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03-01-05 Item 10a PlanSOUTH MIAMI MEDICAL ARTS PLAZA Traffic Impact Study 7150 & 7160 SW 62nd Avenue South Miami, Florida By: R U RICHARD GARCIA & ASSOCIATES, INC. Prepared for February 23, 2005 South Miami Medical Arts Plaza Traffic Impact Study ENGINEER'S CERTIFICATION I, .Richard Garcia, P.E. # 54886, certify that I currently hold an active Professional Engineers License in the State of Florida and am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. In addition, the firm Richard Garcia & Associates, Inc. holds a Certificate of Authorization # 9592 in the State of Florida, I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61 G15- 18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. PROJECT DESCRIPTION: South Miami Medical Arts Plaza - Traffic Impact Study PROJECT LOCATION: 7150 & 7160 SW 62nd Avenue South Miami, FL. Flo ' egistma 'm W, 86 Date South Miami Medical Arts Plaza Traffic Impact Study TABLE OF CONTENTS ENGINEER'S CERTIFICATION ..................................................... ............................... INTRODUCTION......................................................................... ..............................1 PROJECT DESCRIPTION / LOCATION ...................................... ............................... 2 TRIPGENERATION ..................................................................... ............................... 5 TRAFFIC DISTRIBUTION ............................................................. ............................... 6 TRAFFICASSIGNMENT ............................................................... ............................... 7 TRAFFICCOUNTS ...................................................................... ............................... 8 DRIVEWAY EVALUATION .......................................................... .............................10 LEVEL OF SERVICE ANALYSIS ................................................. ............................... 12 CONCLUSION AND RECOMMENDATIONS... .......................... .............................14 W_ n U \\\ �jgQA RICHARD GARCIA $ ASSOCIATES, INC. ii South Miami Medical Arts Plaza Traffic Impact Study Introduction The purpose of this study is to evaluate the traffic impacts associated with the proposed re- development of the subject site. The proposed development is located on SW 62 Avenue with the existing address of 7150 and 7160 SW 62nd Avenue in the City of South Miami, Florida.- Additionally, the traffic impacts to the adjacent roadways were evaluated at the four intersections surrounding the proposed development. This analysis was performed for the existing and proposed conditions during the PM Peak This report follows the methodologies adopted by the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic ImQact Studies Manual. Lastly, this report has evaluated the following: Trip Generation Traffic Distribution Traffic Assignment Traffic Counts Existing Condition Level of Service Proposed Condition Level of Service Evaluation of Driveways Conclusions & Recommendations RICHARD GARCIA & ASSOCIATES, INC. 1 South Miami Medical Arts Plaza Traffic Impact Study Project Description / Location The subject project is located on the West side of SW 62nd Avenue between SW 72nd Street (Sunset Drive / SR 986) and SW 70th Street in the City of South Miami in Miami -Dade County, Florida. SW 62nd Avenue is a half- section line arterial that provides north -south connectivity from US 1 to SW 40th Street (Bird Road). This divided arterial has four lanes in addition to exclusive left turn lanes at the major intersections. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the existing and proposed development. These land uses are as follows: • Land Use 492: Wellness Center (Existing) • Land Use 720: Medical Office Building (Proposed) The site is currently occupied as a wellness center with two free- standing buildings. Site access is provided via two one -way (i.e. directional) driveways on the north and south sides of the site connecting to SW 62nd Avenue. In its currently proposed configuration, the southern driveway would provide for the ingress movements, while the northern driveway is for the egress (i.e. exiting) traffic. Figure 1 depicts the site's location map while Figure 2 is the proposed site plan. k4ZA RICHARD GARCIA & ASSOCIATES, INC. 2 South Miami Medical Arts Plaza Traffic Impact Study Figure 1: location Map Be- A U A\�!JUQA RICHARD GARCIA & ASSOCIATES, INC. 3 South Miami Medical Arts Plaza Traffic Impact Study Trip Generation The trip generation characteristic for the subject project was obtained from ITE's Trip Generation Manual, 7th Ed. ITE's Land Uses 492 was used to determine the trip generation for the existing Wellness Center and Land Use 720 was used to determine the trip generation of the proposed Medical Office Building. The difference between these two land uses as applied to the square feet of each provided the future traffic generation numbers. The Trip Generation calculations results of the proposed improvements are summarized below. The ITE rates and percentages for both the Average Weekday Two -way Volume and PM Peak Hour Trips are included in Appendix A. Table 1 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak. Table 1: Trip Generation PM PEAK HOUR TRIPS IN OUT TOTAL ITE LU Land Use (LU) Existing Land Use Units CODE Trips Trips TRIPS Building 7150: Wellness Center 3,300 SF 492 7 7 13 Building 7160: Wellness Center 3,740 SF 492 8 7 15 Future Land Use Medical Office Building 80,000 SF 720 80 1 218 298 Net Vehicle Trips 65 204 269 South Miami Medical Arts Plaza Traffic Impact Study Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 1100 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in Appendix B. The corresponding traffic distribution being assigned to the following directions are outlined in Table 2. Appendix B includes a TAZ Map and the corresponding Direction Distribution Summary for this zone. Table 2: Cardinal Distribution DIRECTION DISTRIBUTION NNE 17.41 ENE 16.46 ESE 2.24 SSE 4.52 SSW 16.74 WSW 15.60 WNW 7.87 NNW 19.17 TOTAL 100.00 RICHARD GARCIA & ASSOCIATES, INC. 6 1 South Miand Medical Arts Plaza Traffic Impact Study Traffic Assignment The PM peak hour trips as well as the daily trips from Table 1 have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak- hour represents the worse case. Table 3 was developed to depict the PM Peak Hour Assignments. Appendix B includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the PM peak hour and Daily Trips. Table 3 is the cardinal traffic assignments which are further grouped as indicated into the four primary quadrants in Table 4. Table 3: PM Peak Hour Traffic PM Peak Trips DIRECTION IN OUT I Total 11 35 46 11 34 45 1 5 6 3 9 12 11 34 45 10 32 42 5 16 21 13 39 52 65 �4za RICHARD GARCIA & ASSOCIATES, INC. 204 1 269 7 South Miami Medical Arts Plaza Traffic Impact Study Table 4: PM Peak Hour Quadrand Assignments Lastly, figure 2 includes the project traffic assignment to the intersections analyzed during the PM peak hour condition. This assignment of traffic was done in a manner consistent with the nearby roadway characteristics and the Cardinal Distribution. This assignment was considered very conservative. Figure 2: PM Peak Traffic Assignments 24 6 48 15 C SW 63rd Ave 48 43 20 0 4 a 6 1 SW 72nd St 15 MW 14 SW 62nd Ave R�ZA RICHARD GARCIA & ASSOCIATES, INC. 8 y Lastly, figure 2 includes the project traffic assignment to the intersections analyzed during the PM peak hour condition. This assignment of traffic was done in a manner consistent with the nearby roadway characteristics and the Cardinal Distribution. This assignment was considered very conservative. Figure 2: PM Peak Traffic Assignments 24 6 48 15 C SW 63rd Ave 48 43 20 0 4 a 6 1 SW 72nd St 15 MW 14 SW 62nd Ave R�ZA RICHARD GARCIA & ASSOCIATES, INC. 8 South Miami Medical Arts Plaza Traffic Impact Study Traffic Counts Traffic data collection consisted of vehicular and pedestrian two -hour manual Turing Movement Counts (TMC) at the following intersections during the PM peak hour: ➢ SW 72nd Street & SW 62nd Avenue ➢ SW 72nd Street & SW 63rd Avenue ➢ SW 62nd Avenue & SW 70th Street SW 63rd Avenue & SW 70th Street Appendix C contains the TMC raw data sheets for the above intersections. Additionally, Table T -1 provides Existing and Proposed PM Peak Hour TMC's. This sheet has been developed to summarize the data, provide seasonal factor utilized to seasonally adjust the counts to an average yearly condition and calculate the background traffic. Background traffic was estimate at a conservative growth rate of 2 percent for three years. Additionally, these tables provide the future traffic condition by adding the site traffic from the traffic assignments above. Lastly, signal timing data was obtained from Miami -Dade Signals and Signs division and is also included in Appendix C. R4ARICHARD GARCIA & ASSOCIATES, INC. 9 South Miami Medical Arts Plaza Traffic Impact Study Driveway Evaluation An evaluation of the proposed driveway location and circulation has been performed as a part of this traffic impact. The subject site plan has an ingressing driveway near the south property line and an egressing driveway near the north property line. These driveways create a clock -wise traffic circulation pattern. Several issues are relevant in evaluating such a traffic flow. For Southbound traffic they will pass the egressing :driveway and the front of the property before turning right into the site. This is often a preferred method as with a counter- clockwise operation unfamiliar motorist will tend to pass the ingress driveway causing addition traffic to the surrounding roadway. The l egressing driveway is therefore at a location further north of the intersection of SW 72nd Street and SW 62nd Avenue, the most congested intersection surrounding the subject site. This is also beneficial. The nearby signals at both SW 72nd Street and SW 70th Street on SW 62nd Avenue create gaps in the traffic flow. These gaps give motorist opportunity to execute the desired movements. Additionally, traffic flow through this area is relatively at low speeds which reduces the acceptable critical gap for motorist, especially during peak periods. RICHARD GARCIA & ASSOCIATES, INC. 10 South Miami Medical Arts Plaza Traffic Impact Study In summary, the proposed driveway locations and circulation pattern seems acceptable given the site location and geometric conditions in this urban setting. The use of angled parking is further consistent with such a circulation pattern. However, turning templates are recommended especially near parking stall number 32 to ensure sufficient space is allowed to make a left turn. k4ZLRICHARD GARCIA & ASSOCIATES, INC. 11 South Miami Medical Arts Plaza Traffic Lnpact Study Level of Service Analysis A capacity Level of Service (LOS) Analyses was performed to assess the impacts of the proposed re- development. This analysis comprised of the four intersections at the locations mentioned above. Appendix D contains the Highway Capacity Software (HCS) Analysis Summary sheets. The greatest traffic generation for this development is during the PM peak hour and therefore the worse case scenario was analyzed. Additionally, the analyzed intersections were the most impacted by the subject development. The site traffic that was assigned to these intersections were done in a conservative approach. As such, a PM peak hour analysis was performed for the following conditions: SW 72nd Street & SW 62nd Avenue The existing signalized condition analysis yielded an LOS D with 51.2 seconds of approach delay for the intersection. The proposed condition in 2008 resulted in a LOS E with a corresponding delay of 69.5 seconds. Both these conditions meet the LOS Standard of E +20 for this arterial. FD) e A u��J//,3A RICHARD GARCIA & ASSOCIATES, INC. 12 South Miami Medical Arts Plaza Traffic Impact Study However, the increase in delay is mainly attributable to the background traffic growth over the next few years and not the subject development's site traffic. SW 72nd Street & SW 63rd Avenue The existing two-way stopped controlled condition analysis yielded an LOS C with 23.7 seconds of delay for the critical approach. The proposed condition in 2008 resulted in a LOS D with a corresponding delay of 31.0 seconds. Both these conditions meet the LOS Standard of E +20 for this arterial. Again, the increase in delay is mainly due to background traffic growth. SW 62nd Avenue & SW 70f" Street Since this traffic signal is off -line, in order to analyze this intersection Miami- Dade County was contacted in person to obtain the current signal timing. The County specifically stated this intersection was taken off -line to provide system capacity for a more critical signalized intersection since it does not pose any problems. The existing signalized condition analysis of this intersection yielded an LOS C with 26.9 seconds of approach delay for the intersection. The proposed condition in 2008 resulted in a LOS C with a corresponding delay of 28.4 RICHARD GARCIA & ASSOCIATES, INC. 13 South Miami Medical Arts Plaza Traffic Impact Study seconds. Both these conditions meet the LOS Standard of E +20 for this arterial. SW 63rd Avenue & SW 70th Street The existing four -way stopped controlled condition analysis yielded an LOS A for the existing and proposed scenarios with a corresponding delay less than 10 seconds. These conditions meet the LOS Standard of D for this local collector road. Since all conditions meet the LOS standards for these roadways it is clear that sufficient capacity exist to accommodate this development. Figure 3: Existing & Future LOS A/A I I GC CID a4z& SW 63'd Ave I RICHARD GARCIA & ASSOCIATES, INC. SW 704i St LOS Existing Future 2005 / 2008 Condition Condition D/E I SW 72nd St SW 62i4 Ave 14 South Miami Medical Arts Plaza Traffic Impact Study Conclusion and Recommendations The Trip Generation calculation results of the proposed development are a net of 269 new vehicle trips per hour (VPH) in the PM peak, and approximately 2,659 trips during an Average Weekday. The Daily and Peak hour trips have been distributed, while the PM peak hour trips were assigned to the adjacent roadways. Existing Turning Movement Counts were taken at the four intersections most affected by the subject development. These counts were seasonally adjusted, grown to accommodate background traffic growth. All the site traffic was then added to these traffic volumes to perform a worse case Level of Service or capacity analysis. The Level of Service (LOS) analysis performed adheres to the Highway Capacity Manual HCM 2000 and was done for the worse case condition, IJ :I) which occurs during the PM Peak hour. The proposed PM peak hour conditions yielded results that are LOS E or better for SW 72nd Street and LOS C or better for SW 70th Street. These LOS are within the acceptable LOS standards for both the existing and proposed scenarios. In conclusion, this project does not contribute any significant traffic impact, as sufficient roadway capacity exist. As such, this project should be granted development approval. RICHARD GARCIA & ASSOCIATES, INC. 15 South Mianu Medical Arts Plaza Traffic Impact Study APPENDIX A TRIP GENERATION De_ A U V \ 1UQ1 RICHARD GARCIA & ASSOCIATES, INC. A m z 3 O m m N G) CD m 0 m a 0 z M CD C M. m m m -. a _. E (DD 3 � — m co cQ co cD O Q -4 rn - w r CD C o O CL A) U� a m N N CD Q. c CD CD CD CO) n r- C 0 n M CD CD N OD O W �W O � O c O fA O (n O C0 e=rt N "n T -n o- N N n pr Dam m m_ W -AL z -i mm N CO J1 COO m z o Cn o ic z y X w o y .� o � c X w c 4'o coo --i M O co) c o � -4 y —1 coo OOD CA w Nr e—t 3 z CD 0- 0 2) N k Z CD o �m N v ;o . N w m 0 • 3 tD N O C C N ( m r, co cu c m x CL v r Q. a: O — O r CC) -4 cQ -4 to r- -� 0 m C o o �- N � CC (D CC (D (D Q. c Q (D tD U Ch c 0 CD 0 CD .� :3 : CD (D OD o W W C) � C cn n CO -n CD -n N) N N co O r — a C m m N Nmm m_ CA) w w m X OM Z cn Q 0 cn 0 cl 0 cn 0 N Z m C V cn M N O 0 Cyl 0 co 0 0 CC) e 0 0 0 c (D N 0) cn too IQ 000 O N W o c0 0 N r CD 0 C rim YY• 3, K 0- 0 N w South Miami Medical Arts Plaza Summary of Trip Generation Calculation For 80 Th.Gr.Sq.Ft. of Medical - Dental Office Building February 04, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 36.13 10.18 1.00 2890 7 -9 AM Peak Hour Enter 1.96 0.00 1.00 157 7 -9 AM Peak Hour Exit 0.52 0.00 1.00 42 7 -9 AM Peak Hour Total 2.48 1.94 1.00 198 4 -6 PM Peak Hour Enter 1.00 0.00 1.00 80 4 -6 PM Peak Hour Exit 2.72 0.00 1.00 218 4 -6 PM Peak Hour Total 3.72 2.50 1.00 298 AM Pk Hr, Generator, Enter 2.39 0.00 1.00 191 AM Pk Hr, Generator, Exit 1.23 0.00 1.00 98 AM Pk Hr, Generator, Total 3.62 2.38 1.00 290 PM Pk Hr, Generator, Enter 1.78 0.00 1.00 142 PM Pk Hr, Generator, Exit 2.67 0.00 1.00 214 PM Pk Hr, Generator, Total 4.45 2.50 1.00 356 Saturday 2 -Way Volume 8.96 9.17 1.00 717 Saturday Peak Hour Enter 2.07 0.00 1.00 166 Saturday Peak Hour Exit 1.56 0.00 1.00 125 Saturday Peak Hour Total 3.63 1.93 1.00 290 Sunday 2 -Way Volume 1.55 1.80 1.00 124 Sunday Peak Hour Enter 0.21 0.00 1.00 17 Sunday Peak Hour Exit 0.19 0.00 1.00 15 Sunday Peak Hour Total 0.40 0.00 1.00 32 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS South Miami Medical Arts Plaza Summary of Trip Generation Calculation For 3.3 Th.Gr.Sq.Ft. of Health /Fitness Club February 04, 2005 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Average Rate Standard Deviation Adjustment Factor Driveway Volume Avg. Weekday 2 -Way Volume 32.93 0.00 1.00 109 7 -9 AM Peak Hour Enter 0.51 0.00 1.00 2 7 -9 AM Peak Hour Exit 0.70 0.00 1.00 2 7 -9 AM Peak Hour Total 1.21 1.34 1.00 4 4 -6 PM Peak Hour Enter 2.07 0.00 1.00 7 4 -6 PM Peak Hour Exit 1.98 0.00 1.00 7 4 -6 PM Peak Hour Total 4.05 2.03 1.00 13 AM Pk Hr, Generator, Enter 0.59 0.00 1.00 2 AM Pk Hr, Generator, Exit 0.82 0.00 1.00 3 AM Pk Hr, Generator, Total 1.41 1.50 1.00 5 PM Pk Hr, Generator, Enter 2.07 0.00 1.00 7 PM Pk Hr, Generator, Exit 1.99 0.00 1.00 7 PM Pk Hr, Generator, Total 4.06 2.02 1.00 13 Saturday 2 -Way Volume 20.87 0.00 1.00 69 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 2.60 0.00 1.00 9 Sunday''2 =Way Volume 26.73 0.00 1.00 88 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 2.47 0.00 1.00 8 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS South Miami Medical Arts Plaza Summary of Trip Generation Calculation For 3.74 Th.Gr.Sq.Ft. of Health /Fitness Club February 04, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 32.93 0.00 1.00 123 7 -9 AM Peak Hour Enter 0.51 0.00 1.00 2 7 -9 AM Peak Hour Exit 0.70 0.00 1.00 3 7 -9 AM Peak Hour Total 1.21 1.34 1.00 5 4 -6 PM Peak Hour Enter 2.07 0.00 1.00 8 4 -6 PM Peak Hour Exit 1.98 0.00 1.00 7 4 -6 PM Peak Hour Total 4.05 2.03 1.00 15 AM Pk Hr, Generator, Enter 0.59 0.00 1.00 2 AM Pk Hr, Generator, Exit 0.82 0.00 1.00 3 AM Pk Hr, Generator, Total 1.41 1.50 1.00 5 PM Pk Hr, Generator, Enter 2.07 0.00 1.00 8 PM Pk Hr, Generator, Exit 1.99 0.00 1.00 7 PM Pk Hr, Generator, Total 4.06 2.02 1.00 15 Saturday 2 -Way Volume 20.87 0.00 1.00 78 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 2.60 0.00 1.00 10 Sunday 2 -Way Volume 26.73 0.00 1.00 100 Sunday Peak Hour; Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour 'Total J 2.47 0.00 1.00 9 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS South Miami Medical Arts Plaza Traffic Impact Study APPENDIX B TRAFFIC ANALYSIS ZONES (TAZ) K4ARICHARD GARCIA & ASSOCIATES, INC. J Traffic Analysis Zones 4 Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report January 2005 Prepared by: 9 Gannett Fleming In association with: PACO Group Public financial Management Media Relations Group Miami -Dade Interim 2005 Cost Feasible Plan 1100 TRIPS 1144 -1082 DIRECTIONAL DISTRIBUTION SUMMARY 1100 1025 ORIGIN ------- - - - - -- 'CARDINAL DIRECTIONS -------- 16.46 - - - - - TOTAL ZONE 15.60 NNE ENE ESE SSE SSW WSW WNW NNW 982 1096 TRIPS 564 704 197 265 684 369 358 1194 4335 13.52 PERCENT 13.01 16.24 4.54 6.11 15.78 8.51 8.26 27.54 1769 1097 TRIPS 225 330 75 54 171 165 132 291 1443 11.96 PERCENT 15.59 22.87 5.20 3.74 11.85 11.43 9.15 20.17 3599 1098 TRIPS 512 523 82 66 380 310 239 533 2645 12.34 PERCENT 19.36 19.77 3.10 2.50 14.37 11.72 9.04 20.15 420 1099 TRIPS 656 536 109 189 394 444 223 438 2989 11.41 PERCENT 21.95 17.93 3.65 6.32 13.18 14.85 7.46 14.65 392 1100 TRIPS 1144 -1082 147 297 1100 1025 517 1260 6572 PERCENT 17.41 16.46 2.24 4.52 16.74 15.60 7.87 19.17 1101 TRIPS 1027 717 95 110 755 821 469 740 4734 PERCENT 21.69 15.15 2.01 2.32 15.95 17.34 9.91 15.63 1102 TRIPS 982 606 37 49 594 1006 485 723 4482 PERCENT 21.91 13.52 0.83 1.09 13.25 22.4510.82 16.13 1103 TRIPS 1769 842 96 36 864 1499 694 1240 7040 PERCENT 25.13 11.96 1.36 0.51 12.27 21.29 9.86 17.61 1104 TRIPS 3599 2408 202 367 3220 4308 1906 3509 19519 PERCENT 18.44 12.34 1.03 1.88 16.50 22.07 9.76 17.98 1105 TRIPS 420 253 29 28 354 473 289 372 2218 PERCENT 18.94 11.41 1.31 1.26 15.96 21.33 13.03 16.77 1106, 392 207 7 22 267 354 229 272 1750 PERCENT 22.40 11.83 0.40 1.26 15.26 20.23 13.09 15.54 1107 TRIPS 879 428 66 28 573 624 472 629 3699 PERCENT 23.76 11.57 1.78 0.76 15.49 16.87 12.76 17.00 1108 TRIPS 284 105 4 41 261 266 184 271 1416 PERCENT 20.06 7.42 0.28 2.90 18.43 18.79 12.99 19.14 1109 TRIPS 856 418 3 46 397 610 346 732 3408 PERCENT 25.12 12.27 0.09 1.35 11.65 17.90 10.15 21.48 1110 TRIPS 732 370 12 10 295 478 235 448 2580 PERCENT 28.37 14.34 0.47 0.39 11.43 18.53 9.11 17.36 -74- 1118105 South Miami Medical Arts Plaza Project Cardinal Distribution (TA21100) '. 7" e r 7 - � PM Peak Trips DIRECTION DISTRIBUTION % IN OUT Total 17.41 11 35 46 16.46 11 34 45 y' 2.24 1 5 6 4.52 3 9 12 16.74 11 34 45 15.60 10 32 42 7.87 5 16 21 19.17 13 39 52 E =4 , :�N 100.00 65 204 269 Note: Assignment: IN OUT Total Based on MUATS & Year 2025 Plan Update, North 11 +13 =24 35 +39 =74 98 Technical Report: Directional Trip Distribution East 11 +1 =12 34 +5 =39 51 Year 1999 Model Validation and 2005 -2025 Cost Affordable Plan, Date: December 31, 2001 South 3 +11 =14 9 +34 =43 57 obtained from Miami Dade MPO. West 10 +5 =15 32 +16 =48 63 TOTAL 269 '. 7" e r 7 - � South Miami Medical Arts Plaza Project Cardinal Distribution (TAZ 1100) Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005 -2025 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. i� Assignment: IN North 231 +254 =485 East 219 +30 =249 South 60 +222 =282 West 207 +104 =311 OUT Total 232 +255 =487 972 219 +30 =249 Daily Trips 60 +223 =283 565 208 +105 =313 624 TOTAL 2659 DIRECTION DISTRIBUTION % IN OUT Total sy. 17.41 231 232 463 16.46 219 219 438 2.24 30 30 60 s , 4.52 60 60 120 16.74 222 223 445 15.60 207 208 415 7.87 104 105 209 19.17 254 255 509 100.00 1327 1332 2659 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005 -2025 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. i� Assignment: IN North 231 +254 =485 East 219 +30 =249 South 60 +222 =282 West 207 +104 =311 OUT Total 232 +255 =487 972 219 +30 =249 498 60 +223 =283 565 208 +105 =313 624 TOTAL 2659 South Miami Medical Arts Plaza Traffic Impact Study 0' APPENDIX C TURNING MOVEMENT COUNTS (TMC) SEASONAL FACTORS SIGNAL TIMING R4ARICHARD GARCIA & ASSOCIATES, INC. 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C D Tuesday, February 15, 2005 Tuesday, February 15, 2005 m 0 000 00,0 ooOOOO POP OOmo00 000 w mmm m m t0 mmmmmm m m W w W l0 mmm i0 <0 W w mmm:mmm W ip t0 i0 <0 w mmm f0 000-M mmm CD m N' W V A V N W O' EoNNw Cy EO -dmN gNNmp'm NNA �I V m ��rpC V 0-0 _i ca w O�tOAi(hO ODN O m > > vj O.. o D �'� Ol -O-ow O -� 0 -i O N O N O r tl� N N N� N � m q �� W � A A� m j 71 D': w m:z N'0 a m N� W N -cn 0 tAO N ca A N J A O OW V m 1W 0 m(Vi�'�O V 0) 0 0 J 71 0 rN'�O�wO6N O�AN'tlINN'O W O Co O m N m v� X Z 0 N go 0 3 M N v v (D M ic at M n � y 0 C X 3 N Richard Garcia & Associates, Inc. 81 SW 62 AVE 2468 SW 8th Street 2 SUNSET DR Miami, Florida 33135 File Name : SW62AV -2 Tel: 305 -595 -7505 Site Code : 00000000 63 Start bate : 211012005 136 Page No : 1 Groups Printed- Unshifted From East 318 05:00 PM 81 SW 62 AVE 37 2 SUNSET DR 10 367 SW 62 AVE 7 426 SUNSET DR 63 58 1 136 From North 290 87 From East 318 1091 From South 99 70 From West 0 191 Start Time Rig Thr Left Ped App. Rig Thr Left �dA p. Rig Thr Left Ped App. �ht Thr Left Ped App. Int. 10 h# u 0 s Total Mt u 5 93 al Mt w 3 s Total 05:45 PM u 82 s Total Total Factor 1.0 1.0 1.0 1.0 11 1:0 1.0 1.0 1.01 29 1.0 1.0 1.0 1:0 1012 1.01 1.0 1.0 1.0 2 834 04:00 PM 101 83 17 3 204 14 271 41 2 328 13 43 54 0 110 19 219 64 1 303 945 04:15 PM 82 87 20 1 190 10 242 54 0 306 17 61 66 1 145 31 175 64 1 271 912 04:30 PM 80 64 24 1 169 10 328 52 0 390 12 52 63 0 127 24 188 121 1 334 1020 04:45 PM 89 85 20 2 196 7 267 39 0 313 10 67 67 0 144 26 186 79 0 291 944 Total 352 319 81 7 759 41 1108 186 2 1337 52 223 250 1 526 100 768 328 3 1199 3821 05:00 PM 81 91 37 2 211 10 367 42 7 426 14 63 58 1 136 21 290 87 0 318 1091 05:15 PM 99 70 22 0 191 2 354 41 2 399 17 50 60 7 134 33 170 50 0 253 977 05:30 PM 111 105 19 0 235 10 290 45 0 345 12 34 42 5 93 28 173 88 3 292 965 05:45 PM 74 82 41 0 197 59 294 50 1 404 11 38 53 4 106 29 220 56 0 305 1012 Total 365 348 119 2 834 81 130 5 178 10 1574 54 185 213 17 469 111 773 281 3 1168 4045 Grand Total 717 667 200 9 1593 122 243 364 12 2911 106 408 463 18 995 211 154 . 609 6 2367 7866 Apprch % 45. 41. 12. 0.6 4.2 82. 12. 0.4 10. 41. 46. 1.8 8.9 65. 25. 0.3 0 9 6 9 5 7 0 5 1 7 Total % 9.1 8.5 2.5 0.1 20.3 1.6 3Q 4.6 0.2 37.0 1.3 5.2 5.9 0.2 12.6 2.7 1 6 7.7 0.1 30.1 Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Tel: 305 - 595 -7505 File Name : SW62AV -2 Site Code : 00000000 Start Date : 2/10/2005 Page No :2 SW 62 AVE From North SUNSET DR From East - -SW 62 AVE From South SUNSET DR From West } Start Time Rig Thr Left Ped App. Rig Thr Leff Ped App. Rig Thr Left �PedAp,p. RT App. Int. ht u s Total Mt u s Total ht u Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 05:00 PM n Volume 365 348 119 2 834 81 130 178 10 1574 54 185 213 17 469 111 773 281 3 1168 4045 Percent 43. 41. 14. 0.2 5.1 82. 11. 0'6 11. 39. 45.. 3:6 9:5 66, 24. 0.3 8 7 3 9 3 5 4 4 2 1 05:00 Volume 81 91 37 2 211 10 367 42 7 426 14 63 58 1 136 21 210 87 0 318 1091 Peak 0.927 Factor High Int. 05:30 PM 05:00 PM 05:00 PM 05:00 PM Volume 111 105 19 0 235 10 .367 42 7 426 14 63 58 1 136 21 210 87 0 318 Peak Factor 0.887 0.924 0.862 0.918 Richard Garcia & Associates, Inc. SW 62 AVE 2468 SW 8th Street tfQ a 1 1, v - VI 1Z.1 III uzu SW 70 ST SW 62 AVE Miami, Florida 33135 File Name SW62AV-1 Tel: 305-595-7505 Site Code 00000000 From North Thr Start Date 2/1012005 Page No From West SW 62 AVE tfQ a 1 1, v - VI 1Z.1 III uzu SW 70 ST SW 62 AVE SW 70 ST Rig From North Thr From East From South From West Start i nhtu Left T-Ve�App- Rig R Thr Ped TTh r Fr App. Rig Left Rig Left Left Ped App. ppi TOid- In7t Factor Ih 1.0 0 1.0 101 Total Ins ht 1.0 U 1.0 ---- s I Total u 1.0 6 s t�ota;i ht ;nRigThr Left u .,Ptpi Total PM 5 94 17 0 116 34 4 1 . 0 1.0 1:0 48 4 90 1.0 1.0 1.0 1. 1.0 1.0 04:15 PM 5 102 22 0 129 38 4 38 85 34 3 79 24 85 16 24 1 6 140 10 3 4 3 20 366 04:30 PM 3 110, 23 2 138 31 6 37 1 75 26 84 18 2 139 130 2 8 4 3 17 364 04:45 PM 4 109 10 - 1 124 -3 39 4 41 1 85 25 86 9 1 121 8 8 8 3 27 370 Total 17 415 72 507 --14-2 18 160-9 329 113 340 67-10 530 8 3 10 22 26 3 12 24 88 1 354' 1454 05:00 PM 5 118 25 1 149 57 2 61 1 121 21 96 6 2 125 12 11 7 1 05:15 PM 4 162 15 0 181 56 2 32 1 91 23 84 8 4 119 7 31 426 05:30 PM 4 138 19 0 161 65 9 39 5 118 2,9 88 6 6 128 9 4 7 6 24 415 05:45 PM 4 153 14 0 171 43 7 36 3 89 24 68 7 1 100 7 7 2 25 432 Total 17 571 73 1 662 221 20 168 10 419 96 336 27 13 472 5 33 7 7 29 28 3 12 22 102 382 1655 Grand Total 34 986 145 4 1169 363 38 328 19 748 209 676 94 23 1002 61 51 54 24 190 3109 Apprch % 2.9 84. 12. 3 4 0.3 48. 5.1 43. 2.5 20. 67• 9.4 23 32. 26. 28. 12. Total % 1.1 31. 4.7 7 0.1 37.6 5 11. 1.2 9 9 5 M 0.6 24.1 U 21 � 3.0 0.7 322 1 2.0 8 4 6 7 6 7 1.6 1.7 0.8 6.1 SVVF2-AVE Out In Total F 1-093 17116-91 F--2-2-62-] 341 45 4j Right Thru Left Peds t-9 C13 - 0 2 North �! a �2 110/2005 4:00:00 PIV1 10/2005 5:45:00 PIVI IWJ ET 0 a CO 0 N w Unshifted (D (D C1 ZA T F-i" Left Thru Right Peds 94 676 209 23 F =1-3-7-51 �1002 F-7-23�7-7] Out In Total Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 File Name : SW62AV -1 Tel: 305- 595 -7505 Site Code : 00000000 Start Date : 2/10/2005 Page No : 2 SW 62 AVE SW 70 ST EN 62AVE SW 70 ST From West From North From East Thr Ped App. From South Rig Thr Fed jj Thr Left Ped App. Int. Start Time Rig Rig Thr r Left Ped App. Total Rig ht u Left s Total ht u Left s u s Total Total s Peak Hour From 04:00 PM to 05 :45 PM - Peak 1 of 1 Intersectio 05:00 PM 221 20 168 10 419 96 336 27 13 472 33 29 28 12 102 1655 Volume 17 571 73 1 11. 662 5 . 40 20. 71. 5.7 2.8 32. 28. 27. 11. Percent 86. 2.6 3 0 0.2 4.8 2.4 3 2 4 4 5 8 05:30 4 138 19 0 161 65 9 39 5 118 28 88 6 6 128 9 7 7 2 25 432 Volume 0.9581 Peak Factor High Int. 05:15 PM 05:00 PM 05:30 PM 6 6 128 05:00 PM 12 11 7 1 31 Volume 4 162 15 0 181 57 2 61 1 121 28 88 Peak 0:914 0.866 0.922 0.823 Factor \I { J Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Tel: 305 -595 -7505 r,mt inc Printari- I Inchiftart File Name : SW62AV -1 Site Cade : 00000000 Start Date : 211512005 Page No : 1 'FU (0 � M J � r ~ O c`ry j a SW 62 AVE Out In Total 1093 1169 2262 34 9861 1451 4 Right Thr ' Left Peds I L. AlT orth /15/2005 4:00:00 PM 1512005 5:45:00 PM Unshifted 4 T r Left Thru Right Peds 94 676 209 23 1375 1002 2377 Out In Total SW 62 AVE _. O ^ CO O rP m ° � W� SW 62 AVE SW 70 ST SW 62 AVE SW 70 ST From North From East From South From West Start Time Rig Thr Ped App. Rig Thr Left Ped App. Rig Thr L eft Ped App. Rig Thr left Ped App. int. ht u s Total ht a s Total ht u s Total ht a s Total Total Factor 1.01 1.01 1.01 1.01 1:0 1.01 1.01 1.01 1.01 1:0 1 1.0 1 1.0 El .0 04:00 PM 5 94 17 0 116 34 4 48 4 - 90 38 85 16 1 1407110 3 4 3 20 366 04:15 PM 5 102 22 0 129 38 4 34 3 79 24 85 24 6 139 2 8 4 3 17 364 04:30 PM 3 110 23 2 138 31 6 37 1 75 26 84 18 2 130 8 8 8 3 27 370 04:45 PM 4 109 10 1 124 39 4 41 1 85 25 86 9 1 121 8 3 10 3 24 354 Total 17 415 72 3 507 142 18 160 9 329 113 340 67 10 530 28 22 26 12 88 1454 05:00 PM 5 118 25 1 1491 57 2 61 1 121 21 96 6 2 125 12 11 7 1 31 426 05:15 PM 4 162 15 0 181 56 2 32 1 91 23 84 8 4 119 7 4 7 6 24 415 05:30 PM 4 138 19 0 161 65 9 39 5 118 28 88 6 6 128 9 7 7 2 25 432 05:45 PM 4 153 14 0 171 43 7 36 3 89 24 68 7 1 100 5 7 7 3 22 382 Total 17 571 73 1 6621 221 20 168 10 419 96 336 27 13 472 33 29 28 12 102 1655 Grand Total 34 986 145 4 1169 363 38 328 19 748 209 676 94 23 1002 61 51 54 24 190 3109 Apprch % 2.9 84. 12. 0.3 48. 5.1 43 2;5 20. 67. 9.4 2.3 32. 26, 28. 12. 3 4 9 9 5 1 8 4 6 Total % 11 31. 4.7 0.1 37.6 11. 1.2 10. 0.6 24.1 6.7 21. 3.0 0.7 32.2 2.0 1.6 1.7 0.8 6.1 'FU (0 � M J � r ~ O c`ry j a SW 62 AVE Out In Total 1093 1169 2262 34 9861 1451 4 Right Thr ' Left Peds I L. AlT orth /15/2005 4:00:00 PM 1512005 5:45:00 PM Unshifted 4 T r Left Thru Right Peds 94 676 209 23 1375 1002 2377 Out In Total SW 62 AVE _. O ^ CO O rP m ° � W� Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Tel: 305-595-7505 File Name SW62AV-1 Site Code 00000000 Start Date 2/15/2005 Page No :2 SW 62 AVE SW 70 ST SW 62 AVE SW 70 ST From North From East From South From West � �Left � Ped � App. Rig T g Th Rig Th - g Thr Rig I Thr , —Ned--� App. Rig Ped I App Int, Start Time I Lefi ht u Left �� — � ht I u s Total ht u 11 ht u s I Total ht u s Total T Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of I Intersectio 05:00 PM n Volume 17 571 73 1 662 221 20 168 10 419 96 336 27 13 '472 Percent 2.6 86. 11. 0.2 52. 4.8 40. 2.4 20. 71. 5.7 2.8 3 0 7 1 3 2 05-30 Volume 4 138 19 0 161 65 9 39 5 118 28 88 6 6 128 Peak Factor High Int. 05:15 PM 05:00 PM 05:30 PM Volume 4 162 15 0 181 57 2 61 1 121 28 88 6 6 128 Peak Factor 0.914 0.866 0.922 33 29 28 12 102 32. 28. 27. 11. 4 4 5 8 9 7 7 2 25 05:00 PM 12 11 7 1 31 0.823 1655 432 0.958 Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Tel: 305 -595 -7505 r,.rnttnc Prim+nd- I Ir tiiftc.d. File Name : SW63AV -2 Site Code : 00000000 Start Date : 2/15/2005 Page No : 1 SW 63 AVE Out In Total 0 61 I 1 61 481 2 5 Right Thru Left Peds 1 I`-► LO LO J SW 63 AVE rn SW 70 ST C N f SW 63 AVE SW 70 ST 15/2005 5:45:00 PM From North O� From East a From South From West Start Time Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. ht a s Total ht u s Total ht u s Total ht a s Total Total Factor 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1:0 1.0 1,ti 1.0 1 0 1.0 1.0 1.01 1.0 04:00 PM 0 4 0 0 4 0 2 1 0 3 3 6 0 2 11 0 0 1 0 1 19 04:15 PM 1 2 0 1 4 0 1 1 1 3 _1 0 0 0 1 1 4 0 1 6 14 04:30 PM 0 9 0 0 9 1 1 1 0 3 13 3 0 0 16 0 1 0 0 1 29 04:45 PM 0 5 0 0 5 0 4 0 1 5 6 5 0 0 11 0 2 0 1 3 24 Total 1 20 0 1 22 1 8 3 2 14 23 14 0 2 39 1 7 1 2 11 86 05:00 PM 1 6 1 0 8 0 5 3 0 8 3 7 3 1 14 0 6 1 1 8 38 05:15 PM 0 11 1 2 14 0 2 0 1 3 2 2 0 1 5 0 2 0 1 3 25 05:30 PM 3 7 0 0 10 0 2 1 0 3 7 0 0 0 7 0 2 0 0 2 22 05:45 PM 1 4 0 2 7 0 1 0 1 2 0 2 0 0 2 0 2 1 1 4 15 Total 5 28 2 4 39 0 10 4 2 16 12 11 3 2 28 0 12 2 3 17 100 Grand Total 6 48 2 5 61 1 18 7 4 30 35 25 3 4 67 1 99 3 5 28 186 Apprch % 9.8 78. 3.3 8.2 3.3 60. 23. 13. 52. 37. 4.5 6 0 3.6 67. 10. 17. 9 7 9 Total % 32 25. 1.1 2.7 32.8 0.5 9.7 3.8 2.2 16.1 1 8 13. 1.6 2.2 36.0 0.5 10. 1.6 2.7 15.1 SW 63 AVE Out In Total 0 61 I 1 61 481 2 5 Right Thru Left Peds 1 I`-► LO LO J rn North C N f 15/2005 4:00:00 PM 15/2005 5:45:00 PM O� uy N Unshifted a 41 T F+ Left Th_ru Right Peds 3 25 35 4 56 67 123 Out In Total 63 AVE O Cn Cr C � V CD ono �;:p -4 m ° a �m A Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Tel: 305-595-7505 File Name SW63AV-2 Site Code 00000000 Start Date 2/15/2005 Page No 2 24 17 SW 63 AVE SW 70 ST SW 63 AVE SW 70 ST _htj Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 From North From East From South From West Intersectio 04:30 PM Ped Rig � Thr Left I P;d App. Rig Rig !h:: --- Th r ---f I Left --d-T Pe A—pp. 16 Mt u 2 2 36 s Total ht u u S s Total 24 17 Start Time Rig Thr I Left Ped App. ht u I sl Total Rig I I nr I - u 1 Total : 52. 37. _htj Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 20. 2 0 6.5 Intersectio 04:30 PM 3 7 3 1 14 04:30 PM n 13 3 0 0 16 Volume 1 31 2 2 36 1 12 4 2 19 Percent 2.8 86. 5.6 5.6 5.3 63. 21. 10. 1 2 1 5 05-00 Volume 1 6 1 0 8 0 5 3 0 8 Peak Factor High Int. 05:15 PM 05:00 PM Volume 0 11 1 2 14 0 5 3 0 8 Peak Factor 0.643 0.594 24 17 3 2 46 52. 37. 6.7 20. 2 0 6.5 4.3 3 7 3 1 14 04:30 PM 13 3 0 0 16 0.719 0 11 1 3 15 0.0 73. 6.7 20. 3 0 0 6 1 1 8 05:00 PM 0 6 1 1 8 0.469 —Int. Total 116 38 0.763 Print Date: Feb /18/2005 Florida Department of Transportation Transportation Statistics Office 2003 Peak Season Factor Category Report MIAMI -DAVE SOUTH Category: 8701 Week Dates SF PSCF * 1 01/01/2003 - 01/04/2003 0.98 0.99 2 01/05/2003 - 01/11/2003 1.00 1.01 * 3 01/12/2003 - 01/18/2003 1.01 1.02 * 4 01/19/2003 - 01/25/2003 1.00 1.01 * 5 01/26/2003 - 02/01/2003 1.00 1.01 * 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 <-- 0.99 * 8 02/16/2003 - 02/22/2003 0.98 0.99 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 0,99 1.00 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 14 03/30/2003 - 04/05/2003 1.00 1.01 15 04/06/2003 - 04/12/2003 1.00 1.01 16 04/13/2003 - 04/19/2003 1.00 1.01 17 04/20/2003 - 04/26/2003 1.00 1.01 18 04/27/2003 - 05/03/2003 1.00 1.01 19 05/04/2003 - 05/10/2003 1.00 1.01 20 05/11/2003 - 05/17/2003 1.00 1.01 21 05/18/2003 - 05/24/2003 1.00 1.01 22 05/25/2003 - 05/31/2003 1.00 1.01 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 099 1.00 25 06/15/2003 - 06/21/2003 0.99 1.00 26 06/22/2003 - 06128/2003 1.00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.02 1.03 30 07/20/2003 - 07/26/2003 1,02 1.03 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.02 1.03 38 09/14/2003 - 09/20/2003 1.02 1.03 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.00 1.01 ' 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 - 11/01/2003 1.00 1.01 45 11/02/2003 - 11/08/2003 1.00 1.01 46 11/09/2003 - 11/15/2003 1.00 1.01 47 11/16/2003 - 11/22/2003 1.00 1.01 48 11/23/2003 - 11/29/2003 0,99 1.00 49 11/30/2003 - 12/06/2003 0.99 1.00 50 12/07/2003 - 12/13/2003 0.98 0.99 j 51 12/14/2003 - 12/20/2003 0.98 0.99 52 12/21/2003 - 12/27/2003 1.00 1.01 53 12/28/2003 - 12/31/2003 1.01 1.02 MOCF = 0.99 7 02/23/2005 WED 08:57 FAX 306 477 6422 DADS COUNTY TSS SiGNAL OPERATING LAN SIGNAL HEAD _..NUME F PEM -RiAk HEAD N JMBER ME:TR0POLITAN ME COU QTY DEPARTMENT CAF' TRAFFIC AND TRANSPORTATION As=p 1,c 3 ;r PHASE I [it T.- I R S. W, 4 A,v Vet''. -7 0:5 , 4 0 T Placed in Service Data : �,y: S to {t 12 CR� C5 ,a +5 a2- G' R Y r� R Q Q SW 62 Apt SOUTH 8144, �. nn (ACTUATEa 1 001 1 l ✓ { jt.✓ R 7 w 0. G 0 G L D � t'`1 0 1,1 n 0•'~ 0 (2+6 i I� 4 Y R Y Y J � r y W /• - _ • 04 RAW D)C. • �� rah � �_� 0 J�—F)t I sw TO St (`'� 4./ `wJ4,14_ V ? _ ,kr 000C C ` -)()0 0 C (ACTUATED) �4 [a 042 u i Drawn H{ �;�►,, 2 Date % ,r ME:TR0POLITAN ME COU QTY DEPARTMENT CAF' TRAFFIC AND TRANSPORTATION As=p 1,c 3 ;r Chock Date S. W, 4 A,v Vet''. -7 0:5 , _._._ .., Diviaian Efigineer Date Placed in Service Data : �,y: phasing Nufgbor 1 _. 02/23/2005 WED 08:57 FAX 305 477 6422 DALE COUNTY TSS Ld rlp (is m -c V E I ;74 io lit [�ll-� r�4 �1�1� 1 :�� I I � � I l I= Fq re 30 in [a 001 Q n Z z -0 0 I:- ;u 0 w ni [a 001 Q ni South Miami Medical Arts Plaza Traffic Impact Study APPENDIX D LOS ANALYSIS k4ARICHARD GARCIA & ASSOCIATES, INC. D HCS2000: Signalized Intersections Release 4.1e Analyst: Richard Garcia, P.E. Inter.: No. 1 Agency: RGA, Inc. Area Type: All other areas Date: 2/23/2005 Jurisd: Miami -Dade Period: Existing PM Peak Year : 2005 Project ID: South Miami Medical Arts Plaza E/W St: Sunset Dr. (SW 72 St.) N/S St: SW 62 Ave SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1 i 1 1 No. Lanes 2 2 0 1 2 1 1 2 0 1 2 0 LGConfig L TR L T R L TR L TR Volume 1275 758 109 1174 1279 79 1209 181 53 1117 341 358 Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol ► 10 1 8 5 36 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P 1 NB Left P P Thru P Thru P Right P Right P Peds 1 Peds WB Left P P SB Left P P Thru P Thru P Right P j Right P Peds 1 Peds NB Right EB Right SB Right j WB Right Green 15.0 63.0 15.0 29.0 Yellow 5.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 140.0 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 L 376 3505 0.79 0.11 76.2 E TR 1600 3555 0.58 0.45 30.1 C 41.3 D Westbound L 361 1805 0.52 0.59 22.4 C T 1628 3618 0.84 0.45 39.7 D 36.9 D R 727 1615 0.10 0.45 22.5 C Northbound L 247 1805 0.91 0.34 76.6 E TR 726 3503 0.34 0.21 48.6 D 62.0 E Southbound L 383 1805 0.33 0.34 35.8 D TR 695 3354 1.03 0.21 96.4 F 87.3 F Intersection Delay = 51.2 (sec /veh) Intersection LOS = D i secs HCS2000: Signalized Intersections Release 4.1e Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305- 595 -7505 Fax: E -Mail: rgarcia @rgatraffic.com I Southbound OPERATIONAL ANALYSIS T Analyst: Richard Garcia, P.E. Agency /Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: Existing PM Peak Intersection: No. 1 Area Type: All other areas Jurisdiction: Miami -Dade Analysis Year: 2005 Project ID: South Miami Medical Arts Plaza 305 - 675 -6474 East /West Street North /South Street Sunset Dr. (SW 72 St.) SW 62 Ave VOLUME DATA Eastbound I Westbound { Northbound I Southbound 1 L T R 1 L T R j L T R 1 L T R I Volume 1275 13 3 I 1279 79 I 1209 3 1 Unit Ext. I 3.0 13.0 758 109 1174 181 53 1117 341 358 !s Heavy Veh 1 0 0 0 10 0 0 10 0 0 10 0 0 PHF 10.93 0.93.0.93 12.0 10.93 0.93 0.93 10.93 0.93 0.93 10.93 0.93 0.93 PK 15 Vol 174 204 29 147 344 21 156 49 14 131 92 96 Hi Ln Vol I I I I % Grade 1 0 I 0 1 0 1 0 Ideal Sat 11900 1900 11900 1900 1900 11900 1900 11900 1900 ParkExist 1 I 1 J NumPark ( I I I No. Lanes l 2 2 0 1 1 2 1 1 1 2 0 1 1 2 0 LGConfig 1 L TR 1 L T R I L TR I L TR Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 10 1 8 1 5 1 36 Adj Flow 1296 921 J187 1375 76 1225 247 J126 713 olnSharedLnl i I I Prop LTs 1 0.000 11.000 0.000 11.000 0.000 Cl.000 0.000 Prop RTs 1 0.115 1 0.000 1.000 1 0.211 1 0.485 Peds Bikesl 0 i 0 I 0 I 0 Buses 10 0 10 0 0 10 0 10 0 oInProtPhase J 0.0 J 0.0 1 0.0 Duration 0.25 Area Tvpe: All other areas OPERATING PARAMETERS l Eastbound I L T R I Westbound I L T R i I Northbound I L T R I I Southbound I I L T R I I I Init Unmet 10.0 0.0 10.0 0.0 0.0 10.0 0.0 10.0 0.0 1 Arriv. Type13 3 13 3 3 13 3 13 3 1 Unit Ext. J3.0 3.0 13.0 3.0 3.0 13.0 3.0 13.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 l Lost Time 12.0 2.0 12.0 2.0 2.0 12.0 2.0 12.0 2.0 I Ext of g 12.0 2.0 12.0 2.0 2.0 (2.0 2.0 12.0 2.0 j secs Ped Min g 3.2 ( 3.2 ( 3.2 3.2 PHASE DATA Phase Combination 1 2 3 4( 5 6 7 8 EB Left P ( NB Left P P Thru P J Thru P Right P Right P Peds Peds WB Left P P SB Left P P Thru P ( Thru P Right P Right P Peds ( Peds NB Right ( EB Right SB Right ( ( WB Right Green 15.0 i 63.0 15.0 29.0 Yellow 5.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 140.0 VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET Volume Adjustment Eastbound I Westbound I Northbound Southbound ( L T R ( L T R ( L T R ( L T R Volume, V 1275 758 109 1174 1279 79 1209 181 53 1117 341 358 PHF 10.93 0.93 0.93 10.93 0,930.93 10.93 0.93 0.93 10.93 0.93 0.93 Adj flow 1296 815 106 1187 1375 76 1225 195 52 1126 367 346 No. Lanes 2 2 0 j 1 2 1 1 2 0 1 2 0 Lane group ( L TR ( L T R j L TR ( L TR Adj flow 1296 921 1187 1375 76 1225 247 1126 713 Prop LTs 0.000 11.000 0.000 11.000 0.000 11.000 0.000 Prop RTs ( 0.115 ( 0.000 1.000 y 0.211 ( 0.485 Saturation Flow Rate (see Exhibit 16 -7 to determine the adjustment factors Eastbound Westbound Northbound Southbound LG L TR L T R L TR L TR So 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lanes 2 2 0 1 2 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fG 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fP 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fBB 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fA 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 fLU 0.971 0.952 1.000 0.952 1.000 1.000 0.952 1.000 0.952 fRT 0.983 1.000 0.850 0.968 0.927 fLT 0.950 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Sec. 0.181 0.125 0.437 fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 1.000 S 3505 3555 1805 3618 1615 1805 3503 1805 3354 J Sec. 345 238 831 CAPACITY AND LOS WORKSHEET secs Capacity Analysis and Lane Group Capacity Adj Adj Sat Flow Green - -Lane Group- - Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v /s) (g /C) (c) Ratio Eastbound Prot Perm L 0.79 0.11 60.9 1.000 376 Left L 296 3505 76.2 0.08 0.11 376 0.79 Prot 1600 0.50 1'.5 0.0 30.1 C 41.3 D Westbound Perm Thru TR 921 3555 17.1 0.26 0.45 1600 0.58 Right 22.4 C T 0.84 0.45 34.2 1.000 1628 Westbound 5.6 0.0 39.7 D 36.9 D R 0.10 0.45 22.2 Prot 187 1805 # 0.10 0.107 193 0.97. Perm 0 345 0.00 0.486 168 0.00 J Left L 187 0.34 38.5 1.000 0.59 361 0.52 Prot 76.6 E TR 0.34 0.21 47.3 1.000 726 Perm 1.3 0.0 48.6 D 62.0 E Southbound Thru T 1375 3618 # 0.38 0.45 1628 0.84 Right R 76 1615 383 0.05 0.45 727 0.10 Northbound Prot 193 1805 # 0.11 0.107 193 1.00 Perm 32 238 0.13 0.229 54 0.59 Left L 225 0.34 247 0.91 Prot Perm Thru TR 247 3503 0.07 0.21 726 0.34 Right Southbound '- Prot 126 1805 0.07 0.107 193 0.65 Perm 0 831 0.00 0.229 190 0.00 Left L 126 0.34 383 0.33 Prot Perm Thru TR 713 3354 # 0.21 0.21 695 1.03 Right Sum of flow ratios for critical lane groups, Yc = Sum (v /s) = 0.80 Total lost time per cycle, L = 20.00 sec Critical flow rate to capacity ratio, Xc = (Yc)(C) /(C -L) = 0.93 Control Delay and LOS Determination Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.79 0.11 60.9 1.000 376 0.50 15.3 0.0, 76.2 E TR 0.58 0.45 28.6 1.000 1600 0.50 1'.5 0.0 30.1 C 41.3 D Westbound L 0.52 0.59 17.1 1.000 361 0.50 5.2 0.0 22.4 C T 0.84 0.45 34.2 1.000 1628 0.50 5.6 0.0 39.7 D 36.9 D R 0.10 0.45 22.2 1.000 727 0.50 0.3 0.0 22.5 C Northbound L 0.91 0.34 38.5 1.000 247 0.50 38.2 0.0 76.6 E TR 0.34 0.21 47.3 1.000 726 0.50 1.3 0.0 48.6 D 62.0 E Southbound L 0.33 0.34 33.5 .1.000 383 0.50 2.3 0.0 35.8 D TR 1.03 0.21 55.5 1.000 695 0.50 40.9 0.0 96.4 F 87.3 F Intersection delay = 51.2 (sec/veh) Intersection LOS = D SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts Input EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach M M M Cycle length, C 140.0 sec Total actual green time for LT lane group, G (s) 83.0 47.0 47.0 Effective permitted green time for LT lane group, g(s) 68.0 32.0 32.0 Opposing effective green time, go (s) 63.0 29.0 29.0 Number of lanes in LT lane group, N 1 1 1 Number of lanes in opposing approach, No 2 2 2 Adjusted LT flow rate, VLT (veh/h) 187 225 126 Proportion of LT in LT lane group, PLT 1.000 1.000 1.000 Proportion of LT in opposing flow, PLTo 0.00 0.00 0.00 Adjusted opposing flow rate, Vo (veh/h) 921 713 247 Lost time for LT lane group, tL 5.00 5.00 5.00 Computation LT volume per cycle, LTC=VLTC/3600 7.27 8.75 4.90 Opposing lane util. factor, fLUo 0.952 0.952 0.952 0.952 Opposing flow, Volc=VoC/[3600(No)fLUo] (veh/ln/cyc) 18.81 14.56 5.04 gf=G[exp(- a * (LTC ** b))]-tl, gf<=g 0.0 0.0 0.0 Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 1.00 1.00 Opposing Queue Ratio, qro=Max[l-Rpo(go/C),O] 0.55 0.79 0.79 gq, (see Exhibit C16-4,5,6,7,8) 28.30 28.00 8.62 gu=g-gq if gq>=gf, or = g-gf if gq<gf 39.70 4.00 23.38 n=Max(gq-gf)/2,0) 14.15 14.00 4.31 PTHo=I-PLTo 1.00 1.00 1.00 PL*=PLT[1+(N-1)g/(gf+gu/EL1+4.24)1 1.00 1.00 1.00 EL1 (refer to Exhibit C16-3) 3.22 2.62 1.67 EL2=Max((I-Ptho**n)/Pito, 1.0) fmin=2(1+PL)/g or fmin=2(1+P1)/g 0.06 0.13 0.13 gdiff=max(gq-gf,O) 0.00 0.00 0.00 fm=[gf/g] +[gu/g] /[1 +PL(ELl-1)], (min=fmin;max=1.00) 0.18 0.13 0.44 flt=fm=[gf/q] +[qu/q] /[l+PL(ELI-1)]+Fgdiff/gl/[I+PL(EL2-1)],(fmin<=fm<=I.Oo) or flt=[fm+0.91(N-1)]/N** Left-turn adjustment, fLT 0.181 0.125 0.437 For special case of single-lane approach opposed by multilane approach, see text. If Pl>=l for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input Opposed by Single(S) or Multiple(M) lane approach EB WB NB SB Cycle length, C 140.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) Number of lanes in LT lane group, N Number of lanes in opposing approach, No Adjusted LT flow rate, VLT (veh /h) Proportion of LT in LT lane group, PLT 0.000 0.000 0.000 0.000 Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, Vo (veh /h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC =VLTC /3600 Opposing lane util. factor, fLUo 0.952 0.952 0.952 0.952 Opposing flow, Volc =VoC /[3600(No)fLUo] (veh /ln /cyc) gf= G[exp(- a * (LTC ** b))]-tl, gf < =g Opposing platoon ratio, Rpo (refer Exhibit 16 -11) Opposing Queue Ratio, qro= Max[l- Rpo(go /C),0] gq, (see Exhibit C16- 4,5,6,7,8) gu =g -gq if gq > =gf, or = g -gf if gq<gf n= Max(gq- gf) /2,0) PTHo= 1 -PLTo PL *= PLT[2 +(N- I)g /(gf +gu /ELI +4.24)] EL1 (refer to Exhibit C16 -3) EL2= Max((1- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin= 2(1 +P1) /g gdiff = max(gq -gf,0) fm= [gf /g] +[gu /g] /[1 +PL(EL1 -1)], (min= fmin;max =1.00) flt= fm= [gf /gj +[gu /g] /[1 +PL( ELI -1)] +[ gdiff /g] /[1 +PL(EL2- 1)],(fmin< =fm< =1.00) or flt= [fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT For special case of- single -lane approach opposed by multilane approach, see text. * If Pl > =1 for shared left -turn lanes with N >1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf>gq, see text. SUPPLEMENTAL PEDESTRIAN- BICYCLE EFFECTS WORKSHEET Permitted Left Turns EB Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Pedestrian flow rate, Vpedg (p /h) OCCpedg Opposing queue clearing green, gq (s) Eff. ped. green consumed by opp. veh. queue, gq /gp OCCpedu Opposing flow rate, Vo (veh /h) OCCr Number of cross- street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion of left turns, PLT Proportion of left turns using protected phase, PLTA Left -turn adjustment, fLpb Permitted Right Turns Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Conflicting bicycle volume, Vbic (bicycles /h) Vpedg OCCpedg Effective green, g (s) WB NB SB Vbicg OCCbicg OCCr Number of cross - street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion right - turns, PRT Proportion right -turns using protected phase, PRTA Right turn adjustment, fRpb SUPPLEMENTAL UNIFORM DELAY WORKSHEET Cycle length, C 140.0 sec Adj. LT vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Protected phase effective green interval, g (s) Opposing queue effective green interval, gq Unopposed green interval, gu Red time r= (C- g- gq -gu) Arrival rate, qa= v /(3600(max[X,1.0])) Protected ph. departure rate, Sp= s/3600 Permitted ph. departure rate, Ss =s(gq +gu) /(gu *3600) XPerm XProt Case Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, d1 EBLT WBLT NBLT SBLT DELAY /LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Appr/ Unmet Unmet Lane Demand Demand Group eh p Q t hrs. 187 225 126 0.52 0.91 0.33 15.0 15.0 15.0 28.30 28.00 8.62 39.70 4.00 23.38 57.0 93.0 93.0 0.05 0.06 0.04 0.501 0.501 0.501 0.16 .0.53 0.32 0.54 0.95 0.15. 0.50 0.90 0.50 1 1 1 2.96 5.81 3.26 1.47 1.75 0.30 0.00 0.00 0.00 17.1 38.5 33.5 Uniform Delay Initial Final Initial Lane Queue Unmet Queue Group Unadj. Adj. Param. Demand Delay Delay ds d1 sec u Q veh d3 sec d sec Intersection LOS D Eastbound LaneGroup IL TR Init Queue 10.0 0.0 Flow Rate 1152 483 So 11900 1900 No.Lanes 12 2 0 SL 11805 1867 LnCapacity 1193 840 Flow Ratio 10.08 0.26 v/c Ratio 10.79 0.57 Grn Ratio 10.11 0.45 I Factor 1 1.000 AT or PVG 13 3 Pltn Ratio 11.00 1.00 PF2 11.00 1.00 Q1 15.8 13.9 kB 10.5 1.4 Q2 11.4 1.8 Q Average 17.2 15.7 Q Spacing 125.0 25.0 Q Storage 1300 1000 Q S Ratio 10.6 0.4 70th Percentile Output: fBo 11.2 1.2 BOQ 18.8 18.9 QSRatio 10.7 0.5 85th Percentile output: fBo 11.5 1.4 BOQ 110.6 22.2 QSRatio 10.9 0.6 90th Percentile Output: fB% 11.6 1.5 BOQ 111.6 23.9 QSRatio 11.0 0.6 95th Percentile Output: fBo 11.8 1.6 BOQ 113.2 25.8 QSRatio 11.1 0.6 98th Percentile Output: fBo 12.1 1.8 BOQ 114.8 27.8 QSRatio 11.2 0.7 -t. BACK OF QUEUE WORKSHEET Westbound IL T R 10.0 0.0 0.0 1187 722 76 11900 1900 1900 11 2 1 1609 1900 1615 1361 855 727 10.31 0.38 0.05 10.52 0.84 0.10 10.59 0.45 0.45 1 1.000 13 3 3 11.00 1.001.00 11.00 1.00 1.00 13.1 24.9 1.7 10.8 1.4 1.2 10.8 5.7 0.1 13.9 30.6 1.9 125.0 25.0 25.0 {300 1000 300 10.3 0.8 0.2 11.2 1.2 1.3 14.9 36.72.3 10.4 0.9 0.2 11.5 1.4 1.6 16.0 42.8 3.0 10.5 1.1 0.2 11.7 1.5 1.8 16.8 45.9 3.4 10.6 1.1 0.3 12.1 1.6 2.3 18.1 49.0 4.2 10.7 1.2 0.4 12.4 1.7 2.7 19.4 52.1 5.1 10.8 1.3 0.4 Northbound IL TR 10.0 0.0 1225 129 11900 1900 11 2 0 1738 1839 1247 381 10.30 0.07 10-91 0.34 10.34 0.21 1 1.000 13 3 11.00 1.00 11.00 1.00 16.4 4.3 10.6 0.8 12.9 0.4 19.4 4.7 125.0 25.0 1300 1000 10.8 0.1 11.2 1.2 111.4 5.8 10.9 0.1 11.4 1.5 113.5 7.1 11.1 0.2 11.6 1.7 114.7 7.9 11.2 0.2 11.8 2.0 116.4 9.3 11.4 0.2 11.9 2.3 118.1 10.7 11.5 0.3 ERROR MESSAGES Southbound IL TR 10.0 0.0 1 126 374 11900 1900 11 2 0 11142 1761 1383 365 10.11 0.21 10.33 1.02 10.34 0.21 1 1.000 13 3 ►1.00 1.00 11.00 1.00 13.4 14.5 10.8 0.8 10.4 6.6 13.8 21.1 125.0 25.0 1300 1000 ►0.3 0.5 11.2 1.2 14.7 25.4 10.4 0.6 11.5 1.4 15.8 29.7 10.5 0.7 11.7 1.5 16.5 31.8 10.5 0.8 12.1 1.6 17.8 34.1. 10.6 0.9 12.4 1.7 19.0 36.4 10.8 0.9 HCS2000: Signalized Intersections Release 4.le Analyst: Richard Garcia, P.E. Inter.: No. 1 Agency: RGA, Inc. Area Type: All other areas Date: 2/23/2005 Jurisd: Miami -Dade Period: Proposed PM Peak Year 2008 Project ID: South Miami Medical Arts Plaza E/W St: Sunset Dr. (SW 72 St.) N/S St: SW 62 Ave SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound ( Northbound I Southbound 1 L T R I L T R L T R L T R 1 No. Lanes 2 2 0 2 0 ► 1 2 1 1 1 2 0 1 1 LGConfig L TR L T R L TR I L TR 1 Volume 1307 804 115 1185 1357 90 1222 206 56 1144 405 428 1 Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 10 1 8 1 5 I 36 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left P P Thru P ► Thru P Right P Right P Peds j Peds WB Left P P SB Left P P Thru P I Thru P Right P 1 Right P Peds 1 Peds NB Right EB Right SB Right I WB Right Green 15.0 63.0 15.0 29.0 Yellow 5.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 140.0 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 L 376 3505 0.88 0.11 85.5 F TR 1600 3555 0.61 0.45 31.0 C 44.7 D Westbound L 342 1805 0.58 0.59 25.3 C T 1628 3618 0.90 0.45 43.6 D 40.5 D R 727 1615 0.12 0.45 22.7 C Northbound L 247 1805 0.97 0.34 88.4 F TR 727 3510 0.38 0.21 49.3 D 67.4 E - Southbound L 369 1805 0.42 0.34 37.7 D TR 694 3350 J 1.23 0.21 173.4 F 152.6 F Intersection Delay = 69.5 (sec /veh) Intersection LOS = E HCS2000: Signalized Intersections Release 4.1e Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305- 595 -7505 Fax: E -Mail: rgarcia @rgatraffic.com R OPERATIONAL ANALYSIS I L Analyst: Richard Garcia, P.E. Agency /Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: Proposed PM Peak Intersection: No. 1 Area Type: All other areas Jurisdiction: Miami -Dade Analysis Year: 2008 Project ID: South Miami Medical Arts Plaza 305 -675 -6474 East /West Street North /South Street Sunset Dr. (SW 72 St.) SW 62 Ave VOLUME DATA I Eastbound I Westbound 1 Northbound 1 L T R J L T R 1 L T R i I Volume 1307 804 115 1185 1357.90 1222 206 56 Heavy VehJ0 0 0 10 0 0 10 0 0 PHF 10.93 0.93 0.93 10.93 0.93 0.93 10.93 0.93 0.93 PK 15 Vol 183 216 31 150 365 24 160 55 15 Hi Ln Vol 1 1 1 o Grade ( 0 ) 0 1 0 Ideal Sat 11900 1900 11900 1900 1900 11900 1900 ParkExist J 1 1 NumPark 1 i No. Lanes 1 2 2 0 1 1 2 1 ► 1 2 0 LGConfig 1 L TR 1 L T R 1 L TR Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 RTOR Vol 1 10 1 8 1 5 Adj Flow 1330 978 J199 1459 88 1239 277 oInSharedLnl I I Prop LTs 1 0.000 11.000 0.000 11.000 0.000 Prop RTs 1 0.116 1 0.000 1.000 1 0.199 Peds Bikesl 0 1 0 1 0 Buses 10 0 10 0 0 10 0 oInProtPhase J 0.0 1 0.0 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS I Westbound I L I Eastbound R 13.0 I L T R Io.0 Init Unmet 10.0 13 0.0 3 Arriv. e 3 T ypI 3 3.0 Unit Ext. 13.0 3.0 12.0 I Factor 1 1.000 2.0 Lost Time 12.0 2.0 I Ext of g 12.0 2.0 OPERATING PARAMETERS I Westbound I L I T R 13.0 3.0 1 Io.0 0.0 0.0 13 3 3 13.0 3.0 3.0 1 1.000 f I 1 12.0 2.0 2.0 12.0 2.0 2.0 Northbound L T R 10.0 0.0 13 3 13.0 3.0 1 1.000 12.0 2.0 12.0 2.0 1 Southbound j L T R I 1144 405 428 10 0 0 10.93 0.93 0.93 139 1 109 115 I 0 11900 I 1900 f I 1 2 0 1 L TR 112.0 12:0 I 36 1155 857 1 11.000 0.000 1 0.492 I 0 IQ 0 1 0.0 Southbound L T R 10.0 0.0 13 3 13.0 3.0 1 1.000 12.0 2.0 12.0 2.0 Ped Min g { 3.2 1 3.2 1 3.2 ( 3.2 PHASE DATA CAPACITY AND LOS WORKSHEET Phase Combination 1 2 3 4 I 5 6 7 8 EB Left P ( NB Left P P Thru P { Thru P Right P { Right P Peds I Peds WB Left P P 1 SB Left P P Thru P ( Thru P Right P ( Right P Peds 1 Peds NB Right I EB Right SB Right I ( WB Right I Green 15.0 1 63.0 15.0 29.0 Yellow 5.0 4.0 3.0 4.0 All Red 0.0 1.0 0.0 1.0 Cycle Length: 140.0 secs VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET Volume Adjustment I Eastbound { Westbound { Northbound I Southbound 1 ( L T ( R j L T R 1 ( L T R ( L T R I Volume, V I 1 I 405 428 1 1307 804 115 11-85--f357 90 1222 206 56 1144 PHF 10.93 0.93 0.93 10.93 0.93 0.93 10.93 0.93 0.93 10.93 0.93 0.93 j Adj flow 1330 865 113 1199 1459 88 1239 222 55 1155 435 422 1 No. Lanes 1 2 2 0 1 1 2 1 1 1 2 0 1 1 2 0 1 Lane group I L TR I L T R I L TR j L TR Adj flow 1330 978 1199 1459 88 1239 .277 1155 857 1 Prop LTs 1 0.000 11.000 0.000 11.000 0.000 11.000 0.000 1 Prop RTs { 0.116 { 0.000 1.000 y 0.199 { 0.492 { Saturation Flow Rate (see Exhibit 16 -7 to determine the adjustment factors) Eastbound Westbound Northbound Southbound LG L TR L T R L TR L TR So 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lanes 2 2 0 1 2 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 -� fG 1.000 1.000 1.000 1.0 00 1.000 1.000 1.000 1.000 fP 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 .1.000 1.000 fBB 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fA 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 0.971 0.952 1.000 0,952 1.000 1.000 0.952 1.000 0.952 fRT 0,983 1.000 0,850 0.970 0.926 fLT 0.950 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Sec. 0.161 0.125 0.404 fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 1.000 S 3505 3555 1805 3618 1615 1805 3510 1805 3350 Sec. 306 238 768 CAPACITY AND LOS WORKSHEET Capacity Analysis and Lane Group Capacity Adj Adj Sat Flow Appr/ Lane Flow Rate Flow Rate Ratio Mvmt Group. (v) (s) (v/s) Green --Lane Group- - Ratio Capacity v/C (9/C) (c) Ratio tastoouna Prot Perm Left L 330 3505 0.09 0.11 376 0.88 Prot Perm Thru TR 978 3555 0.28 0.45 1600 0.61 Right Westbound Prot 193 1805 # 0.11 0.107 193 1.00 Perm 6 306 0.02 0.486 149 0.04 Left L 199 0.59 342 0.58 Prot Perm Thru T 1459 3618 # 0.40 0.45 1628 0.90 Right R 88 1615 0.05 0.45 727 0.12 Northbound Prot 193 1805 # 0:11 0.107 193 1.00 Perm 46 238 0.19 0.229 54 0.85 Left L 239 0.34 247 0.97 Prot Perm Thru TR 277 3510 0.08 0.21 727 0.38 Right Southbound Prot 155 1805 0.09 0.107 193 0.80 Perm 0 768 0.00 0.229 176 0.00 Left L 155 0.34 369 0.42 Prot Perm Thru TR 857 3350 # 0.21 0.21 694 1.23 Right Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0.82 Total lost time per cycle, L = 20.00 sec Critical flow . rate to capacity ratio, XC = (yc)(C)/(C-L) = 0.96 Control Delay and LOS Determination Appr/ Ratios Unf Frog Lane Incremental Approach Res Lane Group Lane Del Adj Grp Factor Del Del Grp T/c g/C dl Fact Cap k d2 d3 Delay LOS LOS Delay Eastbound L 0.88 0.11 61.6 1.000 376 0.50 23.9 0.0 85.5 F TR 0.61 0.45 29.2 1.000 1600 0.50 1.8 0.0 31.0 C 44.7 D Westbound L 0.58 0.59 18.3 1.000 342 0.50 7.1 0.0 25.3 C T 0.90 0.45 35.5 1.000 1628 0.50 8.1 0.0 43.6 D 40.5 D R 0.12 0.45 22.4 1.000 727 0.50 0.3 0.0 22.7 C Northbound L 0.97 0.34 38.9 1.000 247 0.50 49.5 0.0 88.4 F TR 0.38 0.21 47.8 1.000 727 0.50 1.5 0.0 49.3 D 67.4 E Southbound L 0.42 0.34 34.2 1.000 369 0.50 3.5 0.0. 37.7 D TR 1.23 0.21 55.5 1.000 694 0.50 117.9 0.0 173.4 F 152.6 F SB Opposed by Single(S) or Multiple(M) lane approach M M M Cycle length, C 140.0 sec Intersection delay = 69.5 (sec /veh) Intersection LOS = E SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts Input EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach M M M Cycle length, C 140.0 sec Total actual green time for LT lane group, G (s) 83.0 47.0 47.0 Effective permitted green time for LT lane group, g(s) 68.0 32.0 32.0 Opposing effective green time, go (s) 63.0 29.0 29.0 Number of lanes in LT lane group, N 1 1 1 Number of lanes in opposing approach, No 2 2 2 Adjusted LT flow rate, VLT (veh /h) 199 239 155 Proportion of LT in LT lane group, PLT 1.000 1.000 1.000 Proportion of LT in opposing flow, PLTo 0.00 0.00 0.00 Adjusted opposing flow rate, Vo (veh /h) 978 857 277 Lost time for LT lane group, tL 5.00 5.00 5.00 Computation LT volume per cycle, LTC=VLTC /3600 7.74 9.29 6.03 Opposing lane util. factor, fI,Uo 0.952 0.952 0.952 0.952 Opposing flow, Volc= VoC /[3600(No)fLUo] (veh /ln /cyc) 19.98 17.50 5.66 gf= G[exp(- a * (LTC ** b))] -tl, gf < =g 0.0 0.0 0.0 Opposing platoon ratio, Rpo (refer Exhibit 16 -11) 1.00 1.00 1.00 Opposing Queue Ratio, qro= Max[1- Rpo(go /C),0] 0.55 0.79 0.79 gq, (see Exhibit C16- 4,5,6,7,8) 30.75 28.00 9.76 gu =g -gq if gq > =gf, or = g -gf if gq <gf 37.25 4.00 22.24 n =Max(gq- gf) /2,0) 15.37 14.00 4.88 PTHo= 1 -PLTo 1.00 1.00 1.00 PL *= PLT[1 +(N- 1)g /(gf +gu /EL1 +4.24)] 1.00 1.00 1.00 EL1 (refer to Exhibit C16 -3) 3.41 3.02 1.72 EL2= Max((1- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin= 2(1 +P1) /g 0.06 0.13 0.13 gdiff = max(gq -gf,O) fm= [gf /g] +[gu /g] /[1 +PL(EL1 -1)], (min= fmin;max =1.00) 0.00 0.16 0.00 0.13 0.00 0.40 flt= fm= [gf /g] +[gu /g] /[l +PL( ELI -1)] +[ gdiff /g] /[1 +PL(EL2- 1)],(fmin < =fm<= 1.00) or flt= [fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT 0.380 0.161 0.125 0.404 For special case of single -lane approach opposed by multilane approach, see text. * If Pl > =1 for shared left -turn lanes with N >1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf >gq, see text Input SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Opposed by Single(S) or Multiple(m) lane approach EB WB NB SB Cycle length, C 140.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) Number of lanes in LT lane group, N Number of lanes in opposing approach, No Adjusted LT flow rate, VLT (veh /h) Proportion of LT in LT lane group, PLT 0.000 0.000 0.000 0.000 Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, Vo (veh /h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC =VLTC /3600 Opposing lane util. factor, fLUo 0.952 0.952 0.952 0.952 Opposing flow, Volc =VoC /[3600(No)fLUo] (veh /ln /cyc) gf= G[exp(- a * (LTC ** b))]-ti, gf < =g Opposing platoon ratio, Rpo (refer Exhibit 16 -11) Opposing Queue Ratio, qro= Max[l- Rpo(go /C),0] gq, (see Exhibit C16- 4,5,6,7,8) gu =g -gq if gq > =gf, or = g -gf if gq <gf n= Max(gq- gf) /2,0) PTHo= 1 -PLTo PL*= PLT [1 +(N- 1)g /(gf +gu /EL1 +4.24)] ELI (refer to Exhibit C16 -3) EL2= Max((l- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin= 2(1 +P1) /g gdiff= max(gq -gf,0) fm= [gf /g] +[gu /g] /[l +PL(ELl -1)], (min= fmin;max =1.00) flt= fm= [gf /g] +{gu /gj /[1 +PL(EL1 -1)j +[ gdiff /g] /[I+PL(EL2- 1)],(fmin < =fm< =1.00) or flt= [fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT For special case of single -lane approach opposed by multilane approach, see text. * If Pl > =1 for shared left -turn lanes with N >l, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf >gq, see text. SUPPLEMENTAL PEDESTRIAN- BICYCLE EFFECTS WORKSHEET Permitted Left Turns - Effective pedestrian green time, gp (s) EB WB NB Conflicting pedestrian volume, Vped (p /h) Pedestrian flow rate, Vpedg (p /h) OCCpedg Opposing queue clearing green, gq (s) Eff. ped. green consumed by opp. veh. queue, gq /gp OCCpedu Opposing flow rate, Vo (veh /h) OCCr Number of cross- street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion of left turns, PLT Proportion of left turns using protected phase, PLTA Left -turn adjustment, fLpb Permitted Right Turns Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Conflicting bicycle volume, Vbic (bicycles /h) Vpedg OCCpedg Effective green, g (s) SB Vbicg OCCbicg OCCr Number of cross- street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion right- turns, PRT Proportion right -turns using protected phase, PRTA Right turn adjustment, fRpb SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Cycle length, C 140.0 sec Adj. LT vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Protected phase effective green interval, g (s) Opposing queue effective green interval, gq Unopposed green interval, gu Red time r= (C- g- gq -gu) Arrival rate, qa= v /(3600(max[X,1.0])) Protected ph. departure rate, Sp =s /3600 Permitted ph. departure rate, Ss =s(gq +gu) /(gu *3600) XPerm XProt Case Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY /LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Appr/ Unmet Unmet Lane Demand Demand Unadj. Group Q veh t hrs. ds Adj. dl sec 199 0.58 15.0 30.75 37.25 57.0 0.06 0.501 0.16 0.65 0.53 1 3.15 1.70 0.00 18.3 239 0.97 15.0 28.00 4.00 93.0 0.07 0.501 0.53 1.00+ 0.95 3 6.18 1.86 0.01 38.9 Initial Final Initial Lane Queue Unmet Queue Group Param. Demand Delay Delay u Q veh d3 sec d sec Intersection Delay 69.5 sec /veh Intersection LOS E 155 0.42 15.0 9.76 22.24 93.0 0.04 0.501 0.31 0.20 0.62 1 4.00 0.42 0.00 34.2 Eastbound LaneGroup IL TR Init Queue 10.0 0.0 Flow Rate 1169 513 So 11900 1900 No.Lanes 12 2 0 SL 11805 1867 LnCapacity 1193 840 Flow Ratio 10.09 0.27 v/c Ratio 10.88 0.61 Grn Ratio 10.11 0.45 I Factor 1 1.000 AT or PVG 13 3 Pltn Ratio 11.00 1.00 PF2 11.00 1.00 Q1 16.5 15.1 kB 10.5 1.4 Q2 12.1 2.1 Q Average 18.5 17.2 Q Spacing 125.0 25.0 Q Storage 1300 1000 Q S Ratio 10.7 0.4 70th Percentile Output: fB% 11.2 1.2 BOQ 110.4 20.7 QSRatio 10.9 0.5 85th Percentile Output: fB% 11.5 1.4 BOQ 112.4 24.2 QSRatio 11.0 0.6 90th Percentile Output: fB% 11.6 1.5 BOQ 113.6 26.1 QSRatio 11.1 0.7 95th Percentile Output: fB% 11.8 1.6 BOQ 115.2 28.1 QSRatio 11.3 0.7 98th Percentile Output: fB% 12.0 1.7 BOQ 116.8 30.0 QSRatio 11.4 0.8 No errors to report. _BACK OF QUEUE WORKSHEET Westbound Northbound IL T R IL TR 10.0 0.0 0.0 10.0 0.0 1199 766 88 1239 145 11900 1900 1900 11900 1900 11 2 2 11 2 0 1577 1900 1615 1738 1843 1342 855 727 1247 381 10.34 0.40 0.05 10.32 0.08 10.58 0.90 0.12 10.97 0.38 10.59 0.45 0.45 10.34 0.21 1 1.000 1 1.000 13 3 3 13 3 11.00 1.00 1.00 11.00 1.00 11.00 1.00 1.00 11.00 1.00 13.4 27.5 2:0 16.9 4.9 10.7 1.4 1.2 10.6 0.8 11.0 7.3 0.2 13.7 0.5 14.3 34.7 2.2 110.6 5.3 125.0 25.0 25.0 125.0 25.0 1300 1000 300 1300 1000 10.4 0.9 0.2 10.9 0.1 11.2 -1.2 1.3 11.2 1.2 15.4 41.7 2.7 112.8 6.6 10.4 1.0 0.2 11.1 0.2 11.5 1.4 1.6 11.4 1.5 16.6 48.6 3.4 115.2 8.0 10.6 1.2 0.3 11.3 0.2 11.7 1.5 1.8 11.6 1.7 17.4 52.1 3.9 116.5 8.9 10.6 1.3 0.3 11.4 0.2 12.0 1.6 2.2 11.7 1.9 18.7 55.6 4.9 118.2 10.4 10.7 1.4 0.4 11.5 0.3 12.3 1.7 2.7 11.9 2.2 110.1 59.1 5.8 119.9 11.8 10.8 1.5 0.5 11.7 0.3 ERROR MESSAGES Southbound IL TR 10.0 0.0 1155 450 11900 1900 11 2 0 11099 1759 1369 364 10.14 0.26 10.42 1.24 10.34 0.21 1 1.000 13 3 11.00 1.00 11.00 1.00 14.2 17.5 10.8 0.8 10.5 13.9 14.7 31.4 125.0 25.0 1300 1000 10.4 0.8 11.2 1.2 15.9 37.6 10.5 0.9 11.5 1.4 17.2 43.9 10.6 1.1 11.7 1.5 18.0 47.1 10.7 1.2 12.0 1.6 19.4 50.2 10.8 1.3 12.3 1.7 110.8 53.4 10.9 1.3 I 0.25 e 4 HCS2000: Unsignalized Intersections Release 4.1d 18 2 TWO -WAY STOP CONTROL SUMMARY 1831 2 Analyst: Richard Garcia, P.E. 0.96 0 Agency /Co.: RGA, Inc. 0.96 0 Date Performed: 2/23/2005 Hourly Flow Rate, HFR 4 Analysis Time Period: PM Peak Existing 18 2 Intersection: No. 2 20 Jurisdiction: Miami -Dade / S. Miami -- - Units: U. S. Customary Analysis Year: 2005 Raised c Project ID: South Miami Medical Arts Plaza / 1 East /West Street: SW 72 St (Sunset Dr) RT Channelized? North /South Street: SW 63 Ave Intersection Orientation: EW Study period (hrs): Lanes 1 Vehicle Volumes and Adjustments 2 0 1 Major Street: Approach Eastbound Westbound 2 0 Movement 1 2 3 14 5 L T L T R ( L T Volum T TR I 0.25 e 4 43 8 892 1 18 2 203 1 1831 2 20 Peak -Hour Factor, PHF 0 0.96 0 0.96 0 0.96 0 0.96 0 0.96 0 0.96 Hourly Flow Rate, HFR 4 44 9 929 1 18 2 211 1 1907 2 20 Percent Heavy Vehicles 0 0 - -- - -- 0 0 Median Type /Storage R Raised c curb / / 1 RT Channelized? Lanes 1 1 2 2 0 1 1 2 2 0 Configuration L L T T TR L L T T TR Upstream Signal? Y Yes Y Yes Minor Street: Approach N Northbound S Southbound Movement 7 7 8 8 9 9 1 10 1 11 1 12 L T T R R I I L T T R R Volume 4 45 1 1 5 59 2 2 7 7 3 37 Peak Hour Factor, PHF 0 0,96 0 0,96 0 0.96 0 0.96 0 0.96 0 0.96 Hourly Flow Rate, HFR 4 46 1 1 6 61 2 2 7 7 3 38 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 Percent Grade ( %) 0 0 0 0 Flared A roach E • t ? / pp xis s. Storage Yes /10 Yes /10 Lanes 0 1 0 0 1 0 Configuration LTR LTR I Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 I 10 11 12 Lane Config L L ( LTR ( LTR v (°Ph) 44 211 108 47 C(m) (vph) 310 733 338 449 v/c 0.14 .0.29 0.32 0.10 95% queue length 0.49 1.19 1.35 0.35 Control Delay 18.5 11.9 23.7. 21.3 LOS C B C C Approach Delay 23.7 21.3 Approach LOS C C HCS2000: Unsignalized Intersections Release 4.1d Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305- 595 -7505 Fax: 305 -675 -6474 E-mail: rgarcia @rgatraffic.com . TWO -WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Richard Garcia, P.E. Agency /Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: PM Peak Existing Intersection: No. 2 Jurisdiction: Miami -Dade / S. Miami Units: U. S. Customary Analysis Year: 2005 Project ID: South Miami Medical Arts Plaza East /West Street: SW 72 St (Sunset Dr) North /South Street: SW 63 Ave Intersection Orientation: EW Study period (hrs): Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R 0.25 /10 volume 43 892 18 203 1831 20 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak -15 Minute Volume 11 232 5 53 477 5 Hourly Flow Rate, HFR 44 929 18 211 1907 20 Percent Heavy Vehicles 0 -- -- 0 Median Type /Storage Raised curb / 1 RT Channelized? Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? Yes Yes Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 45 1 59 2 7 37 Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak -15 Minute Volume 12 0 15 1 2 10 Hourly Flow Rate, HFR 46 1 61 2 7 38 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (o) 0 0 Flared Approach: Exists ? /Storage Yes /10 Yes RT Channelized? Lanes 0 1 0 0 1 0 i Configuration LTR LTR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped /hr) 0 0 0 0 /10 Lane Width (ft) Walking Speed (ft/sec) Percent Blockage Frog. Flow vph 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 Frog. 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 J_L U JJ OUU Through 0 1700 4 40 120 35 600 S5 Left-Turn 0 1700 3 5 120 40 1320 Through 0 1700 4 40 120 40 1320 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 5.0* 5.0* 5.0* 5.0* 5.0* 5.0* t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 P(hv) 0 0 0 0 0 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,lt) 0.00 0.00 0.00 0.00 0.00 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 5.0* 5.0* 5.0* 5.0* 5.0* 5.0* 2-stage 4.1* 4.1 4.0 4.0 5.0 4.0 4.0 5.0 Follow-U) 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 3.50 4.00 3.30 t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 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) Total Saturation Flow Rate, s (vph) 3400 3400 3400 3400 Arrival Type 5 4 3 4 3 Effective Green, g (sec) 40 5 40 5 Cycle Length, C (sec) 120 120 120 120 Rp (from Exhibit 16 -11) 1.333 1.000 1.333 1.000 Proportion vehicles arriving on green P 0.444 0.042 0.444 0.042 g (q1) 0.135 0.0 0.0 0.0 0.0 g(q2) Max platooned flow, V(c,max) 0.0 0.0 0.0 0.0 g(q) 2000 0.0 0.0 0.0 0.0 Computation 2- Proportion of TWSC Intersection Time blocked 1.000 p (dom) Movement 2 Movement 5 Constrained or unconstrained? V (t) V (l,prot) V (t) V (l,prot) unblocked (1j for minor Single -stage movements, p(x) alpha 3000 0.400 p(1) 0.400 beta 1.000 0.714 1.000 0.714 Travel time, t(a) (sec) P(9) 11.662 P(10). 22.449 Smoothing Factor, F 1.000 0.231 1.000 0.135 Proportion of conflicting flow, f 1.000 1.000 1.000 1.000 Max platooned flow, V(c,max) 0 0 0 0 Min platooned flow, V(c,min) 2000 2000 2000 2000 Duration of blocked period, t(p) 0.0 0.0 0.0 0.0 Proportion time blocked, p C plat ,x 0:000 733 0.000 Computation 3- Platoon Event Periods p(2) 1.000 p(5) 1.000 p (dom) 1.000 p (subo) 1.000 Constrained or unconstrained? 964 Proportion 3000 unblocked (1j for minor Single -stage movements, p(x) Process 3000 p(1) 1.000 h(4) 1.000 p(7) 1.000 p(8) 1.000 P(9) 1.000 P(10). 1.000 P(11) 1.000 p(12) 1.000 2891 3374 Computation 4 and 5 Single -Stage Process Movement 1 4 L L Result 0.000 0.000 0.000 0.000 U (2) (3) Two -Stage Process Stage I Stage II 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 7 8 9 10 11 12 L T R L T R V c,x 1927 947 2404 3375 474 2891 3374 964 s 3000 3000 3000 3000 3000 3000 3000 3000 Px 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 1927 947 2404 3375 474 2891 3374 964 431 C r,x 310 733 94 32 696 55 32 C plat ,x 310 733 94 32 696 55 32 431 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 1026 1378 1026 2349 2339 552 2339 1035 s 3000 3000 3000 3000 3000 3000 3000 3000 P(x) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V (c,u,x) 1026 1378 1026 2349 2339 552 2339 1035 C(r,x) 520 404 482 186 194 720 188 480 C(plat,x) 520 404 482 186 194 720 188 480 Worksheet 6- Impedance and Capacity Equations Step 1: RT from Minor St. 9 12 Conflicting Flows 474 964 Potential Capacity 696 431 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 696 431 Probability of Queue free St. 0.91 0.91 Step 2: LT from Major St. 4 1 Conflicting Flows 947 1927 Potential Capacity 733 310 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 733 310 Probability of Queue free St. 0.71 0.86 Maj L- Shared Prob Q free St. Step 3: TH from Minor St. 8 11 Conflicting Flows 3375 3374 Potential Capacity P y 32 32 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.61 0.61 Movement Capacity 20 20 Probability of Queue free St. 0.99 0.91 Step 4: LT from Minor St. 7 10 Conflicting Flows 2404 2891 Potential Capacity 94 55 Pedestrian Impedance Factor 1.00 1,00 Maj. L, Min T Impedance factor 0.56 0.60 Maj. L, Min T Adj. Imp Factor. 0,65 0.69 Cap. Adj. factor due to Impeding mvmnt 0.60 0.63 Movement Capacity 56 35 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 1026 2339 Potential Capacity 482 188 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.86 0.71 Movement Capacity 414 134 Probability of Queue free St. 1.00 0.95 Part 2 - Second Stage 2891 94 a Conflicting Flows 0.91 2349 1035 Potential Capacity C t 186 480 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.71 0.86 Movement Capacity Conflicting Flows 132 -412 Part 3 - Single Stage 520 194 Pedestrian Impedance Factor Conflicting Flows 1.00 3375 3374 Potential Capacity Movement Capacity 32 32 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.61 0.61 Movement Capacity 20 20 Result for 2 stage process: 2891 94 a 0.91 0.91 y 5.79 0.63 C t 71 82 Probability of Queue free St. 0.99 0.91 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 1026 2339 Potential Capacity 520 194 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.86 0.71 Movement Capacity 446 138 ar - Second Stage 2891 94 Conflicting Flows 1378 552 Potential Capacity 404 720 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.62 0.78 Movement Capacity 249 562 rarz ,j - 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 'J C t Worksheet 8- Shared Lane Calculations Movement 7 L Volume (vph) 46 >� Movement Capacity (vph_) 150 Shared Lane Capacity (vph) 2404 2891 94 55 1.00 1.00 0.56 0.60 0.65 0.69 0.60 0.63 56 35 0.91 0.91 2.62 0.33 150 103 8 9 10 _1112 T R L T R 1 61 -2 7 38 71 696 103 82 431 264 244 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 150 71 696 103 82 431 Volume 46 1 61 2 7 38 Delay 39.3 56.4 10.7 40.6 53.0 14.2 Q sep 0.50 0.02 0.18 0.02 0.10 0.15 Q sep +1 1.50 1.02 1.18 1.02 1.10 1.15 round (Qsep +1) 2 1 1 1 1 1 n max 2 1 C sh 264 244 SUM C sep 338, 449 n 10 10 C act 338 449 Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config L L LTR LTR v (vph) 44 211 108 47 C(m) (vph) 310 733 338 449 V/c 0.14 0.29 0.32 0.10 95% queue length 0.49 1.19 1.35 0.35 Control Delay 18.5 11.9 23.7 21.3 LOS C B C C Approach Delay 23.7 21.3 Approach LOS C C Worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5 P(oi) 0.86 0.71 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*(0j) d(M,LT), Delay for stream 1 or 4 18.5 11.9 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 HCS2000: Unsignalized Intersections Release 4.1d 223 TWO -WAY STOP CONTROL SUMMARY 50 C(m) (vph) 267 Analyst: Richard Garcia, P.E. 268 372 Agency /Co.: RGA, Inc. 0.18 0.32 0.43 Date Performed: 2/23/2005 95% queue length 0.63 Analysis Time Period: Proposed PM Peak 2.04 0.46 Intersection: No. 2 21.3 12.7 31.0 Jurisdiction: Miami -Dade / S. Miami LOS C Units: U. S. Customary D C Analysis Year: 2008 31.0 Project ID: South Miami Medical Arts Plaza i Approach LOS East /West Street: SW `72 St (Sunset Dr) D C North /South Street: SW 63 Ave Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 46 961 19 215 1991 21 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR- 47 1001 19 223 2073 21 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type /Storage Raised curb / 1 RT Channelized? Lanes 1 2 0 1 2 0 Configuration L T TR L T TR - Upstream Signal? Yes Yes Minor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 48 1 62 2 7 40 Peak Hour Factor, PHF 0,96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR 50 1 64 2 7 41 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (o) 0 0 Flared Approach: Exists ? /Storage Yes /10 Yes /10 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config L L LTR LTR v tvpn) 47 223 115 50 C(m) (vph) 267 688 268 372 v/c 0.18 0.32 0.43 0.13 95% queue length 0.63 1.40 2.04 0.46 Control Delay 21.3 12.7 31.0 24.4 LOS C B D C Approach Delay 31.0 24.4 i Approach LOS D C HCS2000: Unsignalized Intersections Release 4.1d Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305 -595 -7505 Fax: 305 -675 -6474 E -Mail: rgarcia @rgatraffic.com TWO -WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Richard Garcia, P.E. Agency /Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: Proposed PM Peak Intersection: No. 2 Jurisdiction: Miami -Dade / S. Miami Units: U. S. Customary Analysis Year: 2008 Project ID: South Miami Medical Arts Plaza East /West Street: SW 72 St (Sunset Dr) North /South Street: SW 63 Ave Intersection Orientation: EW Study period (hrs): Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 46 961 19 215 1991 21 Peak -Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak -15 Minute Volume 12 250 5 56 518 5 IJ Hourly Flow Rate, HFR 47 1001 19 223 2073 21 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type /Storage Raised curb / 1 RT Channelized? Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal? Yes Yes Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 48 1 62 2 7 40 Peak Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak -15 Minute Volume 12 0 16 1 2 10 Hourly Flow Rate, HFR 50 1 64 2 7 41 Percent Heavy Vehicles 0 0 0 0 0 0 0.25 Percent Grade 0 0 Flared Approach: Exists ? /Storage Yes /10 Yes /10 RT Channelized? ' Lanes 0 1 0 0 1 0 Configuration LTR LTR l 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 0 1700 3 5 120 35 600 Through 0 1700 4 40 120 35 600 S5 Left -Turn 0 1700 3 5 120 40 1320 Through 0 1700 4 40 120 40 1320 Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles t(c,base) 4.1 4.1 5.0* 5.0* 5.0* Movement 2 Movement 5 5.0* t(c,hv) 2.00_ 2.00 2.00 Shared In volume, major th vehicles: 2.00 2.00 2.00 Shared In volume, major rt vehicles: 0 0 0 0 Sat flow rate, major th vehicles: 0 t(cg) Sat flow rate, major rt vehicles: 0.20 0.10 0.20 0.20 Number of major street through lanes: Grade /100 0.00 Worksheet 4- Critical Gap and Follow -up Time Calculation uritical Gap Caicuiation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 5.0* 5.0* 5.0* 5.0* 5.0* 5.0* t(c,hv) 2.00_ 2.00 2.00 2.00 2.00 2.00 2.00 2.00 P (hv) 0 0 0 0 0 0 0 0 t(cg) 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 0.00 0.00 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 5.0* 5.0* 5.0* 5.0* 5.0* 5.0* 2 -stage 4.1* 4.1 4.0 4.0 5.0 4.0 4.0 5.0 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 3.50 4.00 3.30 t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (HV) 0 0 0 0 0 0 0 0 'J t(f) 2.2 2.2 3.5 4.0 3.3 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 0 0 0 0 Total Saturation Flow Rate, s (vph) 3400 3400 Arrival Type 4 3 Effective Green, g (sec) 40 5 Cycle Length, C (sec) 120 120 Rp (from Exhibit 16 -11) 1.333 1.000 Proportion vehicles arriving on green P 0.444 0.042 g(ql) 0.0 0.0 g(q2) 0.0 0.0 g(q) 0.0 0.0 P(8) 1.000 Computation 2- Proportion of TWSC Intersection Time blocked P(10) Movement 2 1.000 V(t) V(1,Prot) Computation 4 and 5 alpha Single. -Stage Process 0.400 beta 1 4 7 0.714 Travel time, t(a) (sec) 77 11.662 Smoothing Factor, F 43 0.231 Proportion of conflicting flow, f 1.000 1.000 Max platooned flow, V(c,max) 0 0 Min platooned flow, V(c,min) 2000 2000 Duration of blocked period, t(p) 0.0 0.0 Proportion time blocked, p 0.000 Computation 3- Platoon Event Periods Result p(2) 3400 p(5) 3 p (dom ) 5 p(subo) 120 Constrained or unconstrained? 1.000 0.444 Proportion 0.0 unblocked (1) for minor Single- stage movements, p(x) Process 1.000 1.000 p(l) 1.000 p(4) 1.000 p(7) 1.000 P(8) 1.000 P(9) 1.000 P(10) 1.000 P(11) 1.000 p(12) 1.000 Computation 4 and 5 Single. -Stage Process Movement 1 4 7 267 L L L 0.000 0.000 0.000 0.000 U 3400 3400 4 3 40 5 120 120 1.333 1.000 0.444 0.042 0.0 0.0 0.0 0.0 0.0 0.0 Movement 5 V(t) V(l,prot) (2) (3) Two -Stage Process Stage I Stage II 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 8, 9 10 11 12 T R L T R V c,x 0.400 1020 0.714 3644 22.449 3124 0.135 1.000 1.000 0 0 2000 2000 0.0 0.0 3000 0.000 (2) (3) Two -Stage Process Stage I Stage II 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 8, 9 10 11 12 T R L T R V c,x 2094 1020 2590 3644 510 3124 3644 1047 s 3000 3000 3000 3000 3000 3000 3000 3000 Px 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 2094 1020 2590 3644 510 3124 3644 1047 C r,x 267 688 77 24 673 43 24 396 C plat,x 267 688 77 24 673 43 24 396 8 10 11 V(c,x) s P (x) V(c,u,x) Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 1104 1486 1104 2540 2530 594 2530 1114 3000 3000 3000 3000 3000 3000 3000 3000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1104 1486 1104 2540 2530 594 2530 1114 C(r,x) 492 373 458 161 166 700 162 455 C(plat,x) 492 373 458 161 166 700 162 455 Worksheet 6- Impedance and Capacity Equations Step 1: RT from Minor St. 9 77 Pedestrian Impedance Factor 1.00 Conflicting Flows 0.50 510 Potential Capacity Cap. Adj. factor due to Impeding mvmnt 673 Pedestrian Impedance Factor 1.00 Movement Capacity Step 3: TH from Minor St. 673 Probability of Queue free St. 0.90 Conflicting Flows 1104 Step _2: LT from Major St. 4 1.00 Cap. Adj. factor due to Impeding mvmnt 0. 8 2 Conflicting Flows 3.8 1020 Potential Capacity 688 Pedestrian Impedance Factor 1.00 Movement Capacity 688 Probability of Queue free St. 0.68 Maj L- Shared Prob Q free St. brep 3: TH from Minor St. 8 Conflicting Flows 3644 Potential Capacity 24 Pedestrian Impedance Factor 1.00 Cap. Adj. factor due to Impeding mvmnt 0.56 Movement Capacity 13 Probability of Queue free St. 0.98 Step 4: LT from Minor St. 7 ConzllcLing Flows 2590 Potential Capacity 77 Pedestrian Impedance Factor 1.00 Maj. L, Min T Impedance factor 0.50 Maj. L, Min T Adj. Imp Factor. 0.60 Cap. Adj. factor due to Impeding mvmnt 0.54 Movement Capacity 42 Worksheet 7- Computation of the Effect of Two -stage Gap Acceptance Step 3: TH from Minor St. 8 Part 1 - First Stage Conflicting Flows 1104 Potential Capacity 458 j Pedestrian Impedance Factor 1.00 Cap. Adj. factor due to Impeding mvmnt 0. 8 2 Movement Capacity 3.8 Probability of Queue free St. 1.00 12 1047 396 1.00 396 0.90 1 2094 267 1.00 267 0.82 11 3644 24 1.00 0.56 13 0.89 10 3124 43 1.00 0.55 0.64 0.58 25 11 2530 162 1.00 0.68 109 0.94 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 Result for 2 stage process: a y C t Probability of Queue free St. Step 4: LT from Minor St. 2540 1114 161 455 1.00 1.00 0.68 0.82 109 375 3644 3644 24 24 1.00 1.00 0.56 0.56 13 13 0.91 0.91 7.43 0.69 51 64 0.98 0.89 7 10 earn 1 - First Stage Conflicting Flows 1104 2530 Potential Capacity 492 166 Pedestrian Impedance Factor 1.00. 1.00 Cap. Adj. factor due to Impeding mvmnt 0.82 0.68 Movement Capacity 405 112 Part 2 - Second Stage Conflicting Flows 1486 594 Potential Capacity 373 700 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.57 0.74 Movement Capacity 211 521 rarz s - Angle 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 ii Worksheet 8- Shared Lane Calculations Movement L Volume (vph) 50 Movement Capacity (vph) 122 Shared Lane Capacity (vph) 2590 77 1.00 0.50 0.60 0.54 42 0.91 2.98 122 8 9 T R 1 64 51 673 219 3124 43 1.00 0.55 0.64 0.58 25 0.91 0.32 83 10 11 L T 2 7 83 64 211 12 R 41 396 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 122 51 673 83 64 396 Volume 50 1 64 2 7 41 Delay 53.6 77.0 10.9 49.4 68.0 15.1 Q Sep 0.74 0.02 0.19 0.03 0.13 0.17 Q Sep +1 1.74 1.02 1.19 1.03 1.13 1.17 round (Qsep +1) 2 1 1 1 1 1 n max 2 1 C sh 219 211 SUM C Sep 268 372 n 10 10 C act 268 372 Worksheet 10- Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config L L LTR LTR v (vph) 47 223 115 50 C(m) (vph) 267 688 268 372 v/c 0.18 0.32 0.43 0.13 95% queue length 0.63 1.40 2.04 0.46 Control Delay 21.3 12.7 31.0 24.4 LOS C B D C Approach Delay 31.0 24.4 Approach LOS D C Worksheet 11- Shared Major LT Impedance and Delay Movement 2 p (oj) 0.82 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* (oj ) d(M,LT), Delay for stream 1 or 4 21.3 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 I iJ di iJ J J Movement 5 12.7 HCS2000: Signalized Intersections Release 4.1e Analyst: Richard Garcia, P.E. Inter.: No. 3 Agency: RGA, Inc. L 283 Area Type: All other areas 0.10 Date: 2/23/2005 D Jurisd: Miami -Dade TR 355 Period: Existing PM Peak Year 2005 D 38.6 Project ID: South Miami Medical Arts Plaza E/W St: SW 70 St. N/S St: SW 62 Ave L 275 1374 0.63 0.20 52.4 SIGNALIZED INTERSECTION SUMMITRY TR 380 Eastbound 0.06 Westbound Northbound Southbound D L T R L T R L T R L T R No. Lanes f 1 D 1 1 1 0 1 0 1 1 1 1 2 0 1 2 LGConfig L TR L TR R L TR L TR 822 Volume 127 28 32 1165 20 217 126 329 94 172 560 17 Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 C RTOR Vol C 10 8 5 36 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left P Thru P Thru P Right P Right P Peds j Peds WB Left P SB Left P P Thru P Thru P P Right P ( Right P P Peds Peds NB Right - EB Right SB Right j WB Right Green 23.0 43.0 35.0 Yellow 4.0 4.0 4.0 All Red 0.0 1.0 1.0 Cycle Length: 115.0 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 L 283 1413 0.10 0.20 38.2 D TR 355 1774 0.15 0.20 38.8 D 38.6 D Westbound L 275 1374 0.63 0.20 52.4 D TR 380 1900 0.06 0.20 37.5 D 52.1 D R 323 1615 0.67 0.20 53.3 D Northbound L 250 822 0.11 0.30 29.6 C TR 1066 3502 0.41 0.30 32.9 C 32.8 C Southbound L 909 1805 0.08 0.72 5.5 A TR 2611 3618 0.22 0.72 5.5 A 5.5 A Intersection Delay i = 26.9 (sec /veh) Intersection LOS = C secs HCS2000: Signalized Intersections Release 4.1e Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305-595-7505 Fax: 305-675-6474 E-Mail: rgarcia@rgatraffic.com OPERATIONAL ANALYSIS Analyst: Richard Garcia, P.E. Agency/Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: Existing PM Peak Intersection: No. 3 Area Type: All other areas Jurisdiction: Miami-Dade Analysis Year: 2005 Project ID: South Miami Medical Arts Plaza East/West Street North/South Street SW 70 St. VOLUME DATA SW 62 Ave Eastbound 1 Westbound 1 Northbound 1 Southbound L T R j L T R j L T R 1 L T a )lume 127 2.0 28 32 1165 20 217 126 329 94 172 560 17 Heavy VehJ0 0 0 10 0 0 jo 0 0 10 0 0 iF 10.96 0.96 0.96 10.96 0.96 0.96 10.96 0.96 0.96 (0.96 0.96 0.96 15 Vol 17 7 8 143 5 57 17 86 24 119 146 5 Ln Vol I I I I Grade 1 0 1 0 1 0 1 0 teal Sat 11900 1900 11900 1900 1900 11900 1900 11900 1900 irkExist imPark ). Lanes 1 1 1 0 1 1 1 1 1 1 2 0 1 1 2 0 'Config 1 L TR J L TR R J L TR J L TR ine Width 112.0 12.0 (12.0 12.0 12.0 112.0 12.0 112.0 12.0 'OR Vol 1 10 1 8 1 5 1 36 Ij Flow 128 52 1172 21 218 127 436 175 583 -nSharedLnl 0 1 1 -op LTs 11.000 0.000 11.000 0.000 11.000 0.000 11.000 0.000 -op RTs 1 0.442 J 0.000 1.000 J 0.213 J 0.000 ;ds Bikes 0 1 0 0 1 0 ises 10 0 10 0 0 10 0 10 0 .nProtPhase I I 10.0 iration 0.25 Area Type: All other areas Eastbound L T R Init Unmet 10.0 0.0 Arriv. Type13 3 Unit Ext. 13.0 3.0 I Factor 1.000 Lost Time 12.0 2.0 Ext of g 12.0 2.0 OPERATING PARAMETERS Westbound L T R 10.0 0.0 0.0 13 3 3 13.0 3.0 3.0 1 1.000 2.0 12.0 2.0 2.0 12.0 2.0 2.0 Northbound L T R 10.0 0.0 13 3 13.0 3.0 1 1.000 12.0 2.0 12.0 2.0 Southbound L T R 10.0 0.0 13 3 13.0 3.0 1 1.000 12.0 2.0 12.0 2.0 Ped Min g 1 3.2 1 3.2 F I, -. ` 3.2 3.2 Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left P Thru P 1 Thru P Right P 1 Right P Peds 1 Peds WB Left P ( SB Left P P Thru P I Thru P P Right P ( Right P P Peds ( Peds NB Right 1 EB Right SB Right I 1 WB Right I Green 23.0 i 43.0 35.0 Yellow 4.0 4.0 4.0 All Red 0.0 1.0 1.0 Cycle Length: 115.0 secs VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET Volume Adjustment 1 Eastbound ( Westbound ( Northbound Southbound 1 ( L T R ( L T R ( L T R ( L T R I Volume, V 126 329 94 172 560 17 1 127 28 32 1165 20 217 PHF 10.96 0.96 0.96 10.96 0.96 0.96 10.96 0.96 0.96 10.96 0.96 0.96 1 Adj flow 128 29 23 1172 21 218 127 343 93 175 583 0 1 No. Lanes 1 1 1 0 1 1 1 1 1 1 2 0 1 1 2 0 1 Lane group I L TR ( L TR R I L TR I L TR Adj flow 128 52 1172 21 218 127 436 175 583 1 Prop LTs 11.000 0.000 11.0000.000 11.000 0,.000 11.000 0.000 1 Prop RTs 1 0.442 1 0.000 1.000 1 0.213 1 0.000 1 Saturation Flow Rate (see Exhibit 16 -7 to determine the adjustment factors) Eastbound Westbound Northbound Southbound LG L TR L TR R L TR L TR So 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lanes 1 1 0 1 1 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fG 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fP 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fBB 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 J fA 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fRT 0.934 1.000 0.850 0.968 1.000 fLT 0.744 1.000 0.7231.000 0.433 1.000 0.950 1.000 Sec. 0.354 fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 1.000 S 1413 1774 1374 1900 1615 822 3502 1805 3618 Sec. 672 ;! ''i CAPACITY AND LOS WORKSHEET Capacity Analysis and Lane Group Capacity Adj Adj Sat Flow Green - -Lane Group -- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v /s) (g /C) (c) Ratio Eastbound Prot Perm Left L 28 1413 0.02 0.20 283 0.10' Prot Perm Thru TR 52 1774 0.03 0.20 355 0.15 Right Westbound Prot Perm Left L 172 1374 0.13 0.20 275 0.63 Prot Perm Thru TR 21 1900 0.01 0,20 380 0.06 Right R 218 1615 # 0.13 0.20 323 0.67 Northbound Prot Perm Left L 27 822 0.03 0.30 250 0.11 Prot Perm Thru TR 436 3502 # 0.12 0.30 1066 0.41 Right Southbound Prot 75 1805 # 0.04 0.374 675 0.11 Perm 0 672 0.00 0.348 234 0.00 Left L 75 0.72 909 0.08 Prot Perm Thru TR 583 3618 0.16 0.72 2611 0.22 Right Sum of flow ratios for critical lane groups, Yc = Sum (v /s) = 0.30 Total lost time per cycle, L = 14.00 sec Critical flow rate to capacity ratio, Xc = (Yc)(C) /(C -L) = 0.34 Control.Delay and LOS Determination Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.10 0.20 37.5 1.000 283 0.50 0.7 0.0 38.2 D TR 0.15 0.20 37.9 1.000 355 0.50 0,9 0.0 38.8 D 38.6 D Westbound L 0.63 0.20 42.1 1.000 275 0.50 10.3 0.0 52.4 D TR 0.06 0.20 37.2 1.000 380 0.50 0.3 0.0 37.5 D 52.1 D R 0.67 0.20 42.5 1.000 323 0.50 10.8 0.0 53.3 D Northbound - L 0.11 0.30 28.8 1.000 250 0.50 0.9 0.0 29.6 C TR 0.41 0.30 31.8 1.000 1066 0.50 1.2 0.0 32.9 C 32.8 C Southbound L 0.08 0.72 5.3 1.000 909 0.50 0.2 0.0 5.5 A TR 0.22 0.72 5.3 Input 1.000 2611 0.50 0.2 0.0 5.5 A 5.5 A Intersection delay = 26.9 (sec /veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts For special case of single -lane approach opposed by multilane approach, see text. * If Pl > =1 for shared left -turn lanes with N>1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf >gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach Cycle length, C 115.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach M M M M Cycle length, C 115.0 sec Total actual green time for LT lane group, G (s) 23.0 23.0 35.0 83.0 Effective permitted green time for LT lane group, g(s) 23.0 23.0 35.0 40.0 Opposing effective green time, go (s) 23.0 23.0 83.0 35.0 Number of lanes in LT lane group, N 1 1 1 1 Number of lanes in opposing approach, No 1 1 2 2 Adjusted LT flow rate, VLT (veh /h) 28 172 27 75 Proportion of LT in LT lane group, PLT 1.000 1.000 1.000 1.000 Proportion of LT in opposing flow, PLTo 0.00 0.00 0.00 0.00 Adjusted opposing flow rate, Vo (veh /h) 21 52 583 436 Lost time for LT lane group, tL 4.00 4.00 5.00 5.00 Computation LT volume per cycle, LTC =VLTC /3600 0.89 5.49 0.86 2.40 Opposing lane util. factor, fLUo 1.000 1.000 0.952 0.952 Opposing flow, Volc= VoC /[3600(No)fLUo] (veh /ln /cyc) 0.67 1.66 9.78 7.32 gf= G[exp(- a * (LTC ** b))] -tl, gf < =g 0.0 0.0 0.0 0.0 Opposing platoon ratio, Rpo (refer Exhibit 16 -11) 1.00 1.00 1.00 1.00 Opposing Queue Ratio, qro= Max[1- Rpo(go /C),0] 0.80 0.80 0.28 0.70 gq, (see Exhibit C16- 4,5,6,7,8) 0.00 0.00 0.00 11.66 gu =g -gq if gq >=gf, or = g -gf if gq<gf 23.00 23.00 35.00 28.34 n= Max(gq- gf) /2,0) 0.00 0.00 0.00 5.83 PTHo= 1 -PLTo 1.00 1.00 1.00 1.00 PL *= PLT[1 +(N- 1)g /(gf +gu /EL1 +4.24)] 1.00 1.00 1.00 1.00 EL1 (refer to Exhibit C16 -3) 1.34 1.38 2.31 2.00 EL2= Max((1- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin= .2(1 +P1) /g 0.17 0.17 0.11 0.10 gdiff = max(gq -gf,0) 0.00 0.00 0.00 0.00 fm=[gf /g] +[gu /g] /[l +PL(ELl -1)], (min= fmin;max =1.00) 0.74 0.72 0.43 0.35 flt= fm=[ gf/ g]+[ gu/ g]/[ 1+ PL( EL1- 1)]+[ gdiff /g] /[1 +PL(EL2- 1)],(fmin< =fm< =1.00) or flt= [fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT 0.744 0.723 0.433 0.354 For special case of single -lane approach opposed by multilane approach, see text. * If Pl > =1 for shared left -turn lanes with N>1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf >gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach Cycle length, C 115.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) Number of lanes in LT lane group, N Number of lanes in opposing approach, No Adjusted LT flow rate, VLT (veh /h) Proportion of LT in LT lane group, PLT 0.000 0.000 0.000 0.000 Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, Vo (veh /h) Lost time for`LT lane group, tL Computation LT volume per cycle, LTC =VLTC /3600 Opposing lane util. factor, fLUo 1.000 1.000 0.952 0.952 Opposing flow, Volc= VoC /[3600(No)fLUo] (veh /ln /cyc) gf= G[exp(- a * (LTC ** b))] -tl, gf < =g Opposing platoon ratio, Rpo (refer Exhibit 16 -11) Opposing Queue Ratio, qro= Max[l- Rpo(go /C),0] gq, (see Exhibit C16- 4,5,6,7,8) gu =g -gq if gq > =gf, or = g -gf if gq<gf n= Max(gq- gf) /2,0) PTHo= 1 -PLTo PL *= PLT[I +(N- 1)g /(gf +gu /ELI +4.24)] EL1 (refer to Exhibit C16 -3) EL2= Max((1- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin =2(1 +P1) /g gdiff = max(gq -gf,0) fm= [gf /g] +[gu /g] /[1 +PL(EL1 -1)], (min= fmin;max =1.00) flt= fm= [gf /gj +[gu /gj /[1 +PL( ELI -1)j +[ gdiff /g] /[1 +PL(EL2- 1)],(fmin < =fm< =1.00) or flt= [fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT For special case of single -lane approach opposed by multilane approach, see text. * If Pl> =1 for shared left -turn lanes with N >1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf>gq, see text. SUPPLEMENTAL PEDESTRIAN- BICYCLE EFFECTS WORKSHEET Permitted Left Turns EB WB NB Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Pedestrian flow rate, Vpedg (p /h) OCCpedg Opposing queue clearing green, gq (s) Eff. ped. green consumed by opp. veh. queue, gq /gp OCCpedu Opposing flow rate, Vo (veh /h) OCCr Number of cross - street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion of left turns, PLT Proportion of left turns using protected phase, PLTA Left -turn adjustment, fLpb Permitted Right Turns Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Conflicting bicycle volume, Vbic (bicycles /h) Vpedg OCCpedg Effective green, g (s) SB Vbicg OCCbicg OCCr Number of cross - street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion right - turns, PRT Proportion right -turns using protected phase, PRTA Right turn adjustment, fRpb SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Cycle length, C 115.0 sec Adj. LT vol from Vol Adjustment Worksheet, v 75 0.08 43.0 11.66 28.34 32.0 0.02 0.501 0.26 0.11 0.07 1 0.67 0.24 0.00 5.3 v/c ratio from Capacity Worksheet, X Protected phase effective green interval, g (s) Opposing queue effective green interval, gq Interval u Unopposed green reen r g Red time r= (C- g- gq -gu) Arrival rate, qa= v /(3600(max[X,1.0])) Protected ph. departure rate, Sp= x/3600 Permitted ph. departure rate, Ss= s(gq +gu) /(gu *3600) XPerm XProt Case Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY /LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay Group Q veh t hrs. ds d1 sec u Q veh d3 sec d sec Eastbound Westbound Northbound r,q Southbound „r Intersection Delay 26.9 sec /veh Intersection LOS C 75 0.08 43.0 11.66 28.34 32.0 0.02 0.501 0.26 0.11 0.07 1 0.67 0.24 0.00 5.3 Eastbound LaneGroup IL TR Init Queue 10.0 0.0 Flow Rate 128 52 So 11900 1900 No.Lanes 11 1 0 SL 11413 1774 LnCapacity 1283 355 Flow Ratio 10.02 0.03 v/c Ratio 10.10 0.15 Grn Ratio 10.20 0.20 I Factor ► 1.000 AT or PVG 13 3 Pltn Ratio 11.00 1.00 PF2 11.00 1.00 Q1 10.7 1.4 kB 10.6 0.7 Q2 10.1 0.1 Q Average 10.8 1.5 Q Spacing 125.0 25.0 Q Storage (300 1000 Q S Ratio 10.1 0.0 70th Percentile Output: fBo 11.3 1.3 BOQ 11.0 1.9 QSRatio 10.1 0.0 85th Percentile Output: fBo 11.7 1,6 BOQ 11.3 2.4 QSRatio 10.1 0.1 90th Percentile Output: fBo 11.9 1.9 BOQ 11.5 2.8 QSRatio 10.1 0.1 95th Percentile Output: fBo 12.5 2.3 BOQ 11.9 3.5 QSRatio 10.2 0.1 98th Percentile Output: fBo 13.0 2.8 BOQ 12.4 4.2 QSRatio 10.2 0.1 BACK OF QUEUE WORKSHEET Westbound Northbound IL TR R IL TR 10.0 0.0 0.0 10.0 0.0 1172 21 218 127 228 11900 1900 1900 11900 1900 11 1 1 11 2 0 11374 1900 1615 1822 1839 1275 380 323 1250 559 10.13 0.01 0.13 10.03 0.12 10.63 0.06 0.67 10.11 0.41 10,20 0.20 0.20 10.30 0.30 1 1.000 1 1.000 13 3 3 13 3 11.00 1.00 1.00 11.00 1.00 11.00 1.00 1.00 11.00 1.00 15.0 0.5 6,4 10.6 5.8 10.5 0.7 0.6 10.5 0.9 10.9 0.0 1.2 10.1 0.6 15.9 0.6 7.6 10.7 6.4 125.0 25.0 25.0, 125.0 25.0 1300 1000 300 J300 1000 10.5 0.0 0.6 10.1 0.2 Southbound IL TR 10.0 0.0 175 306 11900 1900 11 2 0 ►1259 1900 1909 1371 10.06 0.16 10.08 0.22 10.72 0.72 1 1.000 13 3 11.00 1.00 11.00 1.00 10.7 3.2 11.3 1.7 10.1 0.5 10.8 3.7 125.0 25.0 1300 1000 10.1 0.1 11.2 1.3 1.2 11.3 1.2 )1.3 1.2 J 17.2 0.8 9.3 10.9 7.9 11.0 4.6 1 10.6 0.0 0.8 10.1 0.2 10.1 0.1 1 11.5 1.7 1.5 11.7 1,5 11.7 1.5 1 18,8 1,0 11,2 11.1 9.5 11.3 5.7 1 10.7 0.0 0.9 10.1 0.2 10.1 0.1 J 11.7 1.9 1.6 11.9 1.6 11.9 1.7 1 19.7 1.1 12.2 11.3 10.5 11.5 6.5 1 10.8 0.0 1.0 10.1 0.3 10.1 0.2 1 11.9 2.5 1.8 12.5 1.9 12.5 2.1 1 111.2 1.5 13.8 11.7 12.0 12.0 7.7 I 10.9 0.0 1.2 10.1 0.3 10.2 0.2 I 12.2 3.0 2.0 13.0 2.1 13.0 2.4 1 112,7 1.8 15,4 12.1 13.5 12.4 9.0 1 11.1 0.0 1.3 10.2 0,3 10.2 0.2 1 ERROR MESSAGES HCS2000: Signalized Intersections Release 4.1e Analyst: Richard Garcia, P.E. Inter.: No. 3 Agency: RGA, Inc. Area Type: All other areas Date: 2/23/2005 Jurisd: Miami -Dade Period: Proposed PM Peak Year 2008 Project ID: South Miami Medical Arts Plaza E/W St: SW 70 St. N /S -St: SW 62 Ave 1 Eastbound 1 L T R i No. Lanes I 1 1 0 LGConfig 1 L TR Volume 129 30 34 Large Width 112.0 12.0 RTOR Vol I 10 SIGNALIZED INTERSECTION SUMMARY Westbound I Northbound L T R 1 L T R 1 7 1 1 1 1 1 2 0 1 L TR R I L TR 1181 21 230 128 423 120 112.0 12.0 12.0 112.0 12.0 1 8 1 5 1 Southbound 1 L T R I 1 1 2 0 1 L TR 176 618 18 112.0 12.0 1 36 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left P I NB Left P Thru P ( Thru P Right P 1 Right P Peds 1 Peds WB Left P 1 SB Left P P Thru P I Thru P P Right P 1 Right P P Peds 1 Peds NB Right I EB Right SB Right i WB Right Green 23.0 43.0 35.0 Yellow 4.0 4.0 4.0 All Red 0.0 1.0 1.0 Cycle Length: 115.0 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 56.0 L 282 1412 TR 355 1773 Westbound 55.7 L 274 1369 TR 380 1900- ' R 323 1615 Northbound 0.72 L 236 775 TR 1066 3502 Southbound 0.11 0.20 38.4 D 0.16 0.20 38.9 D 0.69 0.06 0.72 0.12 0.53 L 85j 1005 0.09 TR 2611 3618 0.25 Intersection Delay = 28.4 38.7 D 0.20 56.0 E 0.20 37.5 D 54.9 D 0.20 55.7 E 0.30 30.0 C 0.30 35.0- C 34.7 C 0.72 6.0 A 0.72 5.6 A 5.7 A (sec /veh) Intersection LOS = C secs HCS2000: Signalized Intersections Release 4.1e Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305 -595 -7505 Fax: 305 -675 -6474 E -Mail: rgarcia @rgatraffic.com OPERATIONAL ANALYSIS Analyst: Richard Garcia, P.E. Agency /Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: Proposed PM Peak Intersection: No. 3 Area Type: All other areas Jurisdiction: Miami -Dade Analysis Year: 2008 Project ID: South Miami Medical Arts Plaza East /West Street SW 70 St. VOLUME DATA North /South Street SW 62 Ave Init Unmet Arriv. Typ Unit Ext. I Factor Lost Time Ext of g I E 1 L I (0.0 eJ3 13.0 1 12.0 12.0 astbound T R 0.0 3 3.0 1.000 2.0 2.0 OPERATING PARAMETERS i Westbound I L T R I Eastbound 1 Westbound I Northbound 0 1 L T R I L T R J L T R Volume I 3.0 1 I 21 230 1 128 423 120 129 30 34 1181 o Heavy Veh10 2.0 0 0 10 0 0 10 0 0 PHF 10.96 0.96 0.96 10.96 0.96 0.96 10.96 0.96 0.96 PK 15 Vol 18 8 9 147 6 60 17 110 31 Hi Ln Vol I I I o Grade 1 0 I 0 1 0 Ideal Sat 11900 1900 11900 1900 1900 11900 1900 ParkExist 1 1 J NumPark 1 I I No. Lanes 1 1 1 0 1 1 1 1 I 1 2 0 LGConfig J L TR J L TR R J L TR Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 RTOR Vol 1 10 1 8 1 5 Adj Flow 130 56 1189 22 231 J29 561 olnSharedLnl 1 0 1 Prop LTs 11.000 0.000 11.000 0.000 11.000 0.000 Prop RTs 1 0.446 J 0.000 1.000 J 0.214 Peds Bikesl 0 1 0 1 0 Buses 10 0 10 0 0 10 0 oInProtPhase I I Duration 0.25 Area Type: All other areas Init Unmet Arriv. Typ Unit Ext. I Factor Lost Time Ext of g I E 1 L I (0.0 eJ3 13.0 1 12.0 12.0 astbound T R 0.0 3 3.0 1.000 2.0 2.0 OPERATING PARAMETERS i Westbound I L T R I 1 Northbound I L T R 1 10.0 --b-.00.0 0 10.0 0.0 13 3 3 13 3 13.0 3.0 3.0 13.0 3.0 1 1.000 2 1 1.000 12.0 2.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 1 Southbound 1 L T R 176 618 18 10 0 0 10.96 0.96 0.96 120 161 5 I I 0 11900 1 1900 I 1 2 0 J L TR 112.0 12.0 1 36 179 644 1 11.000 0.000 J 0.000 1 0 10 0 1 0.0 J Southbound 1 L T R 10.0 0.0 13 3 13.0 3.0 1 1.000 12.0 2.0 12.0 2.0 Ped Min g 3.2 3.2 3.2 PHASE DATA ( 3.2 { secs Phase Combination 1 2 3 4( 5 6 7 8 EB Left P { NB Left P Thru P Thru P Right P Right P Peds Peds WB Left P SB Left P P Thru P Thru P P Right P Right P P Peds I Peds NB Right EB Right SB Right i WB I Right Green 23.0 { 43.0 35.0 Yellow 4.0 4.0 4.0 All Red 0.0 1.0 1.0 Cycle Length: 115.0 VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET Volume Adjustment Eastbound ( Westbound ( Northbound Southbound ( L T R ( L T R ( L T R ( L T R Volume, V 129 30 34 1181 21 230 128 423 120 176 618 18 PHF 10.96 0.96 0.96 10.96 0.96 0.96 10.96 0.96 0.96 10.96 0.96 0.96 Adj flow 130 31 25 1189 22 231 129 441 120 179 644 0 No. Lanes 1 1 1 0 1 1 1 1 1 1 2 0 1 1 2 0 Lane group ( L TR ( L TR R ( L TR ( L TR Adj flow 130 56 1189 22 231 129 561 179 644 Prop LTs 11.000 0.000 11.000 0.000 11.000 0.000 11.000 0.000 Prop RTs { 0.446 { 0.000 1.000 { 0.214 { 0.000 Saturation Flow Rate (see Exhibit 16 -7 to determine the adjustment factors Eastbound Westbound Northbound Southbound LG L TR L TR R L TR L TR So 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lanes 1 1 0 1 1 1 1 2 0 1 2 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fG 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fP 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fBB 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fA 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 1.000 1.000 1.000 1.000 1.000 0.952 1.000 0.952 fRT 0.933 1.000 0.850 0.968 1.000 fLT 0.743 1.000 0.720 1.000 0.408 1.000 0.950 1.000 Sec. fLpb 1.000 1.000 1.000 1.000 1.000 1.000 0.269 1.000 1.000 fRpb 1.000 1.000 1.000 1.000 1.000 S 1412 1773 1369 1900 - 1615 775 3502 1805 3618 Sec. 511 CAPACITY AND LOS WORKSHEET secs Capacity Analysis and Lane Group Capacity Adj Adj Sat Flow Green - -Lane Group— Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v /s) (g /C) (c) Ratio Eastbound Prot Perm Left L 30 1412 0.02 0.20 282 0.11 Prot Perm Thru TR 56 1773 0.03 0.20 355 0.16 Right Westbound Prot Perm Left L 189 1369 0.14 0.20 274 0.69 Prot Perm Thru TR 22 1900 0.01 0.20 380 0.06 Right R 231 1615 # 0.14 0.20 323 0.72 Northbound Prot Perm Left L 29 775 0.04 0.30 236 0.12 Prot Perm Thru TR 561 3502 # 0.16 0.30 1066 0.53 Right Southbound Prot 79 1805 # 0.04 0.374 675 0.12 Perm 0 511 0.00 0.348 178 0.00 Left L 79 0.72 853 0.09 Prot Perm Thru TR 644 3618 0,18 0.72 2611 0.25 Right Sum of flow ratios for critical lane groups, Yc = Sum (v /s) = 0.35 Total lost time per cycle, L = 14.00 sec Critical flow rate to capacity ratio, Xc = (Yc)(C) /(C -L) = 0.40 Control Delay and LOS Determination Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c 9 dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.11 0.20 37.6 1.000 282 0.50 0.8 0.0 38.4 D TR 0.16 0.20 38.0 1.000 355 0.50 0.9 0.0 38.9 D 38.7 D Westbound L 0.69 0.20 42.7 1.000 274 0.50 13.3 0.0 56.0 E TR 0.06 0.20 37.2 1.000 380 0.50 0.3 0.0 37.5 D 54.9 D R 0.72 0.20 42.9 1.000 323 0.50 12.7 0.0 55.7 E Northbound L 0.12 0.30 28,9 1.000 236 0.50 1.1 0.0 30.0 C TR 0.53 0.30 33.1 1.000 1066 0.50 1.9 0.0 35.0- C 34.7 C Southbound L 0.09 0.72 5.8 1.000 853 0.50, 0.2 0.0 6.0 A TR 0.25 0.72 5.4 1.000 2611 0.50 0.2 0.0 5.6 A 5.7 A EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach Intersection delay = 28.4 (sec /veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts Input EB WB NB SB Opposed by Single(S) or Multiple(M) lane approach M M M M Cycle length, C 115.0 sec Total actual green time for LT lane group, G (s) 23.0 23.0 35.0 83.0 Effective permitted green time for LT lane group, g(s) 23.0 23.0 35.0 40.0 Opposing effective green time, go (s) 23.0 23.0 83.0 35.0 Number of lanes in LT lane group, N 1 1 1 1 Number of lanes in opposing approach, No 1 1 2 2 Adjusted LT flow rate, VLT (veh /h) 30 189 29 79 Proportion of LT in LT lane group, PLT 1.000 1.000 1.000 1.000 Proportion of LT in opposing flow, PLTo 0.00 0.00 0.00 0.00 Adjusted opposing flow rate, Vo (veh /h) 22 56 644 561 Lost time for LT lane group, tL 4.00 4.00 5.00 5.00 Computation LT volume per cycle, LTC =VLTC /3600 0.96 6.04 0.93 2.52 Opposing lane util. factor, fLUo 1.000 1.000 0.952 0.952 Opposing flow, Volc= VoC /[3600(No)fLUo] (veh /ln /cyc) 0.70 1.79 10.80 9.41 gf= G[exp(- a * (LTC' ** b))] -tl, gf < =g 0.0 0.0 0.0 0.0 Opposing platoon ratio, Rpo (refer Exhibit 16 -11) 1.00 1.00 1.00 1.00 Opposing Queue Ratio, qro= Max[3- Rpo(go /C),0] 0.80 0.80 0.28 0.70 gq, (see Exhibit C16- 4,5,6,7,8) 0.00 0.00 0.00 15.66 gu= g -gq,if gq> =gf, or = g -gf if gq <gf 23.00 23.00 35.00 24.34 n= Max(gq- gf) /2,0) 0.00 0.00 0.00 7.83 PTHo= 1 -PLTo 1.00 1.00 1.00 1.00 PL *= PLT[1 +(N- 1)g /(gf +gu /EL1 +4.24)] 1.00 1.00 1.00 1.00 EL1 (refer to Exhibit C16 -3) 1.35 1.39 2.45 2.26 EL2= Max((1- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin= 2(1 +P1) /g 0.17 0.17 0.11 0.10 gdiff = max(gq -gf,0) 0.00 0.00 0.00 0.00 fm =[gf /g] +[gu /g] /[1 +PL(EL1 -1)], (min =fmin;max =1.00) 0.74 0.72 0.41 0.27 flt= fm= [gf /g] +[gu /g] /[1 +PL(EL1 -1)] +[ gdiff /gI /[1 +PL(EL2- 1)],(fmin < =fm< =1.00) or flt =[fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT 0.743 0.720 0.408 0.269 For special case of single -lane approach opposed by multilane approach, see text. * If P1 > =1 for shared left -turn lanes with N >1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf >gq, see text. J SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts Input Opposed by Single(S) or Multiple(M) lane approach EB WB NB SB Cycle length, C 115.0 sec Total actual green time for LT lane group, G (s) Effective permitted green time for LT lane group, g(s) Opposing effective green time, go (s) Number of lanes in LT lane group, N Number of lanes in opposing approach, No Adjusted LT flow rate, VLT (veh /h) Proportion of LT in LT lane group, PLT 0.000 0.000 0.000 0.000 Proportion of LT in opposing flow, PLTo Adjusted opposing flow rate, Vo (veh /h) Lost time for LT lane group, tL Computation LT volume per cycle, LTC =VLTC /3600 Opposing lane util. factor, fLUo 1.000 1.000 0.952 0.952 Opposing flow, Volc= VoC /[3600(No)fLUo] (veh /ln /cyc) gf= G[exp(- a * (LTC ** b))] -tl, gf < =g Opposing platoon ratio, Rpo (refer Exhibit 16 -11) Opposing Queue Ratio, qro= Max[I- Rpo(go /C),O] gq, (see Exhibit C16- 4,5,6,7,8) gu =g -gq if gq > =gf, or = g -gf if gq <gf n= Max(gq- gf) /2,0) PTHo= 1 -PLTo PL *= PLT[1 +(N- 1)g /(gf +gu /EL1 +4.24)] EL1 (refer to Exhibit C16 -3) EL2= Max((1- Ptho * *n) /Plto, 1.0) fmin= 2(1 +PL) /g or fmin= 2(1 +P1) /g gdiff= max(gq -gf,O) fm= [gf /g] +[gu /g] /[1 +PL(EL1 -1)], (min= fmin;max =1.00) flt= fm= [gf /g] +[gu /g] /[I +PL( ELI- 1)]+[ gdiff /g] /[1 +PL(EL2- 1)],(fmin < =fm< =1.00) or flt= [fm +0.91(N- 1)] /N ** Left -turn adjustment, fLT For special case of single -lane approach opposed by multilane approach, see text. * If Pl > =1 for shared left -turn lanes with N >1, then assume de -facto left -turn lane and redo calculations. ** For permitted left -turns with multiple exclusive left -turn lanes, flt =fm. For special case of multilane approach opposed by single -lane approach or when gf>gq, see text. SUPPLEMENTAL PEDESTRIAN- BICYCLE EFFECTS WORKSHEET Permitted Left Turns Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Pedestrian flow rate, Vpedg (p /h) OCCpedg Opposing queue clearing green, gq (s) Eff. ped. green consumed by opp. veh. queue, gq /gp OCCpedu Opposing flow rate, Vo (veh /h) OCCr Number of cross- street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion of left turns, PLT Proportion of left turns using protected phase, PLTA Left -turn adjustment, fLpb Permitted Right Turns Effective pedestrian green time, gp (s) Conflicting pedestrian volume, Vped (p /h) Conflicting bicycle volume, Vbic (bicycles /h) Vpedg OCCpedg Effective green, g (s) EB WB NB SB Vbicg OCCbicg OCCr Number of cross- street receiving lanes, Nrec Number of turning lanes, Nturn ApbT Proportion right- turns, PRT Proportion right -turns using protected phase, PRTA Right turn adjustment, fRpb SUPPLEMENTAL UNIFORM DELAY WORKSHEET C 1 1 th EBLT WBLT NBLT SBLT yc e eng , C 115.0 sec Adj. LT vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Protected phase effective green interval, g (s) Opposing queue effective green interval, gq Unopposed green interval, gu Red time r= (C- g- gq -gu) Arrival rate, qa= v /(3600(max[X,1.0])) Protected ph. departure rate, Sp= s/3600 Permitted ph. departure rate, Ss= s(gq +gu) /(gu *3600) XPerm ` XProt Case Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, d1 DELAY /LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Appr/ Unmet Unmet Queue Unmet Lane Demand Demand Unadj. Adj. Param. Demand Group Q veh t hrs. ds dl sec u Q veh Lasznouna Westbound Northbound Southbound I t Initial Lane Queue Group Delay Delay d3 sec d sec n ersection Delay 28.4 sec /veh Intersection LOS C 79 0.09 43.0 15.66 24.34 32..0 0.02 0.501 0.23 0.15 0.08 1 0.70 0.34 0.00 5.8 Eastbound LaneGroup IL TR Init Queue 10.0 0.0 Flow Rate 130 56 So 11900 1900 No.Lanes 11 1 0 SL 11412 1773 LnCapacity 1282 355 Flow Ratio 10.02 0.03 v/c Ratio 10.11 0.16 Grn Ratio 10.20 0.20 I Factor 1.000 AT or PVG 13 3 Pltn Ratio 11.00 1.00 PF2 11.00 1.00 Q1 10.8 1.5 kB 10.6 0.7 Q2 10.1 0.1 Q Average 10.8 1.6 Q Spacing 125.0 25.0 Q Storage 1300 1000 Q S Ratio 10.1 0.0 70th Percentile output: fB% 11.3 1.3 BOQ 11.1 2.0 QSRatio 10.1 0.1 85th Percentile output: fB% 11.7 1.6 BOQ 11.4 2.6 QSRatio. J0.1 0.1 90th Percentile output: fB% 11.9 1.9 BOQ 11.6 3.0 QSRatio ►0.1 0.1 95th Percentile output: fB% 12.4 2.3 BOQ 12.1 3.7 QSRatio 10.2 0.1 98th Percentile output: fB% 13.0 2.8 BOQ 12.5 4.5 QSRatio 10.2 0.1 rt. BACK OF QUEUE WORKSHEET Westbound IL TR R 10.0 0.0 0.0 1189 22 231 11900 1900 1900 11 1 1 11369 1900 1615 1274 380 323 10.14 0.01 0.14 10.69 0.06 0.72 10.20 0.20 0.20 1 1.000 13 3 3 11-00 1.00 1.00 11.00 1.00 1.00 15.6 0.6 6.9 10.5 0.7 0.6 11.1 0.0 1.4 16.7 0.6 8.3 125.0 25.0 25.0 J300 1000 300 ►0.6 0.0 0.7 No L 10.0 129 11900 11 1775 1236 10.04 ►0.12 10.30 13 11.00 11.00 10.7 10.5 10.1 ►0.7 125.0 1300 10.1- rthbound TR 0.0 294 1-900 2 0 1839 559 0.16 0.53 0.30 1.000 3 1.00 1.00 7.8 0.9 1.0 8.8 25.0 1000 0.2 11.2 1.3 1.2 11.3 1.2 18.2 -0.8 10.1 10.9 10.7 10.7 0.0 0.8 10.1 0.3 Southbound IL TR 10.0 -0.0 179 338 11900 1900 ji 2 0 11181 1900 1853 1371 10.07 0.18 ►0.09 0.25 10.72 0.72 1 1.000 ►3 3 11.00 1.00 11.00 1.00 10.7 3.7 11.2 1.7 10.1 0.6 10.9 4.2 125.0 25.0 1300 1000 10.1 0.1 11.3 1.2 11.1 5.2 10.1 0.1 11.5 1.7 1.5 11.7 1.5 11.7 1.5 19.9 1.0 12.0 11.2 12.7 11.4 6.4 10.8 0.0 1.0 10.1 0.3 J0.1 0.2 11.6 1.9 1.6 11.9 1.6 11.9 1.7 110.9 1.2 13.2 11.4 13.9 11.6 7.2 10.9 0.0 1.1 10.1 0.3 10.1 0.2 11.9 2.5 1.8 12.5 1.8 12.4 2.0 112.5 1.5 14.8 11.8 15.5 12.1 8.5 11.0 0.0 1.2 10.2 0.4 10.2 0.2 12.1 3.0 2.0 13.0 2.0 13.0 2.3 114.0 1.9 16.4 12.2 17.2 12.5 9.9 11.2 0.0 1.4 10.2 0.4 10.2 0.2 ERROR MESSAGES HCS2000: Unsignalized Intersections Release 4.1d Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305 - 595 -7505 Fax: 305- 675 -6474 E -Mail: rgarcia @rgatraffic.com ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Richard Garcia, P.E. Agency /Co.: RGA, Inc. Date Performed: 2/23/2005 Analysis Time Period: Proposed PM Peak Intersection: No. 4 Jurisdiction: South Miami - Units: U. S. Customary Analysis Year: 2008 Project ID: South Miami Medical Arts Plaza East /West Street: SW 70 St. North /South Street: SW 63 Avenue Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound I Westbound I Northbound I Southbound L T R L T R L T R I L T R Volume 11 11 0 14 12 1 13 18 25 12 32 1 o Thrus Left Lane Eastbound Westbound Northbound Southbound Ll L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.76 1.00 1.00 1.00 Flow Rate 15 17 46 35 o Heavy Veh 0 0 0 0 No. Lanes 1 1 1 1 Opposing -Lanes 1 1 1 1 Conflicting -lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 15 17 46 35 Left -Turn 1 4 3 2 Right -Turn 0 1 25 1 Prop. Left -Turns 0.1 0.2 0.1 0.1 Prop. Right -Turns 0.0 0.1 0.5 0.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17 -33: hLT -adj 0.2 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 0.0 -0.3 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound " L1 L2 L1 L2 L1 L2 Flow rate 15 17 46 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.01 0.02 0.04 hd, final value 4.10 4.09 3.69 x, final value 0.02 0.02 0.05 Move -up time, m 2.0 2.0 2.0 Service Time 2.1 2.1 1.7 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Flow Rate 15 17 46 ' Service Time 2.1 2.1 1.7 Utilization, x 0.02 0.02 0.05 Dep. headway, hd 4.10 4.09 3.69 Capacity 265 267 296 Delay 7.17 7.17 6.87 LOS A A A Approach:' Delay 7.17 7.17 6.87 LOS A A A Intersection Delay 7.05 Intersection LOS A -0.6 1.7 -0.0 Southbound Ll L2 35 3.20 3.20 0.03 4.00 0.04 2.0 2.0 Southbound L1 L2 35 2.0 0.04 4.00 285 7.17 A 7.17 A HCS2000: Unsignalized Intersections Release 4.1d Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 Phone: 305- 595 -7505 Fax: 305- 675 -6474 E -Mail: rgarcia @rgatraffic.com ALL -WAY STOP CONTROL(AWSC) ANALYSIS Analyst: Richard Garcia, P.E. Agency /Co.; RGA, Inca Date Performed: 2/23/2005 Analysis Time Period: Existing PM Peak Intersection: No. 4 Jurisdiction: South Miami Units: U. S. Customary Analysis Year: 2005 Project ID: South Miami Medical Arts Plaza East /West Street: SW 70 St. North /South Street: SW 63 Avenue Worksheet 2 - Volume Adjustments and Site Characteristics Eastbound Westbound Northbound Southbound �. L T R L T R L T R L T R Volume 11 11 0 14 12 1 13 17 24 12 30 1 o Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Ll L2 Configuration LTR LTR LTR LTR PHF 0.76 1.00 1.00 1 1. 00 . Flow Rate 15 17 44 o Heavy Veh 0 0 0 0 No. Lanes 1 1 1 1 Opposing -Lanes 1 1 1 Conflicting -lanes 1 1 1 1 Geometry group 1 1 1 1 1 Duration, T 0.25 hrs. Worksheet 3 - Saturation Headway Adjustment Worksheet Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 15 17 44 33 Left -Turn 1 4 3 2 ` Right -Turn 0 1 24 1 Prop. Left -Turns 0.1 0.2 0.1 0.1 Prop. Right -Turns 0.0 0.1 0.5 0.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 2 1 Adjustments Exhibit 17 -33: 1 hLT -adj 0.2 0.2 0.2 0.2 hRT -adj -0.6 -0.6 -0.6 -0.6 hHV -adj 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.0 -0.3 -0.0 Worksheet 4 - Departure Headway and Service Time Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 15 17 44 33 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.01 0.02 0.04 0.03 hd, final value 4.09 4.08 3.69 4.00 x, final value 0.02 0.02 0.05 0.04 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 2.1 2.1 1.7 2.0 Worksheet 5 - Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 15 17 44 33 Service Time 2.1 2.1 1.7 2.0 Utilization, x 0.02 0.02 0.05 0.04 Dep. headway, hd 4.09 4.08 3.69 4.00 Capacity 265 267 294 283 Delay 7.16 7.16 6.86 7.15 LOS A A A A Approach: Delay 7.16 7.16 6.86 7.15 LOS A A A A Intersection Delay 7.04 Intersection LOS A �i l m cn c°n 0 s "'� N o tco mbdWm pq NSA �T d G W d D A -3 N rn t p o C N rn r A Z Sh m 0 0 m � o(Z Cf) � 2 N ju m Cf) � z c rn m r D D m cn c°n 0 s "'� N o tco mbdWm pq NSA �T d G W d D A -3 N rn t p o C N rn r A Z