Table 10-40: hLT-adj hRT-adj hHv-adj h adj , computed 0.2 0.2 -0.6 1.7 -0.5 0.2 -0.6 1.7 -0.2 0.2 -0.6 1.7 -0.0 0.1 -0.6 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound. Southbound Li L2 LI L2 LI L2 L1 L2 Flow rate 43 218 226 372 155 141 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.04 0.19 0.20 0.33 0.14 0.13 hd, final value 7.47 6.68 7.10 6.76 7.03 6.98 x, final value 0.09 0.40 0.45 0.70 0.30 0.27 Move -up time, m 2.3 2.3 2.3 2.3 Service Time 5.2 4.4 4.8 4.5 4.7 4.7 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound Li L2 L1 L2 L1 L2 LI L2 Flow Rate 43 218 226 372 155 141 Service Time 5.2 4.4 4.8 4.5 4.7 4.7 Utilization, x 0.09 0.40 0.45 0.70 0.30 0.27 Dep. headway, hd 7.47 6.68 7.10 6.76 7.03 6.98 Capacity 293 468 465 515 405 391 Delay 10.91 13.89 15.49 24.70 12.78 12.29 LOS B B C C B B Approach: Delay 13.40 15.49 24.70 � 12.55 LOS B C C B tersection Delay 17.23 Intersection LOS C • HCS2000: Sionalized Intersections Release 4.1 Analyst: DPA Inter.: Miami Avenue & SW 7 Street Agency: #02130 Area Type: CBD or Similar Date: 4/2003 Jurisd: Downtown Miami likriod: Future with Project PM Peak Year . 2009 ojec: ID: Miami River Renaissance E/W St: SW 7 Street N/S St: Miami Avenue SIGNALIZED No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 INTERSECTION SUMMARY Westbound Northbound L T R L T R 2 1 T R 1314 140 12.0 12.0 0 1 2 0 L LT 656 405 12.0 12.0 Southbound L T R 0 0 0 Duration 1.00 Area Type: CBD or Similar Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left A Thru Thru A Right Right Peds Peds WB Left SD Left Thru A Thru Right A Right Peds Peds Ili Right EB Right Right WB Right Veen 36.0 35.0 Yellow 4.0 4.0 All Red 1.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound T 1419 3154 0.97 0.45 50.3 D 46.8 D R 635 1411 0.23 0.45 13.7 B Northbound L 690 1577 1.00 0.44 92.4 F LT 1380 3154 0.31 0.44 14.8 B 62.8 E Southbound • tersecta.on Delay - 53.5 .(sec/veh) Intersection LOS - D HCS2000: Signalized Intersections Release 4.1 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Walyst : envy/Co.. Date Performed: Analysis Time Intersection: Jurisdiction: Analysis Year: Project ID: Miami River Renaissance East/West Street: North/South Street: Period: Driveway Miami Avenue Intersection Orientation: NS Vehicle Major Street: Approach Movement 1 Volumes and Northbound 2 DPA #02130 4/2003 Future with Project PM Driveway/Miami Avenue Downtown Miami 2009 Peak Study period (hrs): 1.00 Adjustments 3 Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided RT Channelized? Lanes onf igurat ion stream Signal? No 640 0.95 673 2 0 T TR No 40 0.95 42 Minor Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage Flared Approach: RT Channelized? Lanes Configuration Exists? Storage Approach Movement Lane Config 0 0 Delay, Queue Length, and Level of Service NE SE Westbound 1 4 7 8 9 43 0.95 45 3 No 1 Eastbound 10 11 12 R v (vph) m) (vp 'a.) 4100- 95% queue length Control Delay 45 684 0.07 0.21 10.6 LOS Approach Delay Approach LOS 10.6 HCS2000:nsianalized .intersections Release 4.1 DPA David Plummer & Associates Phone: E-Mail: Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: Miami East/West Street: North/South Street: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS DPA *02130 4/2003 Future with Project Driveway/Miami Downtown Miami 2009 River Renaissance Driveway Miami Avenue tersection Orientation: NS 411 Major Street Movements Vehicle PM Peak Avenue Study period (hrs): 1.00 Volumes and Adjustments 2 3 4 5 6 T R L T R Volume Peak -Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided RT Channelized? Lanes Configuration Upstream Signal? Minor Street Movements 7 Volume Peak Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) aian Storage ared Approach: RT Channelized? Exists? Storage No 0 8 9 10 640 0.95 168 673 2 0 T TR No 11 T 0 40 0.95 11 42 12 43 0.95 11 45 3 No Lanes Configuration 'Te?TtC3 t,S Pedestrian Volumes and Adjustments 13 14 15 16 iow (ped/hr) 0 0 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Waikincr Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent dockage 0 0 0 0 Upstream Signal Data Prog. Sat. Arrival Green Cycle Prow. 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: Shared In volume, major rt vehicles: Oil gat flow rate, major th vehicles: t flow rate, major rt vehicles: mber 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 I L L T R L T R t (c, base) 6.2 t (c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 t (hv) 3 t (c g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t (3, lt) 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 6.2 2-stage Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R idlif 3.30 ,f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (iV) 3 t ( ) 3.3 orksheet 5-Effect of Upstream Signals omputation I -Queue C, earance Time ;pstream Signal Movement 2 V(t) V(1,prot) Movement 5 V(t) V(1,prot) prog 'otal Saturation Flow Rate, s (vph) arrival Type effective Green, g (sec) :ycle Length, C (sec) Zp (from table 5, 2) Proportion vehicles arriving on green P 4(qi) ;(q2) (q) :amputation 2-Proportion of TWSC Intersection Time blocked Movement 2 Movement. 5 V(t) V(1,prot) V(t) V(1,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,rax) Min platooned flow, V(c,min) iiration of blocked period, t(p) oportion time blocked, p Computation 3-Platoon Event Periods Result 0.000 0.000 p (2) p (5) p (dom) p (subo) Constrained or unconstrained? 0.000 0.000 Proportion (2) (3) unblocked (1) Two -Stage Process Single -stage for minor g e II movements, p(x) Process Stage I Stage p ') p (4) p (7) p(B) p(9) p(10) p (11) p (12) Computation 4 and 5 OlIngle-Stage Process 9 10 11 12 vement 1 4 7 8 R L T R L 358 V c,x s Px V c u r,x plat., x Two -Stage Process 11 7 8 10 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 C (r,x) C(plat,x) Worksheet 6-Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 'pep 2: LT from Major St. 1.00 1.00 358 684 1.00 684 0.93 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj L-Shared Prob Q free St. 1.00 1.00 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity Probability of Queue free St. 1.00 1.00 1.00 Step 4: LT from Minor St. 1.00 1.00 1.00 7 10 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T impedance factor Maj. L, Min T Adj. Imp Factor. 4 O. Adj. factor due to Impeding mvmnt Tement Capacity 1.00 1.00 1.00 0.93 1.00 1.00 Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. 8 Part 1 - First Stage c'r nit Flows tential 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 Potential Capacity Pedestrian Impedance Factor Cap. Adj. factor due to Impeding mvmnt Movement Capacity 1.00 1.00 1.00 1.00 Result for 2 stage process: a y C t �obability of Queue free St. 1.00 1.00 ep 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 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 •sults for Two -stage process: a 1.00 1.00 1.00 0.93 1.00 1.00 C t Worksheet 8-Shared Lane Calculations •ve men 7 8 T 0 LL 11 T R Volume (vph) Movement Capacity (vph) Shared Lane Capacity (vph) 45 684 Worksheet 9-Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 C sep 684 Volume Delay Q sep Q sep +1 round (Qsep +1) n rnax C sh SUM C sep n C act 4110 rksheet 10-Delay, Queue Length, and Level of Service Movement Lane Config 1 4 7 8 9 10 11 12 R v (vph) C(m) (vph) v / c 95% queue length Control Delay LOS Approach Delay Approach LOS 10.6 45 684 0.07 0.21 10.6 B Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) v (i1) , Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(i1), Saturation flow rate for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 M,L) ), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,i) Delay for stream 2 or 5 1.00 1.00 HC52000: Unsignalized Intersections Release 4. TWO-WAY STOP CONTROL SUMMARY ralyst: DPA ency/Co.: #02130 Date Performed: 4/2003 Analysis Time Period: Future with Project PM Peak Intersection: SW 3 Street/Driveway Jurisdiction: Downtown Miami Analysis Year: 2009 Project ID: Miami River Renaissance East/West Street: SW 3 Street North/South Street: Driveway Intersection Orientation: EW Study period (hrs) : 1.00 Vehicle Volumes and Major Street: Approach Eastbound Movement 1 2 3 L T R Adjustments Westbound 4 5 6 L T R Volume 131 Peak -Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 137 Percent Heavy Vehicles Median Type Undivided RT Channelized? Lanes illof igurat ion stream Signal? 29 0.95 30 46 0.95 48 0 148 0.95 155 0 0 } TR LT No No Minor Street: Approach Movement Northbound 7 8 9 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median. Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration Southbound 10 11 12 L T R 73 6 0.95 0.95 76 6 0 0 No 0 0 LR 0 Delay, Queue Length, and Level of Service Southbound Approach EB 'WE Northbound Movement _ 4 7 8 9 10 11 12 Lane Conf ig LT LR. v (vph) 48 82 m) (vph) 1423 602 ,c 0.03 0.14 95% queue length 0.10 0.47 Control Delay 7.6 11.9 LOS Approach Delay Approach LOS A B • HCS2000: Unsignalized Intersections Release 4.1 DPA David Plummer & Associates Phone: E-Mail: Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Analysis Year: Project ID: Miami. East/West Street: North/South Street: Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS with Project PM SW 3 Street/Driveway Downtown Miami 2009 River Renaissance SW 3 Street Driveway DPA ##02130 4/2003 Future -ersection Orientation: EW III Major Street Movements Vehicle Volumes 1 2 L T Peak Study period (hrs) : 1.00 and Adjustments 3 4 5 R JL T 6 Volume Peak -Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided RT Channelized? Lanes Configuration Upstream Signal? 131 29 46 0.95 0.95 0.95 34 8 12 137 30 48 0 1 0 TR No 148 0.95 39 155 0 1 LT No Minor Street Movements 7 8 9 T R 10 11 T 12 Volume Peak Hour Factor, PHF Peak-15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Storage •dian ared Approach: RT Channelized? Exists? Storage 73 0.95 19 76 0 0 No 6 0.95 2 6 0 0 s • • Appendix E Attachment E-1: Downtown Miami DRI Facilities Trip Generation Analysis • • Land Use Exchange Rates for Downtown DRI (per gross square footage except as otherwise indiciated) Hotel Residential Convention Wholesale! Institutional Attractions/ Marine Recreation (per seat) Facilities Office Retail! Service (per room) (per DU) Industrial LAND USE RATE y I 0.0005985 0,000519 0.202 0.1360563 0.000114 0.0001324 0.00132 0.0020588 0.0005985 x Office 0.0005985 Retail/Service 0.000519 Hotel (per room) 0 202 Residential (per DU) 0.1360563 Convention 0.000114 Wholesale/Industrial 0.0001324 Institutional 0.00132 Attractions/Recreation 0.0020588 Marine Facilities 0.0005985 1,0000 1.1532 0.0030 0.0044 5.2500 4.5204 0.4534 0.2907 1.0000 0.8672 1.0000 0.0026 0.0038 4.5526 3.9199 0.3932 0,2521 0.8672 337.5104 389.2100 1.0000 1.4847 1771.9298 1525.6798 153.0303 98.1154 337.5104 227.3288 262.1509 0.6735 1.0000 1193.4763 1027.6156 103.0730 66.0852 227.3288 0.1905 0.2197 0.0006 0.0008 1.0000 0.8610 0.0864 0.0554 0.1905 0.2212 0.2551 0.0007 0.0010 1.1614 1.0000 0.1003 0.0643 0.2212 2.2055 2.5434 0.0065 0.0097 11.5789 9.9698 1.0000 0.6412 2.2055 3.4399 3.9669 0.0102 0.0151 18,0596 15.5498 1.5597 1.0000 3.4399 1.0000 1,1532 0.0030 0.0044 5.2500 4.5204 0.4534 0.2907 1.0000 Formula for calculation xly = exchange rate x and y both represent the number of PM Peak Hour External Motor Vehicle Trip Ends per unit of land use derived frorn the Downtown Miami AD.A o • Appendix F Committed Development Project Information i Site Plans o • • INF -r IMat II CI , l:un1RE Pt1ASES • PREtJMiNAKy PROJECT CRIFEIHA - ... aoumx10.6-4 -� - woman-.'u. 14.4 1.1.11tika 11 r WI IQILNIW List ` I.,A N .4fryO1NRV rAl 1 WO 4,0..1040 I Alp 04r 114 MAIM INIIITT111101-.-.- 1111111iin n. .--'.... Ti1C Lr11lly.yYttTN 9Y11114- — - 1LI1,211 VI IMAM L.P. t.1 .tAU Ar. 14;J01 U. F 4,11111,3111 a IMAM u. sNovato PE M4 OMfrfMiO.0 , , i • t:'IIn6fC7 �.. , t rrNr r: 1191 All. ritkifi- POt3AMHAX1 imon ; CNPTthA MUSE +�F FUTURE MAUS Q * I 71r1E .l'JSt�ioxi :1 Ms.MM[111.11CNN1 i'r 11:4› Rambo . Tao.I11+f1i11C1 of MAM fAA 1 ORN:00WPA1 ` . it M- MNOwIIAp 4r04 M life c4]1MIrm L 11I Againrilri Tzr &Ir1.1pq i1, IAUX* u. 'JYYIII}I LANAIS VAfI&0 4 a &SWIM 11. 1,717.1110 U. 1' XC to Ilicogui : ilnnPeat CI ONEO Rr r OM ;J ` a •aa :;••.: ki, I If wJl�ra �F MR rat BRICKELL COMMO a. i —'- — MO. MN M.IIF�i S • rr fox NIL fuiu1E PrtA1E5 2061040 SITE PUNS FAR-0.3 1