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HomeMy WebLinkAboutTraffic Impact Study• • • VILLA MAGNA MAJOR USE SPECIAL PERMIT TRAFFIC IMPACT STUDY Prepared for Florida East Coast Realty, Inc. By: The Corradino Group, Inc. VILLA MAGNA MUSP • TRAFFIC IMPACT ANALYSIS • 2/2/04 • • • • 1.0 EXECUTIVE SUMMARY The following report details the results of a traffic impact study for the VILLA MAGNA DEVELOPMENT. The purpose of this study was to identify the traffic impacts associated with the project, which will be located along Brickell Bay Drive, between SE 12'n Street and SE 12' Terrace. The project will consist of 1268 residential condominium units along with approximately 13,350 square feet of quality restaurant and 33,500 square feet of specialty retail. The goal of this report is to present, for the study intersections and transportation corridors, the existing conditions, the future traffic conditions with background growth and committed developments as well as conditions with thee project plus background growth and traffic from committed development. 1.1 Existing PM Peak Hour Traffic Performance Traffic performance was calculated at six intersections in the vicinity of the project. Results of the existing conditions analysis indicate no study intersections operate worse than LOS E+. • The intersection of US-1 and SE 8th Street is operating at LOS D • The intersection of US-1 and Coral Way is operating at LOS D • The intersection of US-1 and SE 15th Road is operating at LOS C+ • The intersection of South Bayshore Drive and SE 8'n Street is operating at LOS B+ • The intersection of Coral Way and Miami Avenue is operating at LOS B+ • The intersection of South Miami Avenue and SE 15' Road is operating at LOS B+ 1.2 Future (2005) PM Peak Hour Traffic Performance with Project Plus Committed Development The results of the analysis of future traffic conditions with the project plus committed traffic indicates that conditions will not worsen significantly when project traffic is added. Table 1: Intersection LOS Performance Intersection Level of Service Delay Volume/Capacity Existing /Comm WO Pjt /Comm W Pjt Existing /Comm WO Pjt /Comm W Pjt Existing /Comm WO Pjt /Comm W Pjt US-1 / SE 8th D / E+/ E+ 50. / 57 / 67 .62 / .68 /.72 US-1 / Coral Way D/E+/E+ 49/55/61 .64/.70/.73 US-1 /SE 15Rd C+/C/C 25/31 /32 .54/.60/.61 Bayshore Dr/SE8th St B+/B/8 14/16/18 .42/ .46/.50 Coral Way /SMiami Ave B+/B+/B+ 12/13/14 .52/.57/.60 SMiarniAve /SE 15t"Rd B+/B+/B+ 1I /12/ 12 .36/.40/.41 J:\3265 - 501, Vila Mango Traffic, Ste Utility\2004,02,02 Musa Revision.doc 1 • • 1.3 Corridor Analysis To analyze this developments affect on specific corridors in the study area, a person trip volume and capacity analysis was developed utilizing the methodology of the Downtown Miami DRI. This examined corridor segments in the existing condition, future (2005) with background traffic and future (2005) with the project. The segments were: • Brickell Avenue (NB/ SB) o SE 8th St to Coral Way o Coral Way to SE 15th Rd • S Miami Avenue (NB / Sri) o Coral Way to SE 15' Rd • SW 13'" Street o Brickell Ave to S. Miami Ave o S. Miami Ave to SW 2nc Ave An analysis was performed for the Roadway and Transit modes which resulted in a segment total level of service. Components of the examination were the adopted LOS, which is E, the roadway vehicular capacity, and the conversion of this to person trip capacity (1.6) and volume (1.4) were made. An excess person trip capacity was arrived at and level of service attained. For the Transit Mode the bus per trip capacity load was determined and utilized as the total transit trip capacity. Transit person trip volumes for this mode were developed and excess capacity was found. The segment total analysis capacities, volumes and excesses for both the roadway and transit segments were combined. With the project and committed development, only the segments of Brickell Avenue south bound between 8'h Street and Coral Way, and that of SW 13'h Street between Brickell Avenue and 2' Avenue operate worse than LOS C. These operate at LOS D and E respectively. In addition to the analysis performed above, a driveway cueing analysis was performed. The results are found in Appendix G. It has been found that the level of service at the driveway entryways to the facility will operate at a LOS B. Recommendations It is recommended that the development be allowed to proceed. No intersections or corridors violate level of service thresholds set forth by the City or State. J:13265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 2 • • Table 2: PERSON TRIP VOLUME AND DIR CAPACITY MIAMI ADOPTED LOS ANALYSIS Roadway Total Segment ROADWAY FROM TO Roadway LOS TOTAL SEGMENT LOS Brickell Ave. SE 8th St Coral Way SB E C C Coral Way SE 15th Rd SB E C C Brickell Ave. SE 15th Rd Coral Wa NB E C C Coral Way SE 8th St NB E C C S. Miami Ave Coral Way SE 15th Rd SB E C C SE 15th Rd Coral Way NB E C C SW 13th Street Brickell Ave S. MiamiAve WB E C D S. Miami Ave SW 2nd Ave EB E C C TRAFFIC 2� Brickell Ave. SE 8th St Coral Way SB E C C Coral Way SE 15th Rd SB E C C Brickell Ave. SE 15th Rd Coral Way NB E C C Coral Way J SE 8th St NB E C C S. Miami Ave Coral Way SE 15th Rd SB E C C SE 15th Rd Coral Way NB E C C SW 13th Street Brickell Ave S. MiamiAve WB E C D S. Miami Ave SW 2nd Ave EB E C C WIT P C Brickell Ave. SE 8th St Coral Way SB E C D Coral Way SE 15th Rd SB E C C Brickell Ave. SE 15th Rd Coral Way NB E C C Coral Way SE 8th St NB E C C S. Miami Ave Coral Way SE 15th Rd SB E C C SE 15th Rd SW 13th Street Brickell Ave S. Miami Ave Coral Way S. MiamiAve SW 2nd Ave NB WB EB E E E C C C C E C J:13265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 3 • • • 2.0 Introduction The following details the results of a traffic impact study for the VILLA MAGNA DEVELOPMENT. The purpose of this study was to identify the traffic impacts associated with the project, which will be located along Brickell Bay Drive, between SE 12' Street and SE 12' Terrace. The project will consist of 1268 residential condominium units along with approximately 13,350 square feet of quality restaurant and 33,500 square feet of specialty retail. The goal of this report is to present, for the study intersections and transportation corridors, the existing conditions, the future traffic conditions with background growth and committed developments as well as conditions with thee project plus background growth and traffic from committed development. 3.0 Traffic Impact Analysis Methodology In order to review the impact this project has on traffic in the study area, an analysis was performed, which conforms to the analysis suggested in the Miami DRI, by which intersections and corridors are studied and level of service is provided for vehicles, persons and transit. The following is a scope of services for the work performed: • Definition of study parameters • Traffic counts Full set of updated traffic counts (six in total) Turning movements peaks, (adjusted seasonally as required) • Traffic Impact Analysis (Intersection Level of Service and Corridor Analysis for Pedestrians, Transit, Vehicles) • Data Generation • Inventory intersection Geometry • Collect Signal Timing Data • Calculate Trip Generation for applicable land uses using the PM peak hour a. Calculate trip reductions b. Vehicle occupancy adjustment for Miami from Increment II DRI c. Transit, 14.1%- If the project is within /2 mile of both MetroRail and Metro mover stops. The 14.1 percent reduction is consistent with the Increment II DRI methodology. d. Vehicle Trip Conversion — Vehicle tips are converted to person trips, utilizing a factor of 1.4 as specified in the DRI Update Increment II, and accepted by FDOT. e. Person trips will be calculated and assigned to the Transit and Pedestrian/Bicycle Modes. • Distribute trips via Cardinal Trip Distribution obtained from the Miami Dade County FSUTMS model • Assign trips to transportation network • Evaluate transit capacity on this study corridor • Assess Planned Roadway Improvements J:13265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp RevisiorLdoc 4 • • • • Analysis • Intersection Analysis. Signal 2000 analysis is performed on each intersection. Intersection levels of service were calculated with this software, which strictly follows the procedures outlined in the 2000 Highway Capacity Manual (HCM). Intersections to be determined in discussions with City County and FDOT if necessary Required input for Signal analyses includes: roadway geometry turning movement volumes traffic signal timing (cycle lengths and phasing) • Person -trip capacity analysis is performed using the same person -trip volume, capacity and LOS methodology as specified in the Increment II DRI for Miami for the Transportation Corridor 3.1 Scope Development In developing the scope of services for this project it was decided to utilize the basic scope of services that has been developed in conjunction with the City's consultant, and has been utilized to the mutual satisfaction of Corradino, the City's consultant and the City on several occasions. J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 5 • Figure : Project Location J:13265 - 50], Villa Mango Traffic, Site UtiEity12004,02,02 Musp Revision.doc 6 • 4.0 Data Development Traffic impact analyses strive to quantify the existing conditions of a study area prior to the development of a particular site The specific development is then measured in terms of its impact on the project area. This impact is combined with other committed developments to be built in the area, and projected to the developments year of completion. 4.1 Traffic Counts Traffic performance was calculated for the PM Peak hour, as required by the Downtown Miami DRI. These were performed on Wednesday October 22r'd, 2003. Traffic counts (appendix A) were taken at six intersections: • US-1 and SE 8th Street • US-1 and Coral Way • US-1 and SE 15" Road • South Bayshore Drive and SE 8' Street • Coral Way and Miami Avenue • South Miami Avenue and SE 15' Road Geometric conditions were developed from onsite observation. • The intersection of US-1 and SE 8' Street o North approach: three through lanes and two left turn lanes o South approach: one right turn lane and three through lanes o East approach: two right turn lane and one left turn lane o West approach: two shared right and through lanes and two left turn lanes • US-1 and Coral Way • North approach: one right turn lane, two through lanes and one left turn lanes • South approach: two shared and right turn and through lanes and one left turn lane • East approach: two shared right turn, through and left turn lanes • West approach: one shared right and through lanes and two left turn lanes US-1 and SE 15' Road • North approach: two shared right turn and through lanes and one left turn lanes • South approach: two shared and right turn and through lanes and one left turn lane • East approach: two shared right turn, through and left turn lanes • West approach: one shared right and through lanes and two left turn lanes • South Bayshore Drive and SE 8' Street • North approach: two shared right turn and through lanes • South approach: two shared right turn, through and left turn lanes • East approach: two through lanes and two left turn lanes • West approach: two shared right and through lanes and one left turn lane 1:13265 - 501, Vil[o Ming° Traffic, Site Utility\20©4,02,02 Musp Revision.doc 7 • • Coral Way and Miami Avenue • North approach: two shared right turn through lanes and left turn lanes • South approach: two shared right turn, through and left turn lanes • East approach: two shared right turn through lanes and left turn lanes • West approach: two shared right turn through lanes and left turn lanes • South Miami Avenue and SE 15' Road • North approach: two shared right turn through lanes and left turn lanes • South approach: two shared right turn, through and left turn lanes • East approach: two shared right turn through lanes and left turn lanes • West approach: one shared right turn and through lanes and one left turn lane The functional classification of the corridors is as follows: • Brickell Avenue (US-1): principal arterial • Coral Way: minor arterial • South Miami Avenue: minor arterial. Volumes were adjusted for peak season factors as suggested by FDOT's Transportation Statistics Office (Appendix D) Photo of Eastbound 8 Street at US-1 J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 8 • • • Photo of US-1 a 8' Street 4.2 Signal Data Signal data was collected from the computerized Miami -Dade County Traffic Control System. This data is located in Appendix B. • The signal at Brickell Avenue and SE 8' Street is county asset number 2243, which has a 115 second cycle length in the PM Peak. • The signal at US-1 and Coral Way is county asset number 2255, which has a 115 second cycle length in the PM Peak. • The signal at US-1 and SE 15' Road is county asset number 4812, which has a 60 second cycle length in the PM Peak. • The signal at South Bayshore Drive and SE 8th Street is county asset number 4799, which has a 115 second cycle length in the PM Peak. • The signal at Coral Way and Miami Avenue is county asset number 2256, which has a 60 second cycle length in the PM Peak. • The signal at South Miami Avenue and SE 15' Road is county asset number 226, which has a 115 second cycle length in the PM Peak. 4.3 Trip Generation An essential aspect of development of a quality traffic impact analysis is to measure the future impact of the planned development on the existing conditions. Trip generation rates were obtained from the Institute of Transportation Engineers, Trip Generation Handbook, and 6th Edition. The VILLA MAGNA DEVELOPMENT project will consist of 1268 residential condominium units along with approximately 13,350 square feet of quality restaurant and 33,500 square feet of specialty retail. Note that a 16 % occupancy adjustment has been made based on Miami's 1.4 persons per vehicle versus ITE's 1.2 persons/ vehicle. Transit trip reductions are based on projected modal splits used in the original Downtown DRI, and pedestrian and bicycle reductions were based on the Downtown Characteristics. All methodologies are based on the Downtown Miami DRI Increment II. This project will generate about 669 total trips. With adjustments for transit, vehicle occupancy and pedestrian and bicycles there will be 367 net vehicle trips associated with the development. Converted into person trips for vehicle and transit modes there will be 646 trips J:13265 - 501, Villa Manga Traffic, Site Utility12004,02,02 Musp Revision.doc 9 • in addition to 140 pedestrian and bicycle trips, for a total of 786 person trips. Data for this is in Appendix C. Trips were then distributed using the cardinal trip distribution for TAZ number 571. This distribution is based on the MUATS & year 2025 [RIP Update from the Miami Dade MPO. This has been done for incoming and outgoing trips. J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 10 • Figure 2: Traffic Assignment, Percent In Figure 3: Traffic Assignment Percent out J:\3265 - 501, Vlla Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc VILLA MAGNA MUSP TRAFFIC SIGNAL LOCATION 11 • • • :ANALYZED NTE SE T FroN THE CORRADINO GROUP PERCENT OUT J:13265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc VILLA MAGNA MUSP TRAFFIC SIGNAL LOCATION 12 • • • Table 3: Site Project Trip Generation Analysis Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL % Trips % Trips TRIPS High -Rise Residential Quality Restaurant Specialty Retail 1268 D.U. 13350 SF 33,500 SF 232 831 814 0.38 7.49 2.59 63% 67% 43% 304 67 37 37% 33% 57% 178 33 50 482 100 87 Gross Vehicle Trips 61% 409 39% 260 669 Vehicle Occupancy Adjustment @ 16.0% Of Gross Trips 61% 65 39% 42 107 Transit Trip Reduction @ 14,1 % Of Gross Trips 61% 58 39% 37 94 Pedestrian/Bicycle Trip Reduction @ 15.0% Of Gross Trips 61% 61 39% 39 100 Net Vehicle Trips 61% 224 39% 143 367 � C \ <. C 1 \. f C 5-- \ 1 t .. Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 61% 314 39% 200 514 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 61% 81 39% 51 132 Net Person Trips (Vehicle and Transit Modes) 61% 395 39% 251 646 < 4 \ C \ > i ! 3 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 61% 86 1 39% 55 140 NOTES: A 16% OCCUPANCY ADJUSTMENT IS BASED ON MIAMI'S 1.4 VERSUS ITE`S 1 2 PERSNEH. TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN DRI. PEDESTRIAN AND BICYCLE REDUCTIONS WERE BASED ON THE DOWNTOWN CHARACTERISTICS. (ABOVE METHODOLOGIES ARE CONSISTENT WITH THE DOWNTOWN MIAMI DRI-INCREMENT II) J:1,3265 - 501, Villa Mango Traffic, Site Uti]ity12004,02,02 Musp Revision.doc 13 • 4.4 Transit Capacity To help understand the true impacts of the project on corridors in the area, the existing and proposed directional transit volume and capacity was needed. This was obtained verbally from MDT. Discussions with MDT suggest that a 10% peak to daily ratio was conservative. The peak to daily ratio was adjusted by 50% to account for directional distribution. Four bus routes access the site, with headways of between 12 and 30 minutes. On all corridors total, these is a PM Peak route capacity is 1447, and there is a PM Peak route volume of 568. The transit V/C is .39, noting excess capacity for this mode. Additional transit routing data is found in Appendix C. Figure 4: Transit Locations SW1St DOWNTOWN l=lagler MA BUS TERMINAL SW7St c)! Brickell iorti LSW11St tzcaya Station J:\3265 - 501, Vita Monga Traffic, Site Litt ity\2004,02,02 Musp Revison.doc MN MI I.Mt 14 • • • Table 4: Directional Transit Volume EXISTING AND PROPOSED DIRECTIONAL TRANSIT (BUS) VOLUME TO CAPACITY TRANSIT CORRIDOR Brlckel Ave TRANSIT ROUTE ' B Additional Description 2003- 2005 Peak tiro Headway, NUMBER OF TRANSIT VEHICLES IN PM PK ,,,HOUR 5 :3 2 TRANSIT VEHICLES NUMBER OF, SEATS 46 __. 43 20 TRANSIT VEHICLE LOAD @ 1501i CAPACITY 69 65 30 ROUTE PM PEAK CAPACITY 345 194 60 Average Daily Ridersritp 3590 1800 2E0 Peak to Daily Ratio 0,05 0.05 0.06 PM Peak Vokurne 180 90 14 Transit vrc Q 52 (3,47 0.23 12 20 _.-,....__._._ 24 OKS iirickeil Key Shuttle 15 4 26 39 156 380 0.05 19 0.12 —...__...,......._95 6K S 95 20 ._..._...�_........m........._._38._._._...,......._.._57'..._..._. .. ... __.._1711561 426 - 3€10 0,05 76 0,46 TOTAL S Mfame Avenue TOTRt. Mickel! KP.y Shuttle 6 05 387 - 0-47_... 15 4 29 3t3 39 8'7 ......,... 156 '19 78 .._.........A.3Q._ t3.12 d7. 20 3 171 1 1 C;.05 327 •.,.._ ---- 97 Coral Way 2 F 20 3 ?3 ... f5 1Y$ O.CRS i 0.47 0.47 Note: Capacities are to e3aan dii,itct,5n. Ridership iasfurrnwtion obtained verbally front MOT. Discussions with MDT saoggcstmi that a 10 !o peak to daily 14610 was conservative The peak to ally ratio was adjusted by h4795 to account for directionat distribution. J:\3265 - 501, Via Mango Traffic., Site Utility\2004,02,02 Musp Revision.doc 15 • 4.5 Future Roadway Projects The Brickell area is a densely populated residential area immediately south of Downtown Miami. It is serviced by arterial surface streets such as US-1 and Coral Way, expressways such as 1-95 and transit such as a multitude of bus routes as well as the MetroRail and MetroMover. The combination of these makes the Brickell area arguably the most accessible residential area in the entire State of Florida. The MPO has over $5.4 Billion in scheduled transportation improvements designed to comprehensively cover a wide array of mobility options. This suggests that the County's mobility will be enhanced. Over the past decade as Miami -Dade County has become more congested, segments of the population have begun to seek alternative transportation options as a way to make mobility efficient. This has been reflected in a continued densification of the Brickell area, due to its central location and its proximity to transit. It is anticipated that this will only be enhanced by the County's exploration of transit, such as the Miami Intermodal Center, the Northeast Corridor Extension and the BayLink projects. In addition, the passage of the $0.005 sales fax for transportation improvements will vastly improve mobility Countywide through the provision of transportation alternatives. Immediate implementation has entailed a reduction of bus transit headways and an increase in fleet size. The Brickell area is positioned to be the direct and indirect beneficiary of this commitment to mobility. The result of which will be the removal of automobile trips from local streets and maintenance of adequate traffic flow. In general, Miami -Dade County will be spending its 80% share of the $16 Billion tax (over 30 years) on the following types of projects. Bus Service Improvements 2003-2008 • Increase bus fleet from 700 to 1335 • Increase current service miles from 27 million miles to 44 million miles • Increase operating hours from 1.9 million hours to 3.3 million hours • Provide 15-minute or better bus service Rapid Transit Improvements 2003-2008 (Construction of up to approximately 90 Miles of countywide rapid transit lines) • Technology and Corridor Improvements • Earlington Heights/ Airport Connector • BayLink • Kendall Corridor • Northeast Corridor • Rail Extension to Florida City • Douglas Road Extension Major Highway and Road Improvements 2003-2013 • Upgrade the County's Traffic signalization system • Construct major ingress/egress improvements in downtown Miami, from SW 8tb St. to SW Avenue- • Accelerate Program to provide ADA accessibility to bus stops throughout the county. A review of the current Long Range Transportation Plan and the Transportation Improvement Program show that there are no other roadway improvements scheduled for the project area. J \3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 16 • 4.6 Committed Developments Due to kick of available committed development data, it was agreed to utilize a conservative 3% above background traffic figure. J.A3265 - 501, Villa Mango Traffic, Site Utifity\2004,02,02 Musp Revision.doc 17 • 5.0 Analysis The data collected in the categories specified above have been utilized in the methodology arrived at by the project team in consultation with the City of Miami. The analysis takes into account LOS of vehicles, persons and transit at intersections and along corridors. Traffic counts were adjusted for peak season and a background growth rate of 2% was provided for three years. Site traffic percentage as assigned to the vehicle trips and person trips, and total trips in vehicles and persons was. provided.. This was done for each leg . of each intersection. See Appendix D. Level of Service analysis was performed for the existing conditions. Growth trends were analyzed and level of service analysis was performed for future conditions, three years out. A person trip volume and capacity analysis was then performed. 5.1 Level of Service Level of Service (LOS) is the traffic performance measure generally accepted in traffic analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). LOS B, LOS C, LOS D and LOS E indicate intermediate conditions. Applicable levels of service were developed from FDOT's 2002 Q/los Tables for each roadway classification. Figure b_ Level of Service ca v,I .. -r n=:.o s.avrz. ar F.rr. her 5.2 Existing Conditions LOS Analysis The traffic counts for each intersection were input in to the SINGAL 2000 software for a Capacity analysis. Individual outputs can be found in Appendix E. Traffic performance was calculated at six intersections in the vicinity of the project. Results of the existing conditions analysis indicate no study intersections operate worse than L05 E+. • The intersection of US-1 and SE 8'h Street is operating at LOS D • The intersection of US-1 and Coral Way is operating at LOS D • The intersection of US-1 and SE 15'h Road is operating at LOS C+ • The intersection of South Bayshore Drive and SE 8'' Street is operating at LOS B+ • The intersection of Coral Way and Miami Avenue is operating at LOS B+ • The intersection of South Miami Avenue and SE 15'h Road is operating at LOS B+ J:\3265 - 501, Ville Mango Traffic, Site Utili1y\2004,02,02 Musp Revision.doc 18 • 5.3 Future Conditions , Committed Developments With Out Project LOS Analysis Conditions stay the same with the addition of traffic from committed developments. • The intersection of Brickell Avenue and SE 8'' Street is operating at LOS E+ • The intersection of U5-1 and Coral Way is operating at L05 E+ • The intersection of US-1 and SE 15' Road is operating at LOS C • The intersection of South Bayshore Drive and SE 8'h Street is operating at LOS B • The intersection of Coral Way and Miami Avenue is operating at LOS B+ • The intersection of South Miami Avenue and SE 15'° Road is operating at LOS B+ 5.4 Future Conditions With Project LOS Analysis The results of the analysis of future traffic conditions with the project indicate that with the addition of the natural growth in traffic and growth of background traffic from other projects, the performance of the study intersections are expected to remain relatively constant. This shows that the project has no substantive impact on the traffic conditions in the area. • The intersection of Brickell Avenue and SE 8' Street is operating at LOS E+ • The intersection of US-1 and Coral Way is operating at LOS E+ • The intersection of US-1 and SE 15" Road is operating at LOS C • The intersection of South Bayshore Drive and SE 8'h Street is operating at LOS B • The intersection of Coral Way and Miami Avenue is operating at LOS B+ • The intersection of South Miami Avenue and SE 15'h Road is operating at LOS B+ The results of the analysis of future traffic conditions with the project plus committed traffic indicate that conditions will not worsen significantly when project traffic is added. Table 5: Intersection LOS Performance Intersection Level of Service Delay Volume/Capacity Existing /Comm WO Pjt /Comm W Pjt Existing /Comm WO Pjt /Comm W Pit Existing /Comm WO Pjt /Comm W Pit US-1 / SE 8th D / E--/ E+ 50. / 57 / 67 .62 / .68 /.72 US-1 / Coral Way D / E+/ E+ 49 / 55 / 61 .64 / .70 / .73 US-1 / SE 15 Rd C-l-/ C / C 25/ 31 / 32 .54 / .60 / .61 Bayshore Dr / SE 8' St B+ / B/ B 14 / 16 / 18 .42 / .46 / .50 Coral Way / 5 Miami Ave B-- / 8-;- /B+ 12 / 13/ 14 .52 / .57 / .60 SMiami Ave /SE15`"Rd B+/B+/B+ 11/12/12 .36/.40/.41 53 Person Trip Volume and Capacity Analysis To analyze this developments affect on specific corridors in the study area, a person trip volume and capacity analysis was developed utilizing the methodology of the Downtown Miami DRI, as discussed above. This examined corridor segments in the existing condition future (2005) with background traffic and future (2005) with the project. The segments were: • Brickell Avenue (NB/ SB) o SE 8' St to Coral Way o Coral Way to SE 15'h Rd J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 19 • • S Miami Avenue (NB / SB) o Coral Way to SE 15th Rd • SW 13'h Street o Brickell Ave to S. Miami Ave o S. Miami Ave to SW 2'd Ave This analysiswas performed for the Roadway and Transit modeswhich resulted in a segment total level of service. Components of the examination were the adopted LOS, which is E, the roadway vehicular capacity, and the conversion of this to person trip capacity (1.6) and volume (1.4) were made. An excess person trip capacity was arrived at and level of service attained. For the Transit Mode the bus per trip capacity load was determined and utilized as the total transit trip capacity. Transit person trip volumes for this mode were developed and excess capacity was found. The segment total analysis capacities, volumes and excesses for both the roadway and transit segments were combined. With the project and committed development, only the segments of Brickell Avenue south bound between 8'h Street and Coral Way, and that of SW 13 h Street between Brickell Avenue and 2' Avenue operate worse than LOS C. These operate at LOS D and E respectively. .L13265 - 501, Villa Mango Traffic, Site Utiliiy\2004,02,02 Musp Revision.doc 20 • Table 6: PERSON TRIP VOLUME AND CAPACITY ANA ROADWAY FROM Brickell Ave. TO YSIS Total Roadwa Segment MIAMI TOTAL ADOPTED Roadway SEGMENT DIR LOS LOS LOS SE 8th St Coral Way Brickell Ave. Coral Way SB SE 15th Rd SB SE 15th Rd Coral Way S. Miami Ave Coral Way NB SE 8th St NB E C E C Coral Way SE 15th Rd SW 13th Street SE 15th Rd SB Coral Way NB E C E C Brickell Ave S. MiamiAve WB E S. Miami Ave SW 2n' Ave EB Brickell Ave. SE 8th St Coral Way Brickell Ave. Coral Way SB E SE 15th Rd SB E SE 15th Rd Coral Way S. Miami Ave Coral Way NB E C SE 8th St NB E C Coral Way SE 15th Rd SW 13th Street SE 15th Rd SB E C Coral Way NB Brickell Ave S. MiamiAve WB E S. Miami Ave SW 2nd Ave EB Brickell Ave. SE 8th St Coral Way Brickell Ave. SE 15th Rd Coral Way S. Miami Ave Coral Way SE 15th Rd SW 13th Street Brickell Ave Coral Way SE 15th Rd Coral Way SE 8th St SE 15th Rd SB SB NB NB SB Coral Way NB S. MiamiAve I WB I E J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doe C Ci C. C I C C I C c i 21 • • I S. Miami Ave 6.0 Recommendations SW2'dAve BB E= C c i It is recommended that the development be allowed to proceed. No intersections or corridors violate level of service thresholds set forth by the City or State. .i:\3265 - 501, Villa Mango Traffic, Site l]tility\2064,02,02 Musp Revision.doc 22 • APPENDIXA • • TRAFFIC COUNTS J:\3265 - 501, ViHo Mango € raffic, Site Utiiity12OOR,02,02 Musp Revision.doc 23 • 1951-19 NW 6 2 Avenue Miami FL 33015 7W 71$6457-22.75 Ps 3116-42.1-0540 Groups Print: Vete:dee,: Tic f 0/U0.We-a AVE I Wc1thnd. , Nolh-Nmall Start irrie tt 1.46 ll'at Ritra , _. g p i j , Tates • , g h < , Taal ; APP. : i liveu , to i to i 1.0! ,' -1:47-1.0 i 1.6 , 1,0 s 1.0 : 1.0 • 1 i:00 59 245 0 307 , 73 0 105 rra ! 0 152 34 1•kl5 78 184 0 264 76 0 95 171 1 0 103 29 1 i:30 62 245 0 307 i 72 0 103 /as -,. 0 in 32 1 1;45 72 271 0 343 1 74 0 149 223 ; 0 156 40 • 271 9.50 0 1221 ! 295 0 452 7471 3 721 135 File Name : brickell ave & set-ev Site Code : 00000000 Start Date : 10/29/2003 Page•: I AP. Taal 167 212 221 33 8 S'1136 . , , I ; : Total cui 1.0 1.31 1.0 65 65 38 1 46 45 47 136 s 75.5 69 42 42 1521 694.4 50 40 49- 15Z. SS* 240 195 175 -611 343.0 I ':00 65 258 0 323 66 3 141 207 ' 0 210 41 261 .. 93 82 65 220 ] 1301 i ,:16 91 205 0 386 j 65 0 lze 2011 0 257 35 292 -: 99 51 49 199 , /675 1 ''.30 75 2130 0 3551 71 0 149 2201 0 252 31 AU 109 58 42 2l3 1a84 i !_,;,.5 72 242 0 314 1,. 55 0 149 210! 3 274 31 3051 67 53 39 194 . 1,073 ... ... _ 'COI '303' 1 a'' "0 i 378 zar 0 571 835 .;, 0 993 135 nal 225 135 819 : -4185 Grad 'OW 574 21325 0 2699 562 0 1029 15051 3 1714 273 1967 533 421 In 1430 : 7S01 Apo: ,Pli % 22.1 77.9 0_0 i 35.5 0.0 64.5 ; 0.0 &ELS 13_7 , 44.8 29.4 25.9 Th. d I, 7.6 26.8 04 34.21, 7.4 0.0 13.5 20.9 ; 0.0 225 16 26.11 BA 5_5 4.9 10.5 BRICK:El...LAVE Westbcrad Thrair'54111b"."41 arrt • ime 1.01 Frrg.14 g h Total 111 "1" g Taal Peak How' ran 16.43Ct to 17f.30 - Peak 1 0S 1 1f4rxrroc1ic11 1$115 Vo. Are 303 1104 0 14071 276 0 575 Pe-m-4 21.5 78,5 0.0 1 32.4 10 67.6 14g k4. 1715 NM, Imo 91 295 0 386 65 0 136 201 Ptak f: J:13265 - 501, Villa Mango Traffic, Sife Utikity\2004,02,02 Musp Revision.doc 651 6E. 6 Eastbould TArttl ; h tat.. •dadi TCU:ti 0 915 147' Icea: 3.51 211 235 774cs2 0.0 56.2 13.5 46.5 27.2 26.4 0 257 36 2921 99 51 49 192 1370 0450 24 • • • S. M1AAAi AVE St8r1Tone € t h T Factorl 1fl„_. 1.0 [ 1.0_ 1$ 00 2 .24 15 16:15 3 15 17 16:30 0 18 21 18:45 3 21 33 Total .... 8 78 86 T 417 35 39 57 172 5 7 4 25 ..o.,acs-y w.p. 199.49 NW 67 Avenue Mmm$ FL 33015 Tel: 786.663-2135 Fax: 3054621-0610 File Name : S. Miami Ave & SE 13 St. Site Code : 00000000 Start Date : 10/23/2003 Page :1 Groups Printed: Vehicles - TR3ck5. SE 13 STREET S.. wamta Ave Westbound Nodhbound A.... � Fhsne Plant_f_ 1 0 1.0' 132 26 167 ` 124 25 154 167 19 193 149 31 184 i 572 101 698 17:00 1 47 56 104 I 5 237 29 17:15 1 29 35 651 3 203 35 17:30 1 24 29 54 I 4 201 27 17:45 1_ 21 23 45 2 168 30 Tota1_.. 4 121 143 268 , 14 807 121 271 241 232 198 Tout I Tom'. 3 79 8,__- 11p' 372 10 33 9 52 i 28 70 10 1€6 349 19 35 0 63 ? 25 79 5 105 1 404 18 28 11 551 20 88 9 115 411 66 126 32 224f... 96 314 32 442 r 1536 SE 13 STREET EasIDeun l sz a+ 1ARa, i irk. 11 45 5 61 28 79 8 115 551 23 53 5 81 35 87 9 131 518 19 34 a 54 23 94 9 125 465 12 35 6 53 ._, 31 84 5 120 416 Cis 187 17 24$ 117 3A4...� 3b ...........491i 1$50 Grand Total 12 199 229 440 39 1379 222 1640 131 293 49 473 213 658 62 933 ppn Al %, 2345.2 52.0 2.4 84.1 13.5 i 27.7 81.9 10.4 22.8 70-5 6.6 Tot 9[ 0.3 5,7 8.6 12.6 1.1 39.6 6.4 47.0 3.8 8.4 1.4 13.8 6,1 18.9 1.8 26.8 M1AMI AVE Southbanld Thaw 9 h I RegkN j. Fran 16:0010 17:45 - Peek 1 of 1 Intersection 17:00 Volume 4 121 143 Pacartt 1.5 45.1 53.4 t4igtl lnt. 17:00 Volume 1 47 56 Peak Factor SE 13 STREET Wesib0w d 9h 14 807 121 1.5 85.7 12.8 App. Total ; 1041 5 237 29 271 J:\3265 - 501, Vi€la Manga Traffic, Site Utility12004,02,02 Musp Rev :sion.doc 26.1 67,1 6.8 11 45 5 SE 13 STREET Eastbound g h f Total 65 167 17 249 117 344 30 491 23.8 70.1 8.1 28 79 8 115 25 3486 Total 1950 551 0.885 • • • 301 i 24 275 I 20 28 3 117 378[ 24 38 8 117 358I 28 36 6 371 1312 96 138 21 ram, Corp. 199-49 NW 62 Avenue Mang FL 33015 Tel: 785-663-2135 Fax: 3O5-621-0640 13 STREET CICELL AVE $E 13 STREET W� t+lar9kbourtd . Eastbound Let ; g 111. 1 0h 10 1 rv<, 1 ..._.10 64 ..._....45 103 12 180 1 13 51 39 119 8 166 ' 48 15 70 26 113 4 143E 61 7 70 i 26 118 7 151 1 58 55 ` 138 453 31... 820 ; 201 44 Fife Name : brickelt ave & se 13 st. Site Code : 00000000 Start Date : 10/2312003 Page :1 21 233 137 391 I 37 64 9 110 1 48 22 257 138 417 32 61 7 1001 30 13 242 109 304 € 28 48 7 83 ' 37 34 268 110 412.1 24 42 8 72 37 90 1000 .....494 1584 121 215 29 365 152 101 9 158 I 151 4 185 E 106 15 157 137 11 1851 494 39 685 187 1844 565 2896; 217 353 50 6201 288 947 70 1305 6-5 63.7 29.9 35.0 56.9 8.1 22.1 72,6 5.4 3.4 33.6 15.8 528 4.0 6.4 0.9 11.3 i 5.2 172 1.3 23.8 148 16-00 to 17:00 90 5.7 17:15 22 5kiCKELt AVE sototaixtri d71 7'45 P8a1c 1 of se 13 STREET......... Westbound Throe ' 9 h _ T. R1CKELL AVE Alatttbound Thou 9.h! 1000 494 1584 121 215 29 3116 152 404 39 63.1 31.2 i 33.2 58.9 7.9 22.2 72.1 5.7 257 138 4471 32 01 7 100 30 151 4 J:\3265 -501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc RigY4' Tim . Tao 1.0 20 67 I 592 23 88 1 578 21 89 1 680 25 -.. 3 2 1 57 11 29 07 i 758 43 10 26 79 I 781 41 14 24 791 683 42 14 24 80 € 749 183 49 103 33.5 2989 384 93 192 669 i 5490 57,4 13.9 2637 7.0 1.7 3.5 12.2 183 49 103 54.8 14,6 30.7 43 10 26 26 7 Thai 2969 781 0.950 • Peak Kix From IntasecGon VORxne Pere Sato Staff e bran Roars i� 0 -1 6 ... 16:03 5 238 16:15 4 237 163E 9 239 16;45 4 261 Tom.. 22 ....975 w T#5 1.0„ 7 250 8 249 9 257 10 2751 34 1031 Trwnnre o, Corp. 199-49 NW 62 Avenue Mang, FL 33015 Tel: 785-663-2135 Fax; 305.521 -0CrIt3 SE 15 RO Westbound (luau I zr s e 11 6 ? 5 16 7 15 5 50........23 File Name : Brickell Ave & SE 15 Rd, Site Code : 00000000 Start Date : 10/22/2003 Page :1 U: Vd - Tru61 S ERICKELL AVE 30 49 44 103 SE15RD N orlhbcA d Eeestbound 1.0 101 10 1.0 1.0E 28 112 11 1511 8 11 33 148 14 193 14 16 27 144 0 180 9 10 26 146 10 1621 13 12 114.._ 548 44 _...7501 44 49 17;00 6 33 13 3;i4 39 20 3 62 25 114 0 143 17:15 5 343 14 362 ' 26 9 2 37 24 160 22 206 1730 5 301 4 310 i 18 4 5811 19 139 18 175 17:45 6 260 4 270 PS 17 5 52, 37 140 19 1 Toth 22 1 ....... 35 12:36 179..... 84 .....14 207 105 553 06 726 Grand Try 44 2214 69 2327 219 114 .37 Ap ih% 1.9 95.1 3.0 59.2 30.8 10.0 Aga % 0,9 47.8 1.5 50.2 4.7 2.5 0.5 SRICKELL AVE Sauttrbaund Siam Tim° ' 1 E 1 i T. 1 @h: 6:00 to 17:45 - Pe3411 of 17:00 22 1239 35 1 1.7 95.8 Fitt Int. 17:15 Vats 5 343 14 Pe* Factor • 2.7 1 62.3 30.9 370 8,0 SE15RD Westbound Thrau 1 App. 9h TOW 41 43 144 Tatar 41 492 63 = 540 60 546 68 569 237 ` 2137 7 27 38 70 • 634 9 14 36 599; 664 13 12 51 74618 6 16 45 67 585 33 69 168 270 2439 218 1101 112 1432 i 77 118 312 507 4636 15.3 76,9 7.8 15.2 23.3 61,5 4.7 23.7 2.4 30.9 1 1,7 2.5 6,7 10,9 129 64 14 207 105 553 6.8 1 14.5 76.2 26 9 2 371 24 160 22 J:13265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 68 726 i 33 69 168 270 2499 9.4 12.2 25.6 62.2 9 14 36 59 ? 664 0.941 27 • Timmy Carp. 199-49 NW 5 A true Mfarn; EL 33015 re: ?$&' 63-2135 fax: 305-521-064F Groups RrinAed: Vehicles Trucks PARKING BLDG SE 8 S 11ikET BR1CKELL RAY DR Sou hbound Westbound Northbound The141 Tart .0. ..F7 t Leff ThfG+4 h ., f?t9,1?t �ihr©.40 h, :.. F 10; 10? 10 ifl i.0! 1.0 16:00 0 0 2 19 114 0 13:15 0 0 6 8 146 0 16:30 0 0 01 37 164 0 16:45 0 0 5i 15 162 0 Tofai 0 15 --. .79 586 ... ._- ... 0 File Name : brickell bay dr. & se 8 st. Site Code : 00000000 Start Cafe : 10/22/2003 Page :1 17:00 17:15 17:30 17:45 TT[al O 0 11 O 0 11 p 0 3 O 0 7 0 0 37 21 24 32 22 99 151 149 164 188 10 15 5 12 42 O 28 0 33 O 39 O 50 • 150 0 1 18 0 46 0 i 28 0 32 014 0 29 • 25 9 89 0 132 SE 8 STREET Eawrv. ux3 ft Thr h Rat Int TOO 0 1.0 1.0 83 39 295 O 87 72 369 O 107 97 449 O 138 86 468 O 415 294 '1581 O 102 85', 414 O 145 66 i 455 0 240 100 582 O 238 93 582 0 725 324: 2033 Grand Tn88 0 0 47 178 1218 0 131 0 282 0 1140 618 3814 Apprch % 0.0 0.0 100.0 € 12.8 87,2 0.0 31.7 0.0 68.3 0.0 64.8 35.2 Tax % 0.0 0.0 1.3 4.9 33.7 0,0 i 3.6 0.0 7.8 I 0.0 31.5 17.1 PARKING SLOG Soulhbound Ibtou Start Time L eft $ h Right Peck Flour From 16:001017:45 - Peak 1 of 1 Intersection 17:00 Volume 0 0 32 Percent 0.0 0.0 100.0 High Int. 17'45 Volren0 0 0 7 Peak Factor 8E 8 6-Ike-ET Westbound ................... Throe 9h1 Totali 99 532 0 731 13.5 86.5 0.0 t3RiCkELL toAY 6F2 _... SE 8 STRET Northbound Eastbound Throe ......... ........... 7tmou ... Int. 4h� '. Tot 911`...�s.... T41 Total 0 132 221 0 725 324 0.0 59.7 0.0 69.1 30.9 22 168 0 1 3' 29 0 25 J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doe 0 238 93 28 1049` 2033 331 582 0.673 • r aerserc4 Carix 199-49 NW 62 .4wruie Maury FI 33015 7"el. 786-663-2135 Far 305-621,0640 File Name : s. miami ave & se 15 rd Site Code : 00000000 Start Date : 10/22/2003 Page :1 Groups Printed. V44-3/ce8 ra s ....... S. M1lAMI AVE $E 15 (;f]. S. R€!!kh$E AVE ....�___ _ _ .. _...... 45 €tC3 Sotahbovnd WesthaIn l Nan/bound Eastbound Tithe l.: ; itil l Il , R Len; 1hrsx q h . 1!gh3 Th30u9 h FZ1 Len , Throug h. , F��; 1u, - sr0, -1.�a io3 _1_(i_ 1.� 1.0' -141 1-�_ 1.0E 14 1,0. 18:00 4 25 3 '. 7 27 8 13 16 5 ' 2 34 29 16:15 7 33 3 7 35 7 10 18 9 3 52 29 16:30 9 65 5'; 11 21 10! 13 31 11 4 34 33 16:45 3 48 1 '; 8 24 5 ; 16 27 10 0 5o3 39 _....... ..__.. ...___v171 .....__.. 12 ,.... 33 107 ........_..33. .............58 ..........,92 .......... 35s 9 170 130 17:€10 4 45 4' 15 17:15 4 34 1 I 13 17:30 2 32 3 9 17:45 5 35 0: 11 Total 15 3433 8 i 48 29 8 43 15 39 11 35 8 146 ................42 14 38 10 11 25 4 13 29 8 11 26 5 49 316.... 27 219 247 234 873 4 55 48 274 2 86 50 268 2 513 52 258 1 56 44 i 237 9 235 1941 1037 Grand Total 3a 317 20 ; 81 253 75 = 107 210 62 10 405 324 1910 7 ptch % 10,1 84.5 5.3 ' 19.8 01_,9 18.3 I 28.2 55.4 16_4 2.4 54.2 43.4 Total % 2.0 16.6 1.0 4.2 132 3.0 5_6 11.0 3.2 0.9 21.2 17.0 3 MIAMI AVE SE 15 W:7. _.... _.......S. MIAMI AVE SE IS 340 .S,atatdagoncl INc tham:t Athr bound Eaislb6 1d Slat race Lest Timmh1 Rpp It t®u RpP Thom: R.got Lipp 7isou a t ......_47Totals '<.. 11h�........ Total 9.h. Pak 14eur Fero 16:00 1017:45 a Peak 1 011 Enlers6C135. 17:00 Volume 15 145 8 189 48 146 42 238. 49 118 27 104[ 9 235 194 438i 1037 Percent 8.9 86.4 4.7 ': 20.3 61.3 17.8 25.3 60.8 13.0 1 2,1 53.7 44.3 3-5gh urn. 17:00 V.4urne 4 45 4 Peak Facl 35 29 8 52 i:\3265 - 501, V9a Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 14 35 10 62 ` 4 55 48 407 1 274 4.946 29 • APPENDIX B SIGNAL DATA i:13265 - 501, Mange Traffic, Site Utility12004,02,02 Musp Revision.doc 30 2243 TIMING DATA 303 2243 US 1 & SE 8 ST T OF NSW E Y R SW 2 0 3 E wG Y R SM 2 M 34 21 13 4 1 4 17 1 4 1 10 4 1 6 3 3 y 10 23 13 4 1 4 17 1 4 1: 4 1 6 3 4 2 12 43 13 4 I 4 7 1 4 1 8 4 1 6 3 5 T 62 15 13 4 1 4 5: 4 1 8 4 T 6 3 60 53 28 13 4 1 4 17 1 4 3 10 4 1 9 3 7 2 58 55 13 4 1 4 17 1 4 1 30 4 1 7 3 9 T 23 20 13 4 1 4 17 1 4 1 10 4 173 10 T 10 27 13 4 1 4 17 1 4 1 13 4 8 3 12 T 15 20 13 4 1 4 17 1 4 1 10 4 1 7 3 13 2 59 32 13 4 1 4 17 3 4 1 20 4 18 3 20 2 10 21 13 4 1 4 17 1 4 1 10 4 1 6 3 22 T 10 21 13 4 1 4 17 1 4 1 10 4 1 6 3 23 T 10 21 13 4 1 4 1. 1 4 1 12 4 1 6 3 24 T 10 21 13 4 1 4 17 1 4 1 10 4 1 6 3 MIN: 7 13 17 1 8 6 • • J:265-501,w3 Mango Trnffic, Site Utkity1,2004,02,02 Musp Revision.doc 223 TYPE: s Y SA) 2 CYO 990E PARADE IN 900RAND 661X 0 1000B PARADE 00 702 1 100AM PEAK 105GID DAY 90EVE & WEEKEN 7 IO3EARLY MORN w 90PO3T- 0/1 11533 PEAK 7 90EARLY NIGHT 7 9OLATE NIGHT 4 6 90LATE NIGHT 5 7 90RECALL TEST 31 410ƒ799 TIMING DATA 2 4799 3 BAYSHORE D & SE 8 ST ;SEC: 223 TYPE: SA) PAT 02 EWW E Y R NS2 G Y 2 05 Y S Y M CYC 2 0 0 10 10 4 1 9 1 4 1 7 3 7 500B PARADE ID 3 0 0 10 10 4 1 9 1 4 1 3 7 50030310 2210 0 4 0 0 10 10 4 1 9 1 4 1 7 3 7 50OB PARADE OU 5 T 22 30 10 4 1 9 1 4 1 7 3 4 7OPRE AM ..... .... .... . . . .... ................ 6 T 2 60 10 4 9 1 4 1. 7 3 12 100A4 PEAK 7 3103 65 10 4 1 9 1 4 1 7 3 12 1053110DAY 9 T 54 50 10 4 1 9 1 4 1 7 3 8 90EVE & WEEKEN 10 T O 10 10 4 1 9 1 4 1 7 3 7 5OEARLY MORN 0 12 1 53 50 10 4 1 9 1 4 1 7 3 8 9030ST- 0/1 13 3 2 75 10 4 1 9 1 4 1 7 3 16 11530 PEAK 20 T O 10 10 4 1 9 1 4 1 6 3 6 4950RLY NIGHT 22 T O 10 10 4 T 9 1 4 1 6 3 6 49LA E NIGHT 4 23 T O 10 10 4 1 9 1 4 1 6 3 6 49121E NIGHT 5 24 5 0 14 10 4 1 9 1 4 I r 3 7 53RECALL TEST MIN: 10 10 1 6 £g265.501, wG Mango ff Ste alb 2m±o%Q Mosp Revis m.6c 32 92256 TIMING DATA FOR 225E CORAL WAY & MIAMI AVE PAT OF EWWFYRNSWEGYR 1 T 10 23 9 4 T 7 10 1 4 1 2 T 36 23 9 4 1 7 10 1 4 1 4 T 36 23 9 4 1 7 10 1 4 1 5 T 36 23 9 4 1 7 10 1 4 1 6 2 10 23 9 4 1 7 10 1 4 1 7 3 36 23 10 4 1 7 9 1 4 1 23 T 36 22 10 4 1 7 ID 1 4 1 24 T 36 23 10 4 1 7 10 1 4 1 MIN: 19 10 10 1 >926!-50t «5 Mango Traffic,:6 mI ma.o,02 tvlusp Revision.doc (SEC: 211 TYPE: SA) S Y M CYC 13 60 PEAK,SCH T3 6OAFT sc3 FLAS 6003E PEAK 0/2 600EE PEAK 60Alt PEAK 6005 PEAK 6 69212E 6/0 7 612ECALL TEST 33 4102255 TIMING DATA FOR 2255 US 1 & CORAL WAY (SEC: 223 TYP3: SA) PAT DE ACC G Y R EW N G Y R DG Y R ACJ Y S Y N CYC. 2 01 73 33 1 4_ 4 16 _4 1 10 4 1 7 3 900B PARADE IN 3 M 62 33 1 4 1 4 16 1 4 1 10 4 1 7 3 900RAND PRIX 0 4 0 54 43 1_ 1 4 16 _ 4 1 10 4 1 7 3 100OB PARADE 0U 5 T 2 7 31 _ 4 1 4 10 1 4 1 8 4 1 7 3 7 80PRE AM 6 T 10 43 1 4 1 4 16 1 4 1 10 4 1 7 3 100AM PEAK 7 T102 48 1 4 1 4 16 1 4 1 10 4 1 7 3 105011D DAY 9_ 56 41 1 4 1 4 10 1 4 _ 8 4 7 3 OOEVE & 5EEKE^ 10 T 0 30 I 4 1 4 16 1 4 1 10 4 _ 7 3 870ARLY MORN r1 12 T 51 41 1 4 1 4 10 _ 4 8 4 1 .7 3 90POST—PM 0/1 13 T100 58 1 4 1 4 10 _. 4 1 16 4 1 7 3 115PM PEAK 20 T O 28 _ 4 1 4 16 1 4 1 10 4 1 3 7 SS ARLY NIGHT 22 T 0 28 1 4 1 4 16 1 4 1` 0 4 1 7 3 6 85LATE NIGHT 4 23 T 27 28 1 4 1 4 16 1 4 1 10 4 1 3 6 85LATE NIGHT 5 24 T 0 32 1 4 4 16 1 4 1 10 4 1 7 3 7 89REGALL TEST MIN: 28 16 1 8 5 J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 34 •4812 TIMING DATA FOR 4812 S MIAMI AVE & S 15 RC (SEC: 211 TYPE: SA) PAT OF ACG G Y R BAP G Y R S Y M CYO 1 T 42 40 1 4 .1 8 1 4 1 8 60AM PEAK, SC; 2 T 13 41 1 4 1 7 1 4 _ 20 60AFT SCH FLAS 4 T 13 24 1 4 1 10 1 4 1 7 46OFF PEAK 0/2 5 T 13 41 _ 4 7 1 4 1 20 60OFF PEAK 6 T 13 4 0 1 4 _ 8 1. 4 1 8 60AM PEAK 77 13 40 4 _ 8 1 4 1 8 60PM PEAK 20 T 68 36 7 1 4 1 6 55NI E 6/0 24 _ 68 24 _ 4 1 7 1 4 1 43RECALL TEST MIN: 20 • • J:13265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 35 02261 TIMING DATA FOR 2261 US 1 & SE 15 RO 1 OF ACGFYRBDWEGYR 2 M 70 45 12 4 1 4 18 1 4 1 3 M 62 45 12 4 1 4 16 1 4 1 4 M 75 55 12 4 1 4 1B 1 4 I 5 2 50 33 12 4 1 4 10 1 4 1 6 2 0 58 12 4 1 4 15 1 4 1 7 2 96 68 12 4 1 4 10 1 4 I 9 2 55 53 12 4 1 4 10 T 4 1 10 2 52 32 12 4 1 4 10 T 4 1 12 2 45 53 12 4 1 4 10 1 4 1 13 2 0 73 12 41J4 15 1 4 1 20 2 62 23 12 4 1 4 10 1 4 1 22 2 62 18 12 4 1 4 10 1 4 1 23 2 62 18 12 4 1 4 10 1 4 1 24 1 62 16 12 4 1 4 16 1 4 1 MIN: 10 12 18 1 • • (SEC: 223 TYPE: Sal S Y xCYC 113265-501,«btvtango Traffic,s a6. 2m«D,02 tviuspS w aw 900B PARADE IN 900RAND PRIM 0 10006 PARADE OU 70PRE AM 1O0AM PEAK 105M12 DAY 9OEVE & NEEKEN 7 69EARLY MORN w 9OPOST-PM 0/1 115PM PEAK 7 EOEARLY NIGHT 7 55LATE NIGHT 4 2 55LATE NIGHT 5 7 63RECALL TEST 36 • APPENDIXC TRIP GENERATION and DISTRIBUTION / TRANSIT INFORMATION • • J:\3255 - 501, Vifla Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 37 • • • J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc Co 00 Site Project Trip Generation Analysis Land Use (LU) ,��,_......_...�.....� High -Rise Residential Quality Restaurant Specialty Retail Units 1268 D.U. 13350 SF 33,500 SF ITE LU CODE ITE TRIP IN GENERATION RATE °l� PM PEAK _ Trips HOUR � �...,� °Io 37% 33% 57% TRIPS OUT Trips 178 33 50 TOTAL TRIPS 482 100 87 232 831 814 0.38 7.49 2..59 63% 67% 43% E 304 67 37 Gross Vehicle Tri s 61% 409 39% 260 669 Vehicle Occupancy Adjustment 16 0% Of Gross Trips 61% 65 39% 42 107 Transit Trp Reduction ..__ 14 1°A Of Grass Trips..._,_.__. 61% 58 39% 37 84 Pedestrians 3icycie Trip Reduction @ 15.O% Of Gross Trips 61% 61 39% 39 100 Net Vehicle Trips 617 224 39% 143 367 Net Person Trips in Vehicles Net`Person Trips in a.._..�. 1.40 Persons! Vehicle 61% 314 3 39% 200 514 Transit @ 1.40 Persons/ Vehicle 61 % 81 39% 51 132 Net Person Tri s (Vehicle and Transit Modes 61% 395 39% 251 j 646 Net Person Trips (WalkinglBicycting) ..2 1.40 Persons/ Vehicle 61% 86 39% 55 140„ NOTES: A ;6% OCCUPANCY ADJUSTMENT iS BASED ON MUMPS 1.4 VERSUS ITE'S 1 2 PERSIVEH. TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE URiGINAL O )WN1OWN DRi PEDESTRIAN AND BICYCLE REDUCTIONS WERE EASED ON THE DOWNTOWN CHARACTERISTICS: .(ABOVE METHODOLOGIES ARE CONSISTENT WTii THE. DOWNTOWN MIAMI DRI-ft4CREMENT 1) 1:13265 ^ Ui. Ilk Mgfiga T<ai ic, 5iw U3,11ty12OE3.O10,31 Viiia M igna M,sa.doc 31 • Vi1Ia Magna MUSP Summary oTrip Generation Calculation F'1r. 13.35 Th.Gr.Sq.ft, of Quality Restaurant October 2.3, 2003 Average Standard Rate Deviation Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 39.95 36.81 1.00 1201 7-9 A14 Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Talal 0.31 0.93 1.00 11 4-6 PM Peak Hour Enter 5.02 0.00 1.00 67 4-6 PM Peak Dour Exit 2.47 0.00 1.00 33 4-6 PM Peak Hour Total 7.49, 4,$9 1.00 100 AM Pk Hr, Generator, Enter 1.071 0.00 1.00 61 AM Pk Hr, Generator., Exit. 1.00 0.00 1.00 13 AM Pk Er, Generator, Total 5.57 3.79 1.00 74 2M Pk Hr, Generator, Enter 5.59 0.00 1.00 76 PM Pk Hr, Generator, Exit 3.43 0.00 1.00 46 PM Pk Er, Generator, Total 9.02 4,55 1.00 120 Saturday 2-Way Volume 94.36 34.42 1.00 1260 Saturday Peak Hour Enter 6.38 0.00 1.00 56 Saturday Peak Hour E it 4.44 0.t00 1.00 59 Saturday Peak Hour Total 10.82 4.38 1.00 144 Sunday 2-Way Vothme 72.16 32.35 1.00 963 Sunday Peak Hour Enter 5.28 0.0U 1.00 70 Sunday Peak Hour 'Exit_ 3.1C 0 „00 1.00 41 Sunday 1ea2 flour Total 3.:38 -3.0z9 1.00 112 Note: A zero indicates no data available. Source: Institute of Transportation Engineers erip Generation, 6th Edition, 1997. TRIP GENERATION 9Y 4ICi Q A1i3 J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 39 • Villa Magna MUSP Summary o0 Trip Ge;:ezation Ga}cu ati For 1268 Dwelling Units of High-Ri3e Reideatiai Condo / Townhouse October 20, 2003 Average Standard Adjustment Driveway Rabe Deviation Factor Volume Avg, Weekday 2--Way Vo1kore 7-9 AM Peak 1kur Enter 7-9 AM Peak Hoar Exit 7-9 AM Peat Hour- Tot*I 4-6 PM Peak ;four 8.nt.er- 4--6 PM Peak (Hour Txit 4_6 PM Peak clout T,-)ta1 _M Pk Hr, ener0t0r, Enter Al Pk Hr, Generator, Exit AM Pk :.fr, GenF rotor, Total PM Pk Hr, Generator, Enter 014 Pk Hr, Generator, Exit PM Pk Mr, GenercOor, Total Saturday 2--Way Volume Saturday Peak Hour Enter .Saturday Peak Hour ;wit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour E3it Sunday Peak [4n ?r Total 4.1f3 2.08 0.06 v.00 0.28 0.00 0.34. 0.59 0.24 0.00 0.11 0.00 0 .38 0 .5 0.06 0.00 0.23 0.00 0.34 0.59 0.26 0.00 0.12 0.00 0.33 0.62 4.31 2.11 0.15 0.00 0.20 0.00 0.35 0.59 3.43 L.38 0.16 0.00 0.14 0.00 0.30 0.55 1.00 5300 00 76 1.00 355 1.00 431 1.00 3G4 1.00 173 1.00 482 1.00 l8 1.00 355 1.00 431 1.00 330 1.00 152 1.00 482 1.00 5465 1.00 190 1.00 254 1.00 444 1.00 4349 1.00 203 1.00 133 1.00 380 Note: A zero 1ndicuteo no data available. S orce: Institute of Transportation Engineers Trip Generation, 6th Edition, 1997. TRIP GENERATION BY nICR0TR NS J:3265 - 501, Vila Monoa Traffic, Site Utilify\2004,02,02 Musp Revision.doe 40 • • • 1'1 mi-Dade 1999 Va' ion Report OIREG IQ1W DSS RIBUTION SUMMARY. QRIGIr; CARDINAL DIRECTIONS - ___,,...-m- TOTAL ZONE NNE ENE 25E SSE 8810 WSW WNW NNW 571. TRIPS 2673 997 661 308 744 5390 34€0 4910 16625 PERCENT 14.35 5.35 0.33 2.08 4.01 23.94 18.58 26.36 572 TRIPS 1{30 527 168 149 140 1683 1025 1372 500-2 PERCENT 17.166 5.45 2.00 2.48 4.13 28.04 17.06 22.86 573 TRIPS 197 53 44 10 61 269 186 224 1044 PERCENT 18.87 6.03 4.21. 0.55 4,65 25.77 17.82 21.46 574 TRTPS 756 4E2 106 61 190 777 374 672 3598 kERCSNT 21.01 12.84 2.95 1,70 5.28 21_50 15,95 16.68 575 TRIia 545 508 168 63 202 6E5 .539 676 3411 PERCENT 18.58 14.89 4,63 1,99 5.92 19.5€ 1€.27 19.82 576 TRIPS 583 493 107 79 175 728 411 629 3377 PERCENT 20.23 14,60 3,17 2.34 5.1S 21,85 14.01 15-53 577 519528 1161.6 707 118 80 394 1389 1210 1615 7549 PERCENT 21.41 9.37 1.56 '.OS 5.22 23.96 16.03 21.19 678 T51I.29 503 153 3164 42 446 306 372 1917 PERCENT 26,24 7.58 1.62 3.34 2..9 23.27 18.96 19.41 579 TRIPS 006 238 21 36 114 828 571 624 3030 93EE1051 20.00 7.59 0.69 1.19 3.76 27.33 18.84 20,59 580 =°RIPS 1174 371 35 90 304 2491 1580 2445 8590 PERCENT 13,67 4.32 0.41 1.05 3.54# 29,06 19,56 28.46 581 TR1.0S 636 121 20 45 57 933 6557 970 3435 PERC.E521. 18,49 3.52 0.58 1.31 1.66 27.13 19.=0 28.21 582 TRIPS 511 61. 32 45 14 188 289 433 1773 PERCENT 28.82 3-44 1.80 2.54 0.79 21.88 16.30 24.42 533 516125 7.011 116 50 73 34 650 546 614 3094 PERCEPT 32.68 3,75 1.62 2,36 1.10 21.01 17.65 19.24 5134 TRIPS 203 S3 0 84 431 229 197 0 1144 PERCENT 37.74 7.03 0.0"v 7.34 37.67 20.0E 17.22 '0,00 555 515198 151 9 C 10:1 300 162 213 38 974 91042E93' 13.50 0.92 .00 10.37 30.80 35.63 21.87 3.90 J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 41, 12131 01 41 • Villa Magna MUST Summary of Trip Generation Calculation For 20.05 T.G.L.A. of Spec alt7 Retail Gents October 23, 200; Average tariLa:rd Rate Deviation stinent Dr .kreway Factor Volume Avg. Weekday 2-Way Volume 40.67 13.700 7--9 AM Peak Hour inter 0.00 0.00 7-9 AM Pak Hour Exit 0.0 0.00 7-9 AM Peak Hour °"otaz 0,00 0.00 4-6 PM Peak Hour Enter 1.1.1 0.00 4--6 PM Peak Hour Exit 1.48 0.00 4-6 PIA peal; Hour Total 2. 4 9 1.. 77 4 AM Pk Fir, Generator, Enter 3.09 s .00 804 Pk Hr, Generator, Exit 3.33 0.00 AM Pk Hr, Generator, Total. 6.41 0.00 PM Pk Hr, Generator, Enter 2.81 0.00 PM Pk Hr, Generator, Exit 2.12 0.00 M Pk Hr, Generator, Teal 4,93 0.00 Saturday 2-Way Volume 42.04 13.97 Saturday Peak Hour inter 0.00 0.00 Saturday Peak Flour Exit 0.00 0.00 Saturday Peak Hour `rotao. 0.00 0.00 Sunday 2-Way Volume 20.43 10.27 Sunday Peak Hour Enter 0.00 0.00 Sunday Peak Hour Exit 0.00 0.00 Sunday Pea',‹ Hour Total 0.00 0. 00 Note: A zero Indicates no data a`raiLabl_e. Source: Institute of Transportation Engineers Trip Generation, 6th Edition., 1997. TRIP GENERATION 97 IIICRGTRA_NS • J:\3265 - 501, Milo Mango Traffic, Site utility\2004,02,02 Musp Revision.doc 1.00 315 1.00 0 1.00 0 n 1.00 0 1.00 '22 1.00 30 1.00 $2. _.00 62 _.00 57 1.00 129 1.00 56 1.00 43 1.00 59 ..03 84< .1.00 0 1.00 0 1.00 0 1.00 410 .00 0 1.00 0 .1.00 42 • • • J \3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 43 • Cardinal Distribution Villa Magna Project (TAZ 571) 14.35 5.35 0.33 2.08 4.01 28.94 18.58 26.36 100 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. J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 44 • TRANSIT INFORMATION J:13265 - 501, Vilfa Manga Traffic, Site Utiiity12004,02,02 Musp Revision.doc 45 • • • PHONE LOG 7 Rictiard Garcia & Assoeiates, :roc Tone: Agency!;ompany: ............... contact Name" Phone No.: Notes: J:\3265 - 503, Vilkl Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 46 • • • 1D I - Koute Schedule Page 2 of 2 j12;00PM li 12:11PM 02:18PMh12:27PM=`I 12:36PM 1,1 12:48PM 4 (112:52PMIL01:04Pi 1 01: 3PM ji 01:18PPA il 1 12:15PM T 12;26PM f12:33PM1112:42PMif 12:51PM f 01:03PM JL 91:06PM i'•01:1:11PM — « T I 12;30PM E 12:41PM j 12:48PM112:57PM f 41:06PM if 41 18PM][ j 01 22PMi a1 34PM t 01:43PM II 01 48PM ! 112:45PMII 12:56gM f0 K11 3PMJI01:12PMIj 0121PM 11 01:33PM ILL31:38PM1161:41PM11j 11 t.., sl 101:00PM'1 O1:I1PM 101:18P j41:27PM#10t:36PM 1 01:48PM IiL i01:52P3Jj142:04PM 1 02v13PM JL 02:18PM li II:01:15PM r 01 26PM ' 1 33PM? 01:42PM,1 01 51PM i 02:03PM JrO2 O5Pki 1F02 11P it ` r 11 101,30PM 1:01 41PM J 01.48PMf(01:57P-MM- 42:06PM E 02:18Ptl i [02 2 �2PM 02:34PM1 02_43PM jL02 4801 ; [01 45PM101 58PM f 02:93PM 02:12P 0221PM II 02:33PM 1 02:36PM:402 41PrA i ,I ,I0200PM.t 02:11PM 11C-11:18PM1102:27Pk9I102:36PMi3 02:48PM J1 .. jl02:52Phi[433,05PMj1 03:14PM ' 0319PM 102:15PMJ1 02:26PM 102:33PM 0242Pt+1jd02:51PM_II 03:05PM]1 43:19PM�J103:13PMII [ f— 11 J02 3OPMI[ 02 41PM 48PM1102 57PM1103:06PM Ji 03:29PM }L 1103:24PM 93:37Ptut 1 03 46PTi1 ,'I o3 51PM { D245PM� 02.56PM s 3:43PMEF0313PM 103:22PM1 03:36PM 0341PM 1003:44Pkt1 E0304PM 1 03 11Ptvi JO3:15PA1;;93:25PM 03:34Ph� D3:48PM i �L03:52PM1104:05PMI{ 04.15PM = 0420PM 's 1103:15PM ;1 03:28PM 1,93:30PM'[�C3:40P311103:49PM it 04:O5PM `F `04;11 PM '04:14PM1L tj l' =-_ : :1 14a:30PM,t 03 41PM r;03 45PM(03:55PM ji 04:08PM jF.04 22PM-1 - �.._.. 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ROUTE 24 SCHEDULE Page 1 of 2 ACE: WEEKDAY DIRECTION: J'7ES'MOUND _i _. 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ROUTE 95 DOWNTOWN CIVIC CENTER SCHEDULE Page 1 of 2 RVICE: WEEKDAY DIRECTION: NOR T BOUND NE 36 SO Omni 4� $E 9 St 11 — � NW 35 iE & �1 Metro 11 & li Dade € 7 & B d li Bps if Berick#1 1 Ccuniy i 87 Ave is 'l i Ave 1Gourthousei si i�7sr ina111 1004AM1Mj1 l i 110 34AMiL '._... ti 1111:04). L 1 t11:34Atd 1 ii _ sr 612:04PMfi 11 112:15PMIj12:21PM jl i2:31PM 1245Ptvt 1 2:51PMjl ,_ __ _ L^01_01PM ?k... - 1 jOt_15PM i01:21PMj if 01:31PM 4 . 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QW http://wu;w.ntiamidadc. avitransit%metrubushoutis,'sch duie.asp?R1=WEEKDAY%20&R2=°Easiboun... 2/2/2004 J:13265 - 501, Villa Mango Traffic, Site Utiiity12004,02,02 Musp Revision.doc 51 • MDT - Route Schedule A z\1 1• u ,^l 0 TV? TRANSIT INFORMATION: 305.770-3131 Rxsidooti Swan at SM tie St: 3F 5451.313' Try Lisa...rda9f+ 1d of hearir,g):%5 6G-6530 MandayFrday.8 am. !s;Q m. 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Rd... i i r M ] i0320AM3 0523AM 0532AM 1105:37AMli05+1 AMjI 0550AM OS28AM 11 � e � M 0S 5$Atat _ 3. 05:34AM t 05 43AM i 5 48AMa 05:56AM i 08 02AM i 0613A L L �3 II0543AM [05:46AM g 0555AM €[0602AM$08:11AMj1 0617AM 06:28AM; ,i 05:34AM j 05 38AM �105 46AM1i 05 56AM'1 05:S9AM F1 06:10AM !I08.17AM ii0B:26AMil 06:32AM ;i 06:43AM } I __ if , fj08:08AM E 0614AAM..�L 06:25A=A'.R632AMI e11Airii 0847AMS [ 06SAMi 3 05:56AM -' 06 0t1AM i 06 €19Ah 4�:21AM]L 06 27Aia4 lro6•38A€ i'p8 4 M 1 o6:54AM 07.00AM = E&713AM J; [1 - j10635AMji 0841AM li 0852AM 1i08:59AM1E0709Ah4€i 071SAM OT28AM i t 06:20AM _ 08z4AtA;0633AN€(0645APukfi0851AM..,i.07:O5AFt307:14AM0724Ah9[ 0730Atv1 0743AMEi , . s( I[ 106 55AM : 07:06AM i 07 20At�k�k j 07 29AM 07 39AMli--07:45APA 07:58AM i? 08 42AM j1 06 46AM [ 08 55AMi€ 07 09AM 1 07 20AM r 07 34AM f307 43AM t 07 53Ah�s[ O7 SOAM . 0813AM it l �i r ya07 24AM'i 07:R5AM I` 0749AM r=07 58AMf08 08AMf 1 08 14AM 10828AM i _._ _ . , lx J107 54AM [OS 05AM a 08 19AM `08 28AM1i08, 38Afi t a 08 44AM a � \3265 - 501,1Vika Mango Traffic, Site Utility\2004,02,02 Musp Re'ision.doc 52 • • • MDT - Route Schedule Page 2 of 2 i 06.3oPM_ 06:37PM 11 06:44PM �06:51PM f 0fi:59P�d 0i:09PR9 zl.._...._; i!07:12PMj 20PM � 07:27PM 0731PM J r47;15PM 1 07:21PM l 7:26PM 07:32PM''07:39PPijF 07:.47PM i[ 1107:50PMJ07:58Ph/1 08:05PMj' 08 :09PM 1 18:00PM 0 06PM :11PM 10817PM�0824PMi 08:32PM 10:35PM_8.43PM 0850P_0854PM1I L39 aop1 i` 09 05PM -09'14Pim1 [09 16PM it 0923PM If 09 31PM (09.35PM q09 37PM i[ j iO 10PM-If 10 15PM 10 20PM 110 26PM t,10:33PM q i0:41 PM j 10:45PM il10A7PT cgos_ uvtrannav http:itwww. rat iatltida& goy/wan sitlntetrobustrautesischedule.asp`PR1=SCTNDAY%20%2Q&R... 10/2&2003 J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revislon.doc 53 • MDT - Route Schedule Page 1 of 2 TRANSIT INFORMATION: 305-770-3131 %99149n C3 62u1h W. SW 216 s9 f 3131 TTv Usors (tor e®ati4m1f h431rngp 305-644-5530 ordaY-6r514y. a a.m. to 16 P.m. .`60vikorfOc. . . ROUTE 24 SCHEDULE W1Sti SW13St il i' SW 22 iSW24St & l 8 1+ 4lzcaya 1; St Fi Way ! & Stattcx1 e 1 Ave j 2 Ave l �8 27 Ave 1 74 Ave . Le Jaime )E 1 Rd '- SERVICE: SUNDAY I, 05:17AW4 ii 05:21AM !05:23AM : �1 0541AM 105:45AM 1105 l _ t -47Air1I( t < 0S 09AM 06 34AM106 18A jr 7 [ ,F J 08 18AM [1................................ 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[! (K-Marti ii [i fl J:13265 - 501, Villa Manga Traffic, Site Utility12004,02,02 Musp Revision.doc 54 • MDT - Route Schedule TRANSIT INFORMATION: 305-770-3131 BFaseongs South of SId 2i5 St' 3C3-59r -3i3 i Tf'3sars {fet deefbere ef.hewing : 305- 54-S55h enday.Fedey, cm i 1.0 n-¢n. ` bekande 9 a.rn to 5 p.m ROUTE 48 SCHEDULE Page of SERVICE: WEEKDAY DIRECTION: SOUTH ROUND Santa -NW 5 St i SW 1 St 8 S6 13 St $_1 Mercy j; €3ougias ve (IUn rs+ty { South 11 Clara ' & 4 Ave 1 Ave Stickel! 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Oo viI o6 17PM1g 06 36PM 08 43PM 1� 24P.f 108 35PM1106 40PM 1 06 48PM }r07 O0PMj10714PM1i 077 29PM J 07 35PM[ ![07:28PRV 07 35PM1I 07 40PM j 07 47PMJ_07 56PM108,10PM[I08;25PM 08 31 PM l c1:4os,4 unynQnr http:'iwww-mialniriade.govltransius/routestsehedulc.a p?R I = W EEKDAYr1o20&R2=South... I0 28/2003 J:\3265 - 501, Villa Mango Traffic, Site Utility1,2004,02,O2 Musp Revision.dac 55 • MDT - Route Schedule Pap lofl TRANSIT INFORMATION: 305-770.3131 fie$ ar.t, S001 of SW 216 St: 305•891..313E 7TY ,:for deal/hard at hear-4): 300.5 .4-3530. 9Aanday-P1-1day. 5 m,m, Fa 10 P.m W*''u mgoldwa ROUTE 48 SCHEDULE SERVICE: WEEKDAY Guth ,iUnwersitylf Douglast Mercy fSE 13 Si $# SW 1 St 8 NW 5 St j Santa '' 1larr ;_ Station H. 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Ave & ositletrornoveri[ 4`. liSw 12 Terrj Station 56 36AMjLLOS:39AM ir 06:43AM € fl6;51AM1[, 06:54AM 08:58AM 1 MF !07:C8A07HAM-"07:T5AMc si07:23Akil 07:26AM s[07:30Am <07;38AM i 07:41AM �€ 07:45AMJ <`:07 53Ahi 07:56AM ii 08:00AM 1: 008:08A0[08:11AM 11 0-8:15AR1 �[ r _ i0823AMI[013:26AM ,€ 08:30AM �f 008:38A1ti1'a fl$:41A1u1 1108'45AM• ':08:53AM!I 08;56AM o- 09:00AM -._ i._,._�. .�.�. :-ifce E E09:OSAMii 09:11AM 1E. 49N15AA1` 09 23AI ilr 09 26AM ,` 09;30AM- t t 09T38AAIlU©9 41AIA fl9:4$AM 09:53A1v1PL 09:56AM 1E 10:00AM j 10:22AM11 10;25AM li 10:29AM j1 i;10:37AMjr10:40AM 10:44AM 3 i0:52AM l 10:55AM 10:59AM ,111:07AMI( 11:10AM...1 11:14AM 011:22AMJ( 11:25AM [l 11:29AM� gi 1:37AMit 11:40AM 11:44AM f 11:52AM}[ 11:55AM 11159AM-11 `[i2:07PM j 12:10PM 1 12:14PM ]I jI12;22PM1 12:25PM I 12:29PM 1(12:37PMji 12:40PM i[ 12:44P?,1 Ij i 12:52PMf1 12:55PM 1 59PM 1 E101:07PM11 01:10PM it 01:14PM 1) t01:22PML01:25PM ;i 01:29P1 I01:37PM101:40PM If 01:44PM k01:52PM71 01:55PM ! 01:59PM { 02:07PM11 < 02:10PM ii 02:14PM [�� http_I/www.miamidade.gavitransit'rnctrobusiroures'schedule_asp7.R1=WEEKDAY%2©&.R2 West... 1Oi28r'2C 13 J: \3265 - 501, Vila Mange' Traffic, Site Utility\2004,02,02 Musp Revision.doc 58 • MDT - Route Schedule Page 2 of 2 02:OOPM 1 02:05PM 1102;07PMj 11. 02:15PM110220PM 110i 2:22PM 02:30PM .02.'35PbA1i02:37PA+ji 11 02:45PM [102:50PM j!02:52PMJ li 03:OOPM 03:G5P M 116-3:07Pfr": iW03:i54A0iici-'Mil03:22P li 103:30PM ii 03:35PM 103:37P=`riJ' ![ 03:45PM p3:5GPM 03:52PM1 '( 04:00PM f 104:05PM iO4<07PMj 11 04;15PM 1144420PM €104:22PM 04:30PM ? 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Yi tttp,./4 ev,titiantidade.yovitransWmetrobus'routesrsehecluute.asp3Ri=WEEKDAY%2O&R2=East°'.., 10i28r2003 J:\3265 - 501, Viiia Mango Traffic, Site Uri iiy12004,02,02 Musp Revision.doc 59 • hfDT - Rotate Schedule TRANSIT INFORMATION:305-770.3131 ?2®sadssffi Saathof 5W2fg $ ,. 3v5441.3131 TTY [Java {Far eiaa*.3Rard of haarms 30a-SS4.6530 ManSay-F-iday, 6 a.m. !a 10 pmmomEllwa ROUTE BRICKELL KEY SHUTTLE SCHEDULE Page 1 of 2 SERVICE: WEEKDAY DIRECTION: EAST BOUND 9rickeli 1�SE 8 St 8 j 9ncka Metrornoverii Bricketl `{ Key I Siatipp _kge 11 46:30AM ][06:34AM11E16-36A 06:45AM J, 06:49AMI108:51AM' 07:00AM J1 07:05AM;07:01IAM, 07 15AM 107:20AM A7:23AMtl j 07:30AM rl07:05AM f07:38ARh i, 07;45AM j 077 50AM 1(i7;53AMt !L 08:00AM f8:05AM108:08AMfi i10835AM a 20gM7i08:23A#A' 08:30AM r 08:35Ah1 [08:38AMI 08'45AM jE 08:50AM I{08:53AM t 1 09:0° I IJ09:05AM�109:08AM[f 09:15AM t{ 09:20AM 1j09:23AM1) 09:30AM 309_35AM109:38Ah1Et 1 09:45AM t 09:50A101109=553AM11 10:00AM 110:05AM 10 T07AMJ 1 i�1 D' 15Ahs��:20AAA 11�:22AM-}I L 10:30AM '1 t0:35AM ,410:37AMj 10 45AM 10:5©AAR tf�7Q:52Atry �t:00AM [ 11 .;05AM i 1:07AMI 1:15AM tr11:20AM f1122AAfj1 11:30AM li 11:35AM 11t11:37AMt i 11:45AM 11 11:50AM r11:52AM€ 12:00PMj[12:0SPM:1[12:07PVAil 12:15PM !l 1220PM j112:22P i4[ 12:30PM E112:35PM iI12:37P j! 12;45PM j 12:SOPM [ 52PM# € 01:00PM 101.05PM/101:07PMJ1 01:15PM i 0120PM { ©1:22PhI 01:30PM tL0135PMI101:37PMJ FO1:45PM 01:50PM f �1:52PM41 i ! 11 �I hnp:/iw=w°w.miatnidadc,govtransit`nlctrobusiroutes/schcdulc.asp?Rt =V4EEKDAY%208cR2=-East%... 1OE28/2003 J:\3265 - 501, Villa Monza Traffic, Site Ufflity\2004,02,02 Musa Rev:sion.doc 60 • APPENDIX D ADJUSTMENTS j:13265 - 501, Villa Mango Traffic, Site 1lt1lity12004,02,02 Musp R vision.doc 61 • • Mango Traffic, Site {Jfility\2004,02,02 Musp Revision.doc LEVEL OF SERVICE TABLE FDOT'S 2002 Q(LOS PERSON -TRIP LOS 1100 ........,.,,..1910 1065 1910 2030_......�-,_ 2720 2790 440 2030 rp 34 3540 ,.... 3590 10 220 340 5512 010 660 0.00 17 10 W Y8019 0.00 2110 2570 7710 0.00 2730 �.„ »�.3330 .�� 35C39.--'0.00 080 082 0.04 0.12 0;40 0,41 0 97 0.158 L.49 _._ __ _� �.___._y __ __.;_ ...W .. ......._ xro 7zo �rau o as o9q n a5 asl i;i�i 650 1550}_._ 1660 _..,e..__ 0 y0.0Q _�.. Wu G,39 4.95 � 1,00 00 .r.... 312 .,.._.._ ..._ .w.5 10oa 23�J0 zASq 4.(Ni 0.Ot3 il.AO 0..9Fi 1,UL9 135t1 �.._......_3130 ��,.._.�..3250a,..,... _.�..�. 0.Bti w........_.......,....09.............__,_..,__.. - O.A2 0.46 ;,9D A ........»1120— 1920 1178 1700 1740 1027 257© 0.G6......,.........�... ..,_._,,.... 0.40..._.._._.., 1.00 ..,._ 0.06»„»......,m, 0.SO,..,..,M,. fi.94...............j:00 .T•• 0.00 0.00 0.<v0.984 1100 0.00 dI-Ylj ii.55 1,011 O.00 0.73 905 1,09 WU 0 0 250 71130 g5fl { 0 00 0 00 6 38 050 _ ion 260 556 693 W W O.tSq „ ,,,,, 9,00 Q.3& 9,99 21D 0 [] 5S0 FiAp 13z0 glrik ._ q,Aq 0,, w/TL .._,..____,..... .._............ _ 609 -, 1197..�....,,_....1586 d...-« Q 060 0, 44�.,,.., ,..wii: NOTES; 0CERIVE.P7 (iY 011231IINI; THE F('iOT'0 2.002 L.OS BY 11412 LOS °Is' 809 CACP911080 OH 9OAMNAY. L05 'L' DETERMINE') BY INCREASING LOS 0 BY 30 VAN CAPACITY WHICH CAN EASILY BE ACHIEVED BY OPTIMIZATION AND OTHER TEC INIQLIES. w/TL. (Wlth Lett Turn Lanes; has a .554 adjustment • • • i ritzl Data: Ckaaber20. 2003 County: 87 - DADE Flutida fJCpartrnc 1 af` l,nspostation l'ranaporl ttrun Statistic's Office ftirwtnrieal AA14T Report 5041 SR 5/14S-1. 2tf11' SSE 13 S`f Year AAIft 13trertinn 1 Dtrecnnn 2 2(102 C 288)0 N 12,548) 5 15,5013 2001 C 27.100 N 12,500 5 14,501) 2000 C 26_500 N 12,5011 S 14.01,83 • 19449 e • 253(04 • .4 1.2,000 . . S . 14,404 1995 C 25400 N 11,599 S 13,540 1997 C 23,000 N 10,500 0 12,14(40 1996 C 23,0 0l 0 11,000 5 12,000 (995 C 10,600 0 9,00 S 7,000 19994 C 1 1. R10 ti 8,380 5 7, 900 1993 (: 25,300 N 1.3.0000 S 12.500 1992 C 23,500 N 11.510 S 12.940) 1991 25;820 N 22,084 S 13,736 1990 27,345 N 11,149 S 16.196 1939 23,291 N i1,914 S 13,377 1988 24,025 N 11?11i1 S 12,635 1937 23.778 N 10,064 5 13.114 1986 17,356 N 3,987 S 3,3139 1970 13,979 N 43,222 5 7,747 AAD 1" raga C - Cc43 ;patch ?? = Maama! 1 im,:7c. 1' = € itat 'Vaal ks t; S"8ctu0 1 Year lac 4='Flar4 Ysxr 13$4. X =ISr$msawu J:\3265 - 501, Vika Mango Traffic, Site Utilify\2004,02,02 Musa Revision.doc Page 1 63 TRAFFIC TRENDS F3rickell Avenue — SITE 5041 (200' S(O SE 13 ST} 50000 -r 45000 40000 re 35000 0 30000 t 25000 s•- 20000 $, 15000 Q 10000 5000 0 Observed Count f ifted Curve —L09. (Fitted Curve) y 7742.0(x) 11877 �x = 0.8426 2 1W9" 2002 2007 2012 2017 2022 Year " Annual Trend increase: 729 Trend Ft -squared: 37.7% Trend Annual Historic Growth Rate: 3,65% Trend Growth Rate (2902 to Design Year): 2.68% Printed: 20.0ct-03 ightLson Growth Option; Year Dade 0 icRell Avenue Traffic (ADTIAAt7T) Count' Trent'—' 1992 23500 20000 1993 25500 20700 1994 16200 21500 1995 16600 22200 1996 23000 22900 1997 23000 23700 1998 25000 24400 1999 28000 25100 2000 26500 25900 2001 27000 26600 2002 28000 27300 20f 2003 2if67? 2004 psiliig N!A 28000 tiri-V r vi N/A 28800 2005Cit5¢i1i. r.i f'r ttd:;• 2005 N/A 29500 ja."(',Fj1aIV4=G�i1V,�€➢j&'("a4Sd�f�)iCi� ri: °Avin.EAinefeA Mango Traffic, Site Utiliry12004,02,02 Musp Revision.doc • • • • • • Print Date: Oeto1 cr2U, 2003 .uHl9 91 - DADE Flori tft ()clztrt Ones! of Tranaporlatinn Transponation Statistics +cc historical AAIYf Report Site 5494.2 SR 5r17S-l. 209' S SE 9 ST+SR 90TTAM1A;v1I TRL Ycar AADT Direction 1 .Rime -Lien 1 20132 C 33.000 ti 16,041 S 17,00() 2001 C 32,500 N15.000 S 17.500 20012 C 32,000 9)14,500 S 17. 7 1999 C 29,000 912,500 S 16,500 1998 C 32.5000 915,000 S 17,500 1997 C 27.500 9)12,501) S 15,0110 1996 C 28,000 9) 13,000 S 15,0430 1995 C 16,3041 9 8.8041 S 9,000 1994 C 18.300 A 9.8(50 S 10,001) 1993 C 33.9410 9 16500 5 16,500 1992 C 36,500 ti 13590 S 17,000 1991 32.296 V 14,598 $ 17,682 1959) 39,253 w 12,4.59 5 16,794 19319 30,934 9)14,162 5 16.772 1938 29,424 9) 16,783 S 12,641 1537 29,475 413.446 5 16,229 1936 37.084 9)19.390 S 17,694 1976 34,559 9 13,223 5 16,331 A433T Flags C = Con3puktt, 13 ' mtna 6 sssPtl alc; C- 1-ina Yin€ E9C S � Sxxsxit4 Ycasr 193, 1I,.: -S Eunl Ycrac Pict: Y = Unknown J:\3255 - 501, Vi[lo tvtonga Traffic, Site Uffiity\2004,02,02 Musp Revision.doc 65 TRAFFIC TRENDS Srickell Avenue -- SITE 5042 (200' S!4 SE 8 ST) 50000 Ti 40000 ea 0000 -: 0000 } `� 10000 0 1997 1997 2002 Observed Covent Pitied Curve Log, (Filled Curve) y = 7624.7Ln(x) + 16903 Rx = 0.8422 2007 2012 Year 21(17 "Annual Trend Increase: 718 Trend R•squared: 17.7% Trend Annual Historic Growth Rate: 2.89% Trend Growth Rate (202 to Dealgn Year): 2,28% Printed: 20-©ct-63 County: Station #: Highway: 2f%22 Dade 0 8 tckell AYonue Traffic ADTIAADT9 Year Count" Trend' 1992 30500 24900 1983 33000 25600 1994 16800 28400 1995 16800 27100 1996 28000 27800 1997 27500 28500 1998 32500 29200 1999 29000 29900 2000 32000 30700 2001 32500 31400 2002 33000 32100 2003 N/A 32800 2li041iFltt£-¥440f 0000 2004 NIA 33500 204%iJL t ?Yr?'tT:€ nd 2005 N/A 34300 TEjAtA�1, Fat��:a�t..g�v�!ttc?�', 13265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doi • 410 • • Prim 13a€L•. Octr20/2005 f;lurkla 10puThacon ofTra -933m 2011 Traw.porta iQa 44ay.4ics ()1Ta<:e 2902 Peak Seatsou Factor Category 12cpart MIAMI-DADE SOUTH MCP' 0.98 Caieyur7- 8701 Week Da tea S[/ PS. of 1 0 I /01 /2002 - 01105(2002 0. 99 1.01 2 t01.4)2 21)02 - 0 t// 12/21X12 1 01 1..03 3 01/13/2002-01i19(2002 1.03 13)5 4 01)20/2€02 • i.11f260(2002 1.02 1,04 5 01/27/2002 • 0 )212002 1,00 1.02 1/ - 02/23f2tN)2--tY1.JC19/2002 - 0.99 1.01 a .7 02/10/2(832 •02(1(232002 9.98 1120 3' 8 02117/2002 - 02/23120002 0.98 1r)0 " 9 021242902 - 01/02/2002 0_9)1 1.00 • 10 1.13.(0312002 - 03i09/2002 0.(}9 1.01) • 11 032100002 - 03/1(332002 0. 911 1.00 " 12 03117/2002 - 0 3123/2002 0.98 1.00 ' 12 0 24/2002-01/30/2002 0.98 1.01) s 14 113/31(2092 - 04/06.12002 0.99 1.01 ' 15 94/972002 - 04113/2002 0.1,19 1.01 • 16 04114/2002-13420/2002 0_99 12)1 17 (.14/21/2002 -0 12712002 0.99 1,01 • 18 04/282002-05304/2(832 0.99 1.01 • 19 05/05/20)2-05111/2002 1399 191 20 05/12/2002 - 05/t9/2902 0.99 t 01 21 05/ 19 2002 - 05325/2002 1:130 1,02 22 05/2622202 - 033/0T/Z002 1(4) 1.02 23 06)0212002 - o041812902 1 3/1 1.02 24 0610912002-0161F512042 1.)11. 1.03 25 0611€121)2-0612212002 1.01 l.03 26 1)6/27112042•06/29/2€02 1.0( 11)3 27 061 30/200? - 07/90/21)02 1.01 1.03 25 07/0712002-072130002 1,01 1.03 29 07/1412002 - /20/2002 1.01 1.03 30 07121/2002 - 07/12712002 1.02 1214 31 07/79(2002 - 08/03t2002 / 3)2 1.04 32 1(8 0 /204 2 - (1;k 10/3002 1.02 1.04 33 08/11171))2- OS/ I712002 1.02 1.04 34 021/ 18/2002 - 08224/2002 f 02 1.1/4 35 08125/2002 - 08/31.(2002 1.0) 1,03 36 (19,10(/2002-09/07/2002 1.01 103 37 09/082002 - 09(1412002 (..0) (02 38 09115/2002 - 09121/21812 1.00 1.02 39 (1E9/22120(12 - 09/78121)05 1 =30 1.02 44) 0912912002 - 10105-r2002 1.34) 1.02 41 (0/0G/21(02 - 10)1212002 1330 1,02 42 10/13/2002 - 1/09/2002 1.00 1.02 43 10/2e12002 - 10226112002 1.00 1.02 44 10.12712002 - 111021218.12 1.00 1_02 45 .11/03i2!)02 - 1120912002 1,00 1_02 46 11/101'21102- 11/1612002 1121) (02 47 1 1/17120 02 - 11/2.312002 1.00 1.02 48 11/2412002 • 1 }17412002 1.00 1.02 49 1.2r1.11/2002 - 12107/2002 (799 1.01 50 12/08F2002 - 12)1412002 0 99 1,01 51 12115€2002 - 12/21/22002 1199 101 32 1722(2002 - 12f28.12002 1211 1.03 33 12/21I2002 - 12/31/2002 1233 1.05 J:13265 - 501, Villa Mooga Traffic, Site U1i1ity\2004,02,02 Musp Revision.doc 67 • APPENDIX E • • SIGNAL 2000 ANALYSIS J:\3265 - 501, Villa Manga Traffic, Site Utility12004,02,02 Musp Revision.doc 68 • Existing Conditions • J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revisian.doc 69 • • • Villa Magna MUSP PM Peak US 1 S SE 8 St SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Snmtary 02/03/04 07:53:42 Intersection Averages for Int # 1 - Degree of Saturation (v/o) 0.62 Vehicle Delay 50.2 Level of Service D Sq 22 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 LD/LG + + /1\ + +> 1 l North 1 + v + + + + G/C=0.070 1 G/C=0.391 I G/C=0.209 1 G/C=0.174 G= 8.0" 1 G= 45.0" I G= 24.0" 1 G= 20.0" Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 Y+RR 5.0" OF 0.0% 1 OFF= 9.6% 1 O =53.0% 1 OFF=78.3% C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0% 1 Lane (Width/I g/C 1 Service Rate' Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanosl Reqd Used 1 @C (vph) @E IVolumel v/c 1 Delay 1 S [Model 11 N Approach 74.8 E I TH 1 36/tH 0.347 10.487 1 2293 1 2476 1 1251 10.505 1 20.8 1 C+1 459 ftl 1 LT 1 24/10.263 10.070 1 1 1 208 1 343 11.435 1 271.6 1 F 1 546 ft] S Approach 27.3 C+ 1 RT 1 12/1 10.287 10.391 1 423 1 620 1 167 10.269 1 24.9 1 C+1 174 ftl 1 TH 1 36/3 10.323 10.391 1 1618 1 1990 1 1037 10,521 1 27.7 1 c J 427 £t1 E Approach 44.3 D+ 1 RT 1 24/2 10.339 10.539 1 1396 1 1502 1 552 10.434 1 16,1 1 8 1341 £t1 I LT 112/1 10.308 10.174 1 1 1 286 1 313 11.016 1 103.0 1 E' 1 575 ftl W Approach 1'+TH 1 24/2 10.263 10.209 1 1 J 684 1 471 10.689 1 45.0 1 D+I 353 #'t1 1 LT 1 24%2 10.271 10.209 1 1 1 716 1 409 10.571 1 42.0 1 D+1 295 ftl 43.6 D+ J:.3265 - 501, Vida Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 70 • • • Villa Magna MUSP PM Peak U$ 1. 6 CORAL WAY SIGNAL2000/TLAPAC(Ver 1.01.00] - Capacity Analysis Summary 02/03/04 07:59:07 Intersection Averages for Int # 2 - Degree of Saturation (v/c) 0,64 Vehicle Delay 48.3 Level of Service D Sq 47 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 LD/LG - / 1 \ North 1 G/C=0.061 1 G/C=0.513 1 G/C=0.130 1 G/C=0.139 G= 7.0" 1 G= 59.0" 1 Go.- 15,0" 1 G= 16.0" Y+Ft= 3.0" 1 Y+R. 5.0" 1 Y+RR 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF= 8.7% 1 OFF=64.3% 1 0 81.7% C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec - 0.0% I Lane 1Width/1 g/C 1 Service Rate! Adj 1 1 BCM 1 L 1 Queue 1 1 Group 1 Lanesl Reqd Used 1 @C (vph) @E lvolu>nel v/a 1 Delay 1 8 Model 11 N Approach 23.9 C+ RT TH LT 1 12/1 10.452 10.687 1 1041 1 1088 1 560 10.515 1 10.5 1 B+I 402 ftl 1 24/2 10.402 10.513 1 1673 1 1916 1 1133 10.624 1 21.7 1 C+1 626 ftI 1 12/1 10.246 10.061 1 1 1 83 1 102 10.944 t 122.7 j F 1 198 ftl S Approach 1 RT+TH 1 LT 1 12/1 10.264 10,061 1 1 1 83 1 172 11.593 l 359.7 1 F 1 567 ftl 93.0 1 24/2 10.311 10.513 l 1653 1 1796 1 604 0.336 1 17.0 1 B 1 277 ftl E Approach 63.3 E+ IRT+TH+LTJ 24/2 10,272 10.139 1 1 1 460 1 49.3 10.862 1 63.3 1 E+J 369 ftl W Approach 55.9 E+ IRT+TH 1 12/1 10.267 10.130 1 1 1 192 1 173 10.794 1 66.5 1 E+1 274 ftl 1 LT 1 24/2 10.245 10.130 1 1 1 427 1 208 10.464 1 47.0 1 D 1 152 ftl J:13265 - 501, Vida Manga Traffic, Site Utility12004,02,02 Musp Revision.doc 71 • • Villa Magna NUSP PM Peak US 1 & SE 15 RD SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary 02/03/04 08:01:02 Intersection Averages for Int # 3 - . Degree of Saturation (v/c) 0.54 Vehicle Delay 24.9 Level of Service C+ Sq 11 1 Phase 1 1 Phase 2 LD/LG /tl North <+ + +> + + + + + + G/C=0.739 1 G/C=0.174 G= 85.0" 1 G= 20.0" Y+R-= 5.0" 1 Y+Ft= 5.0" OFF= 0.0% 1 OFF=78.3% C=115 sec G=105.0 sec = 91.3% Y=10.0 sec = 8.7% Ped= 0.0 sec = 0.0S I Lane [Width/I g/C 1 Service Rate' Adj 1 I HCM I L I Queue I 1 Group I Lanes! Reqd Used 1 @C (vph} @E 'Volume] v/c I Delay I S (Model 11 N Approach 7.4 A 1RT+TH 1 24/2 10.465 10.739 12605 12605 1 I LT 112/1 10.238 10.739 I 473 [ 511 1 24 10.047 1 4.1 1 A 1 11 ftl 444 10.554 7.5 1 A 1 518 ftl 8 Approach 6.1 A IRT+TH 1 24/2 10.328 10.739 1 2573 1 2573 I 704 10.274 1 5.2 1 A 1 197 ftl 1 LT 1 12/1 10.583 10.739 1 169 1 202 1 119 10.589 1 11.4 1 8+1 97 ftl E Approach 49.7 D 1RT+TH+LT1 24/2 10.273 10.174 I 1 1 327 1 235 10.677 1 49.7 1 D 1 190 ftl W Approach 140.6 F 1RT+TH 112/1 10.329 10.174 I 1 1 209 1 268 (1.155 1 154.9 I F 1597 ft1 1 LT 124/2 10.228 10.174 I 1 1 322 I 38 10.111 1 40.2 1 D+I 25 ft1 J:\3265 - 501, Villa Mango Traffic, Site Ut14\2004,02,02 Musp Revision.doc 72 • Villa Magna MUSP PM Peak S BAYSfORE DR & SS 8 ST SIGNAL2000/TEAPACtVer 1.01.00] - Capacity Analysis Summary 02/03/04 08:05:00 Intersection Averages for Int # 4 - Degree of Saturation (v/c) 0.42 Vehicle Delay 13.6 Level of Service 13+ Sq 13 1 Phase 1 1 Phase 2 1 Phase 3 LD/LD /1\ 1 North + + <+ <+ +> ++++> + + ++++ + + v G/C=0.087 1 G/C=0.061 l G/Ca0.739 G= 10.0" 1 G= 7,0" G= 85.0" Y+R= 5.0" 1 T+R== 3.0' 1 Y+R= 5.0" OFF= 0.0% 1 OFF=13,0$ 1 OFF=21.7% C=115 sec G=102.0 sec = 88.7% Y=13.0 sec = 11.3% Ped= 0.0 sec = 0.0% 1 Lane IWidth/1 g/C 1 Service Rate1 Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanes' Regd Used 1 @C (vph) @8 !Volume) v/c l Delay 1 S Model 11 N Approach 48.8 1RT+TH 1 24/2 10.225 10.087 1 1 1 232 1 37 10.141 1 48.8 1 0 1 28 ftl S Approach 84,5 IRT+TH+LTI 24/2 10.254 10.087 1 1 I 245 l 251 10.913 1 84.5 1 F 1 253 ftl E. Approach 5.6 A 1 TH 1 24/2 10.328 10.739 1 2616 1 2616 1 717 10.274 1 5.2 1 A 1 200 ftl 1 LT 1 12/1 10.446 10.739 1 281 1 327 1 112 10.343 1 8.1 1 A 1 74 ftl W Approach 3.2 A 1RT+TH 1 24/2 10.425 10.826 1 2788 1 2788 j 1189 10.426 1 3.2 1 A 1 284 ft1 1 LT 1 12/1 10.220 10.061 1 1 1 83 1 1 10.009 1 50.8 1 D 1 1 ftl f:13265 - 501, Vi€k Mango Traffic, Site Ut€Ii y\2004,02,02 Musp Revlsion.doc 73 • Villa Magna MUSP PM Peak CORAL WAY & MIAMI AVE 02/03/04 08:06:24 SIGNAL2000/TEAPAC(Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 5 - . Degree of Saturation (v/c) 0.52 Vehicle Delay 12.4 Level of Service a+ Sq 11 1 Phase 1 I Phase 2 LD/LD + + + ll\ <+ • + +> 1 I " North <+ + +> 1 + + + + + + ++++ <++++ ++++ ++++ V ++++> ++++ v G/C=0.283 1 G/C=0.550 G= 17.0"G= 33.0" Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 0E7=36.7% C= 60 sec G- 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec = 0.0% 1 Lane 1Width/1 g/C I Service Rate! Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanesl Reqd Used 1 @C (vph) @E !Volume' v/c 1 Delay 1 S 1Mode1 11 ach 17.3 8 1Rx'+TH+LT1 24/2 10.126 10.283 1 804 1 877 1 303 10.345 1 17.3 1 B 1 103 ft1 S Approach 17.4 8 ERT+TH+LT1 24/2 10.131 10.283 I '714 1 787 1 281 10.357 1 17.4 1 B 1 96 ftl E Approach 10.4 S+ IRT+TR+LTI 24/2 10.346 10.550 1 1804 1 1804 1 1067 10.591 1 10.4 1 8+1 313 ftl W Approach 10.8 8+ S 1RT+TH+LT1 24/2 10.340 10.550 1 992 1 1021 I 556 10.545 1 10.8 1 8+1 171 ft1 J:\3265 - 501, Villa Mango Traffic, Site Utilify\2004,02,02 Musp Revision.doc 74 • • • Villa Magna MUSP PM Peak 3 MIAtI AVE & S 15 RD SIGNAL20Q0/TEAPAC[Ver 1.01.00] - Capacity Analysis Summ 02/03/04 08:07:57 Intersection Averages for Int # 6 Degree of Saturation (v/c) 0.36 Vehicle Delay 11.4 Level of Service 8+ Sq 11 1 Phase 1 1 Phase 2 ID/LEI !E� 1 North + + + A <+ + +> <++++ v ++++ A ++++ v + + • + ++++ + + + v G/C=0.150 1 G/Ca0.683 G= 9.0" 1 G= 41.0" Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 O 23.3% C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec = 0.0% 1 Lane 1width/1 g/C 1 Service flatel Adj I 1 RCM 1 L 1 Queue 1 1 Group 1 Lanes1 Reqd Used 1 @C (vph) @E 'Volume' v/c 1 Delay 1 S !Model 11 N Approach 23.6 C+ IRT+TH+LTI 24/2 10.085 10.150 1 389 1 478 1 192 10.402 1 23.6 1 C+1 76 ft] 8 Approach 24.5 C+ IRT+TH+LT1 24/2 10.105 10.150 1 344 .1 429 1 220 10.513 1 24.5 1 C+1 91 ft1 E Approach 3.5 A IRT+1'H+LT1 24/2 10.134 10.683 1 1944 1 1944 1 268 10.138 1 3.5 1 A 1 47 ft1 W Approach 5.2 A 18T+TH 1 12/1 j0.325 10.683 1 1185 1 1187 I 487 10.410 1 5.2 1 A 1 184 ft1 1 LT 112/1 10.000 j0.683 1 727 1 747 1 10 10.013 1 3.0 1 A I 3 f'tl J: \3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 75 • Background and Committed Traffic • • J:\3265 - 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 76 • Villa Magna MUSP PM Peak US &SE9St Background & Committed Traffic SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary 02/03/04 08:15:17 Intersection Averages for Int # 1 - Degree of Saturation (v/c) 0.68 Vehicle Delay 57.4 Level of Service E+ Sq 22 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 LD/LG /1\ 1 1 North 1 + + +> + + + + + + + + v G/C=0.070 1 G/C=0.391 J G/C=0.209 1 G/C=0-174 G= 8.0" 1 G= 45.0" 1 G= 24.0" 1 G= 20.0" Y+R= 3,0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF= 9.6% 1 OF7=53.0% 1 OFF=78.3% C=115 sea G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0$ 1 Lane 1Width/I g/C 1 Service Rate! Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanes' Reqd Used 1IC (vph) @B 1Volumel v/c 1 Delay 1 S IModel .1 N Approach 88.2 TH 1 36/3 10.360 10.487 LT 1 24/2 2293 1 2476 1 1368 10.553 1 21.6 1 C+1 521 ftl .267 10.070 1 1 1 208 1 376 11.573 1 330.7 1 F 1 641 ftl 8 Approach 28,1 RT 1 12/1 10.293 10.391 1 423 1 620 1 182 10.294 1 25.3 1 0+1 190 ftl TH 1 36/3 10.333 10.391 1 1618 1 1990 1 1133 10.569 1 28.6 1 C 1 480 ftI E Approach 54.0 D 1 RT 1 24/2 10.353 10.539 1 1396 1 1502 1 712 10.474 1 16.6 1 B 1 383 ft1 1 LT 1 12/1 10.318 10.174 1 1 1 286 1 342 11.110 1 131.8 1 F 1 700 ftj W Approach 45.4 D 1ILT+TH 1 24/2 10.290 10.209 1 1 1 684 1 515 10.753 1 47.4 1 D 1 400 ftJ 1 LT 1 24/2 10.276 10.209 1 1 1 716 1 447 10.624 1 43.1 1 D+1 317 ft1 J:\3265 - 501, Vilia Mango Traffic, Site Utility\2004,02,02 Musp Revision.doc 77 • • • Villa Magna MUSP PM Peak 02/03/04 US 1 & CORAL WAY 08:17:09 Background & Committed Traffic SIGNAL2000/TEAPAC(Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 2 - . Degree of Saturation (v/c) 0.70 vehicle Delay 55.3 Level of Service E+ Sq 47 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 LD/LG /I\ 1 North +> + + G/0=0.061 1 G/C=0.513 I G/C=0.130 1 G/C=0.139 G= 7.0" 1 G= 59.0" 1 G= 15.0" 1 G= 16.0" Y+R= 3.0" 1 Y+1t= 5.0" 1 Y+RR 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF= 8.7% 1 OFF=64.3% 1 OFF=81.7% C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7-% Ped= 0.0 sec = 0.0% Lane IWidth/1 g/C 1 Service Rate1 Adj I 1 HCM 1 L 1 Queue 1 Group 1 Lanes; Reqd Used 1 @C (vph) @E 1Volumel v/c 1 Delay 1 S IModel 11 N Approach 26.5 C+ RT 1 12/1 10.476 10.687 1 1041 1 1088 1 612 10.563 1 11.3 1 B+1 461 ftl TH 1 24/2 10.422 10.513 1 1673 1 1816 1 1239 10.682 1 23.1 1 C+1 727 ftl LT 1 12/1 10.248 10.061 1 1 1 83 1 111 11.028 1 148.3 1 !`' 1 235 ftl S Approach 107.3 F IRT+TH 1 24/2 10.320 10.513 1 1653 1 1796 1 660 10.367 I 17,4 1 B 1307 ftl 1 LT 1 12/1 10.268 10.061 1 1 1 83 1 188 11.741 1 422.7 1 F 1 657 ftl 2 Approach 77.0 1R7+TH+LT1 24/2 10.277 10.139 1 1 1 460 1 453 10.946 1 77.0 1 E 1 443 ftl W Approach 61.3 E+ 1RT+TH 1 LT 1 12/1 10.272 10.130 1 1 1 192 1 189 10.867 1 77.8 1 E 1 314 ft1 1 24/2 10.248 10.130 1 1 1 427 1 227 10.507 1 47.5 1 D 1 168 ftl J:\3265 - 501, Villa Monga Traffic, Site Utility\2004,02,02 Musp Revsion.doc 78 • • • Villa Magna MUSP PM Peak 02/03/04 US 1 & SE 15 RD 008:18:36 Background & Committed Traffic SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 3 - . Degree of Saturation (v/c) 0.60 Vehicle Delay 30.5 Level of Service C Sq 11 1 Phase 1 1 Phase 2 LD/LG II\ 1 North { ++++ <+ '++ A +++i. G/C=0.739 1 G/C=0.174 G= 85.0" 1 G= 20.0" Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF=78.3% C=115 sec G=105.0 sec = 91.3% Y=10.0 sec = 8.7% Ped= 0.0 sec = 0.0% 1 Lane !Width/1 g/C 1 Service Rate' Adj 1 1 HCM { L 1 Queue 1 1 Group 1 Lanes! Reqd Used 1 @C (vphi @E 'Volume! v/c 1 Delay 1 S !Model 11 N Approach 8.1 A 1RT+TH 1 24/2 10.494 10.739 1 2605 1 2605 1 1577 10.605 8.1 1 A 1 609 ftl 1 LT 1 12/1 10.243 10.739 1 436 1 474 1 28 10.059 1 4.1 1 A 1 13 ftl S Approach 8.9 A 1RT TH 1 24/2 10.340 10.739 1 2573 1 2573 1 770 10.299 1 5.3 1 A 1 218 ftl 1 LT 1 12/1 10.719 10.739 1 136 1 165 1 130 10.778 1 29.8 1 C 1 148 ftl E Approach 54.9 D 1RT+TR+LT1 24/2 10.280 10.174 1 1 317 1 257 10.760 1 54.9 1 D 1 219 ft1 W Approach 178.1 F 1RT+TH 1 12/1 10.343 10.174 1 1 LT 1 24/2 10.230 10.174 1 1 209 1 294 13..267 1 197.3 1 E' 1 729 ftl 1 1 301 1 41 10.127 40.3 D+ 28 ftl J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 79 • Villa Magna MUSP PM Peak S BAYSHORE DR & SE 8 ST Background & Committed Traffic SIGNAL2000/TEA.PAC[Ver 1.01.00] - Capacity Analysis Summary 02/03/04 08:20:50 Intersection Averages for Int # 4 A Degree of Saturation (v/c) 0.46 Vehicle Delay 16.0 Level of Service B Sq 13 1 Phase 1 1 Phase 2 1 Phase 3 LD/LD /!\ North 1 <+ +7 + + G/C=0 - 087 G= 10.0" Y+R= 5.0*" OF'F= 0.0% G/C=0.061 G= 7.0" Y+R= 3.0" OFF=13.0% G/C=0.739 G= 85.0" Y+R= 5.0" OF =21.7% C=115 sec G=102.0 sec = 88.7% Y=13.0 sec = 11.3% Pod= 0.0 sac = 0.0% 1 Lane Width/1 g/C 1 Service Rate' Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanes! Reqd Used 1 9C (vph) gE 'volume! v/c 1 Delay 1 S [Model 11 N Approach 48.9 D IRT+TH 1 24/2 10.225 10.087 1 1 1 232 j 40 10.153 1 48.9 1 0 1 30 ftI S Approach 104,6 F IRT+Tf+LTI 24/2 10.257 10.087 1 1 1 245 1 273 10.993 1 104.6 1 F 1 302 ftl E Approach 5.9 A TH 1 24/2 10.339 10.739 1 2616 1 2616 1 783 10.299 1 5.3 1 A 1 222 ftl LT 1 12/1 10.496 10.739 1 248 1 293 1 122 10.416 1 10.0 1 A 1 87 ftl W Approach 3.4 A IRT+TH 1 24/2 10.448 1 LT 1 12/1 10.220 0.826 1 2788 1 2788 1299 10.466 3.4 A 1 324 ft1 0.061 1 1 1 83 1 10.009 50.8 D 1 1 £t! J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 80 • • • Villa Magna MUSP 1M Peak 02/03/04 CORAL WAY & MIAMI AVE 08:22:20 Background & Committed Traffic SIGNAL20OO/TEAPAC(Vez1.01.001- Capacity Anal SY Intersection Averages for Iret # 5 - Degree of Saturation (v/c) 0.57 Vehicle Delay 13.2 Level of Service B+ Sq 11 I Phase 1 1 Phase 2 1 LD/LD + + + + + + / ! \ <+. + +> 1 North <+ + +> 1 + + + G/C=0.283 1 G/C=0.550 1 G= 17.0" I G= 33.0" I Y+R= 5.0" ! Y+RR 5.0" 1 OF'F= 0.0% 1 OFF=36.7% C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec = 0.0% 1 Lane !Width/l g/C 1 Service Rate' Adj I 1 HCM 1 L 1 Queue I I Group I Lanes! Reqd Used 1 @C (vph) @E IVolumel v/c 1 Delay 1 S 'Model 11 N Approach 17.5 IRT+TH+LTI 24/2 10.135 10.283 1 804 ! 877 1 331 10.377 I 17.5 I B 1 114 ft' 3 Approach 17.7 B 1RT+TH+LTI 24/2 10.143 10,283 1 702 1 774 ! 308 10.398 1 17.7 1 B 1 107 ftl E Approach 11.3 B+ 1RT+TH+LT1 24/2 10.374 10.550 1 1800 1 1800 1 1168 10.649 1 11.3 1 8+1 361 ftl W Approach 12.4 8+ 1RT+TH+LT1 24/2 10.384 10.550 1 934 1 965 1 608 10.630 1 12.4 1 8+1 203 ftl 13265 - 501, Villa Mango Traffic, Site Ut11ity\2004,02,02 Musp Revision.doc 81 • Villa Magna MUSP PM Peak 02/03/04 3 MLAMI AVE & S 15 RD 08;23:47 Background & Committed Traffic SXGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 6 - Degree of Saturation (v/c) 0.40 vehicle Delay 11.8 Level of Service B+ Sq 11 1 Phase 1 1 Phase 2 LD/LD /I\ North ++++ <++++ A ++++ ++++ v ++++> v G/C'0.150 1 G/C=0.683 G= 9.0" I G= 41.0" Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% I OFF=23.3% C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7$ Ped= 0.0 se❑ = 0.0% 1 Lane (Width/1 g/C I Service Ratet Adj I I HCM 1 L 1 Queue I 1 Group 1 Lanes! Reqd Used 1 @C (vph) @E (Volume! v/c 1 Delay 1 S (Model 11 N Approach 23.9 C+ IRT+TH+LTI 24/2 10.092 10.150 I 386 I 475 1 210 10,442 1 23.9 1 C+t 84 ftl S Approach 25.4 C+ IRT+TH+LTI 24/2 10.113 10.150 1 342 1 427 1 241 10.564 1 25.4 I C+I 101 ftt E Approach 3.5 A IRT+TH+LTI 24/2 10.145 10.683 1 1909 1 1,909 1 .293 10.153 1 3.5 1 A 1 52 ftI W Approach 5.5 A IRT+TH 1 12/1 10.348 10.683 1 1185 1 1187 I 531 10.447 1 5.6 1 A 1 206 ft1 1 LT 1 12/1 10.000 10.683 I 708 1 729 1 11 10.015 1 3.0 1 A 1 3 ft1 J:13265 - 501, Villa Marga Traffic, Site Utiiity12004,02,02 Musp Revision.doc 82 • Project and Committed Traffic • • J:\3265 - 501, Vi[In Manga Traffic, Site UJti1i y\2004,02,02 Musp Revision.doc 83 • Villa Magna MUSP PM Peak 02/03/04 US 1 & SE 8 St 08.29:05 Project & Committed SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacityxxa1ysis .Summary Intersection Averages for Int # 1 - Degree of Saturation (v/c) 0.72 Vehicle Delay 67.0 Level of Service E+ Sq 22 1 Phase 1 1 Phase 2 l Phase 3 I Phase 4 LD/LG /1\ 1 1 North + + V n + + + + G/C=0.070 1 G/C=0.391 1 G/C=0.209 ( G/C=0.174 G= 8.0" 1 G= 45,0" I G= 24.0" 1 G= 20.0" Y+R= 3.0" 1 r+R= 5.0" I T+R= 5.0" I Y+R= 5.0" OFF= 0.0% 1 OFF= 9.6% I OFF=53.0% 1 OFF=78.3% C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0% 1 Lane Width/1 g/C 1 Service Rate 1 Adj 1 1 ec.M 1 L 1 Queue 1 I Group I Lanesl Read Used 1 @C (vph) @E !Volume' v/c 1 Delay 1 S IMode1 11 N Approach 114.4 F TB 1 36/3 10.366 10.487 2293 1 2476 1 1418 10.573 1 22.0 I C+I 549 ftl LT 1 24/2 10.273 10.070 1 1 1 208 1 426 11.782 1 422.0 I F 1 783 ftl S Approach 28.8 C 1 RT I TS 112/1 10.293 10.391 1 423 1 620 1 182 10.294 1 25.3 1 36/3 10.341 10.391 1 1618 1 1990 11204 10.605 1 29.3 1 C 1 523 ft1 C+1 190 ftl E Approach 53.8 RT 1 24/2 10.355 10.539 1 1396 1 1502 1 720 10.479 1 16.7 1 8 1 389 LT 1 12/1 10.318 10.174 I 1 1 286 1 342 11.110 1 131.8 I F 1 700 ftl W Approach 46.5 D IRT+TN 1 1 684 1 540 10.789 1 49.3 1 0 1 430 ft1 1 LT 124/2 10.276 10.209 I 1 1 716 1 447 10.624 1 43.1 I 0+1 317 ftl 1 24/2 10.295 10.209 1 1\3265 - 501, Viilo Mongo Traffic, Site Utility\2004,02,02 Musp Rvision.doc 84 • Villa Magzia MUSP PM Peak 02/03/04 us 1 & CORAL WAY 08:31:03 Project & Committed SIGN L2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 2 - Degree of Saturation (v/c) 0.73 vehicle Delay 60.8 Level of Service E+ Sq 47 I Phase 1 1 Phase 2 I Phase 3 1 Phase 4 LD/LG /I\ North { + + +> <+ G/C=0.061 I G/C=0.513 1 G/C=0.130 1 G/C=0.139 G= 7,0" 1 G= 59.0" ( G= 15.0" 1 G= 16.0" Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" I Y+Rm 5.0" OFF= 0.0% 1 OFF= 9.7% 1 OE'F=64.3% i OFF=81.7% C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0% 1 Lane IWidth/1 g/C 1 Service Ratef Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanesl Regd used 1 @C (vph) eE Ivolumel vie I Delay 1 S 1Mode1 11 N Approach 29.6 C 1 RT 1 12/1 10.483 10.687 1 1041 1 1088 1 628 10.577 1 11.6 1 8+1 480 ftl 1 'i'H 1 24/2 10.423 10.513 1 1673 1 1816 1 1243 10.684 1 23.1 1 C+1 731 ftl 1 LT 1 12/1 10.251 10.061 1 1 1 83 1 124 11.148 1 185.9 1 F 1 299 ftl S Approach 104.5 F IRT+TH 1 24/2 10.326 10.513 1 1642 1 1785 1 689 10,386 1 17.6 1 13 1 323 ft.I 1 LT 1 12/1 10.268 10.061 1 1 1 83 1 188 11.741 1 422.7 1 F 1 657 ft1 ii Approach 90.0 IRT+TH+LT1 24/2 10.280 10.139 1 1 1 460 1 478 10,998 1 90.0 1 F 1 497 ft1 W Approach 81.4 F 1RT+TH 1 12/1 10.282 10.130 1 1 1 197 1 229 11.027 i 117.4 1 F 1 445 ftl 1 LT 1 24/2 10,251 10.130 1 1 1 427 1 251 [0.560 1 48.5 1 D 1 188 f t1 J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 85 • Villa Magna MUSP PM Peak US 1 4 SE 15 RD Project & Committed StGNAL2000/TEAPAC(Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 3 - Degree of Saturation (v/c) 0,61 Vehicle Delay 32.2 Sq 11 I Phase 1 I Phase 2 LO/LG /1\ 1 1 North <+ + +� + + + + + + G/C =0.739 G= 85.0" Y+R= 5.0" OF'F= 0.0% G/C=0.174 G= 20.0" Y++R.m 5.0" OFF=78.3% C=115 sec 02/03/04 08:33:23 Level of Service C G=105.0 sec = 91.3% Y=10.0 sec = 8.7% Ped= 0.0 sec = 0.0%C 1 Lane lwidth/I g/C 1 Service Ratel Adj 1 1 HCM I L 1 Queue 1 1 Group 1 Lanesl Reqd Used 1 8C (vph) 9E [Volume' v/c 1 Delay I S IModel 11 N Approach 8.2 A 3RT+TH 1 24/2 10.498 10.739 1 2605 1 2605 1 1595 10.612 1 8.2 1 A 1 622 ftI 1 LT 1 12/1 10.244 10.739 1 415 1 453 I 28 10.062 I 4.2 1 A I 13 ft1 S Approach 9.3 A (PT+TH 124/2 10.347 10.739 12569 1 2569 I 809 10.315 1 5.4 1 A 1 232 ftI I LT 112/1 10.734 10.739 I 132 I 161 I 130 10.798 I 33.2 1 C 1154 ftl E Approach 58.3 E+ IRT+TH+LTI 24 2 10.283 (0.174 I 1 1 317 I 270 10.799 I 58.3 I E+1 237 ftl W Approach 189.1 F IRT+TH 112/1 10.346 10.174 I 1 LT 124/2 10.230 10.174 I 209 I 301 11.297 1 209.3 I F 1765 ft1 289 1 41 10.132 1 40.4 I A+1 28 ftl J:\3265 -501, Villa Manta Traffic, Site Utility\2004,02,02 Musp Revision.doc 86 • Villa Magna MUSP PM Peak S F3ATSHORE DR & SE 8 ST Project & Committed 02/03/04 08:35:02 SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 4 - Degree of Saturation (v/c) 0.50 Vehicle Delay 18.1 Level of Service 8 Sq 13 [ Phase 1 1 Phase 2 1 Phase 3 LD/LD 1 1 North + <+ <+ + +> G/C=0.087 1 G/C=0.061 G- 10.0" ( G= 7.0" Y+R= 5.0" I Y+R 3.0" OFF= 0.0% 1 OFFF13.0% G/C=0.739 G= 85.0" Y+R= 5.0" 0WE" =21. 7% C=115 sec C=102.0 sec = 88. 7% Y=13.0 sec = 11.3% Ped= 0.0 sec = 0.0% 1 Lane (Width/1 g/C 1 Service Rate' Adj 1 1 HCM 1 L 1 Queue 1 1 Group 1 Lanes' Regd Used 1 @C (vph} 2R 'Volume! v/c 1 Delay 1 S IModel 11 N Approach 48.9 D IRT+TH 1 24/2 10.225 10.087 1 1 1 232 1 40 10.153 1 48.9 1 D I 30 ftl S Approach 120.8 F IRT+TH+LTI 24/2 10.259 10.087 1 1 1 245 1 289 11.051 1 120.8 1 F 1342 ftl E Approach 6.5 A TH 1 24/2 10.339 10.739 1 2616 1 2616 1 783 10.299 1 5.3 1 A 1 222 ftl LT 1 12/1 10.563 10.739 1 217 1 262 1 136 10.519 1 13.5 I 8+1 110 ftl W Approach 3.7 A IRT+TH 1 LT 1 24/2 10.475 10.826 1 2765 1 2765 1 3.409 10.510 1 3.7 1 A 1 372 ftl [ 12/1 10.220 10.061 1 1 1 83 1 1 10.009 1 50.8 1 D 1 1 ftl J:\3265 501, Villa Mango Traffic, Site Utility\2004,02,02 Musp Revision.dac 87 • Villa Magna MUSP PM Peak CORAL WAY & MINOT AVE Project & Committed 02/03/04 08:36:22 SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 5 - . Degree of Saturation (v/c) 0,60 Veh.i.cle Delay 13.7 Level of Service B+ Sq 11 I Phase 1 Phase 2 + + + + + + /1\ <+ + +> 1 1 A North 4+ + t> 1 + + + + + + G/C=0.283 G= 17.0„ Y+R= 5.0" OFF= 0.0% G/C=0.55O G= 33,0" Y+R= 5.0" OFF=36.7% C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec = 0.0% 1 Lane 1Width/1 g/C I Service Rate] Adz 1 1 ECM 1 L 1 Queue 1 1 Group 1 Lanes' Reqd Used 1 @C (vph) @E 1Volumel v/c I Delay 1 S IModel 11 N Approach 17.5 B 1RT+TH+LTI 24/2 10.135 10.283 1 804 1 877 1 331 10.377 1 17.5 1 B j 114 ftl S Approach 17.7 IRT+TH+LTI 24/2 10.145 10.283 702 1 774 1 313 10.404 1 17.7 1 B 1 109 ft1 E Approach IRT+TH+LTI 24/2 10.386 10.550 11.7 B+ 1796 1 1796 1 1208 10.673 1 11.7 1 13+1 384 ft1 W Approach 13.5 B+ I1T+TFi+LT1 24/2 10.408 10.550 1 929 1 960 1 650 10.677 1 13.5 1 B+1 229 £t1 J:\3265 - 501, Villa Mango Traffic, Site Utilify12004,02,02 Musp Revision.doc 88 • Villa Magna MUSP PM Peak 02/03/04 S MIAMI AVE & S 15 RD 08:38:21 Project & Committed SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 6 - Degree of Saturation (v/c) 0.41 Vehicle Delay 12.0 Level. of Service 8-1- Sq 11 LD/LD /I\ North 1 Phase 1 1 Phase 2 G/C=0.150 J G/C=0.683 G= 90" [ G= 41.0" Y+R= 5.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF=23.3% C= 60 sec G© 50.0 sec = 83.3%5 Y=10.0 sec = 16.7% Ped= 0.0 sec = 0.0% 1 Lane 1Width/1 g/C 1 Service Ratel Adj I 1 HCM I L 1 Queue 1 I Group 1 Lanes! Reqd Used I @C (vph) @E IVolumel v/c I Delay 1 $ 1Model 11 N Approach 23.9 C+ IRT#TS+LTI 24/2 10.093 10.150 1 386 1 475 213 10.448 1 23.9 1 C+1 85 ftl S Approach 26.0 C+ 1117+TB+LTJ 24/2 10.118 10.150 1 343 1 428 1 253 10.591 1 26.0 1 C+J 108 ft1 E Approach 3.5 A 1R1'+TE+LTI 24/2 10.148 10.683 1 1890 1 1890 1 297 10.157 1 3.5 1 A 1 53 ftl W Approach 5,5 1RT+TH 1 12/1 10.348 10.683 1 1185 11187 I 531 10.447 I 5.6 1 A 1206 ft1 1 LT 1 12/1 10.000 10.683 1 705 1 726 1 11 10.015 1 3.0 I A 1 3 ftl J:\3265 - 501, Villa Mango Traffic, Site Uti€fry\2004,02,02 Musp Revision.doc 89 • APPENDIX F • PERSON TRIP VOLUME AND CAPA.CIT.Y ANALYSIS \32b5 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc 90 • • • aop uoisinaa dsn 6o`Z0`6o0Z\A}!€!+n aflS �'.}}° 1 06u0V4 DIM ' 1.0; _ 59Z£1 PERSON TRIP VOLUME Ake CAPACITY ANALYSIS TABLE .... .............. ......._.. ......._.,.� :-._........._.....,.........�..�.. ^aaan"w ! 4100A 40•041'EN C.CA,d,944 4'? Pe 1'd. u.v "tR A 4444. .H84 4. 1, 1Yu k <4444 uv Y"c':fi.151 ..0., V<4 44 <'.4< 'a44'3✓n$ G; 1# 4:kC{:5'9 , 4;li 404, 44Y,`d R04 is@CI- 44L N.0 '74. uNra_"flh" L'A4RI. I'v C11' 411 A'Ai:. .4. 10k 'ikv'.iF.' 440 L4,Y 'IN.t i) L ^_! 301'a;d. NNET . :441,. 'lf1A.0 f1a:R5 thnia 5•d rit100': IRO Y;%CEN,T.. "deePeN 14, 0Ea9Lh0 '117.9 1Fc'443 :' 4Cu5,0.14 l4 h:rw'il44 K. 44 44. N'Y.C.f.:3 1F.:L,41 Gt ..1' EXISTING-C. 01110 Lt £ Si ,' al Atl as 4141 3YY 1 ki = .... (A M3S -- .- 3 Ca4A 126(. - - - 1.1< ? 99 ,J ``c AFA Y 9•F£, 11 t.13 - 44 L SG:. H �4FA"Y 14' f 1 5, 1 C X' 4,Ci 4< 'rh &U k a w44 Pyi Y51f 1 �sM u8 di9 E'4 �mm f23 E d'SY U ?9 �k4 Td'kfi a x 1 At T 7d'd :.. xt SY hC Y$4 x»I1 SYa C ..,.,°4.«'S .. i4<4< T xx D F a 5k .._.._..... G 5 d -"Lx _......_.....�.,. 141 .•. _ y ._.... 44 3AUi R_ 44 '9 u C� 4N q}:ry ...... P .... _ N5 ._...._..._._ 1pi6 ...._..,.-.-.... 3llS" ....,..,. _. SaI '1 'k'1 {'' ...._.._ .2d Y 11 F »,1 .. . .L.-.. ® .d$ `44 :& 4 193 C S A5 £711T _ S.F S,O j L6 & Fa3 iA"a ANn i"i 29 Yi1 5E &X $h i#i#i U.i C 4F C C &.ti "R tk.' J81 q i 7& V �. 3Y 711 rd +t: _ J 34:A lfiBP i':? 3 ,j- '14 J vl TG. >ti C .,.,,.... 4,41 SArsel Gxs!!4 �,YY Y, s..t W44Ti18AC1CG44 OUM4< _ rsw 1' D. C(3ls4ki€'7'.TEU'TRAFFIC 419 3^.: ID§9 ;'a 06)• 4 9 81Y '� y]� s v h. 18i bY9 4:° VS: P C 4a 55+ --,-._ 3 13e..b t ... 41 _.'._4._... P 6 44 4 9 N G .._.n Neal L C L Y k j j Y. Ydffi0 lk 7 4YS 16 ? 1 IU W 44 449 #]) i tiz e;L:. iY C Ry_a. "" ki9 ry a4 0 I Rv �s 6 �xkd1R l,uv. u - . 1 3 r US 14< SNP= Y9 •C > 344J L: '^L U C. .. ? Y] T SS C °.,r. ... e,.,,. m« w..m- 3. 95 d liS a b,Y itN 2s% R Y Y £ E5 H..? «v A 4Y awaaas i @ - Vl ( .43 E35 82 £ 3 V .� .`. '•:.• �,er .�-'^-. __.._ &6 2+ - Y - h § 4 0 sRu Yua 5 E E u ""I ruu —?- l S E ❑ �,d ,�1"�.. 4 1 �.... u _'""", ^E� &Tv a SW1 d L tl v�r .: 't a sffi aan' i a n 4 ea S 93 Ta h-4.4 Y WirtF.Pft Ecr-:BACKGROUHP & C0MM44TT k,1 TRA1=F [2330 s" ^5a a -.,; a4�.t u - -.'. i`� a 440 - i a��.,M.. W4 i h; 3e 6'S d G3 Y93Y 9x Y% „_ ,' 1 d16 E L@P i' p.� . SON UR as rr _'t c sn 1 c-}T'�'>ua s " w a x "aaa ! 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F -X? *4, • ; <tn.. !!!!. !!&&!•& _ : " ...... . • • APPENDIX G CUEING ANALYS J:\3265 - 50] , Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doe 94 • CARGA inc\Projects120031€33-014_VillaMagna_MUSPtRevfslonstDriveway Analysis_sy6 SimTraffic Performance Report 1: SE 12 St & S Bayshore Or Performance by movement EBT i L 'AiST waR NBR Total Delay (i r) +3_ti 0.0 Delay; Veh ($) 8.2 5.3 8,2 Stop Delay (hr) .G.G 0.0 0,0 St De1(Vah 1a 4,3 3.0 2.6 2.6 Avg Speed {mph) 22 14 14 14 23 1: SE 12 St & S Bayshore Dr Intersection Performance 25 E8 WB NB SB Total Tote/ Delay 01-1r) Delay f Veh (sJ Stop Delay (ht) St De:1Veh (s) Avg Speed (mph) 0.0 0.1 3.0 0.0 0_1 5_2 5.2 5.1 2 1 4.9 0.0 00 0.0 0.0 00 4.3 2.3 0,1 0,1 1,8 22 14 23 25 21 5: SE 12 St & Villa Magna DM Performance by movement ESR NBL Total Delay {hr) Delay/ Veh s; Stop Delay (hr) St DeAfeh ts) Atilt Speed (mphi 0.1 0.0 5.3 3..1 0.0 0.0 0_1 2-1 12 15 5: SE 12 St & Villa Magna DNV Intersection Performance EB NB Total Total Delay (hr.1 0.1 0. ,, 0.1 Delay t Veh (s) 5.3 3.1 4,4 Stop Delay {hr) 0.4 0.0 0.0 Si De!1Vah 1s3 0.1 2.1 0.9 Avg Speed (mph) 12 15 13 Total Network Performance Arl Total Delay (hr) 0,3 Delay / Vet (a) 10.2 Stop Delay {hr) ©,1 St De&Veh 1sf 2.6 Avg Speed (mph) 20 fiat€wivl7•AA51 Ji13265 - 501, Villa Mango Traffic, Si/e Uflity\2G04,02,02 Musp Revision.dnc 22337 Page 2 95 • Driveway Assignment % Out Vehicle Trips Sub -Total S Bayshore Or & SE 12 St WBR 25 % 33 WBT 26 %_ 37 WBL 43 % 70 % In Vehicle Trips 3 Bayshore & SE 12 St NBR EBT 45 % 15 % 101 34 143 SBL 224 TOTAL 367 J:\3255 - 501, Vila Tanga Traffic, Site Utility\2004,02,02 Musp Rev-ision,doc 96 • C;kRGA_inc;Projects12003103-014 ViileMagna_MUSP\RevisionsiDriveway Analysis,sy6 HCM Unsignatized intersection Capacity Analysis —► i 4-- 1 t Movement EBT EBR WSL WEST NBL NSR Lane Configurations j. 41 Sign Control Free Free Stop Grade 0% tl% 0% Volume lvenin 0 224 0 9 143 0 Peak Hour Factor G.92 G 92 0.92 0-9.2 0,92 0.52 Hourly 1frw rate ivahrnl 0 243 0 0 155 0 Pedestrians Lane `Ndth et) Waheng Speed {ft`s0 Percent Blockage Right turn flare {veh) Median type None Median storage veh) eC, canfticting voiume 243 122 122 stage 1 conf VOl vC2, stage 2 conf vol tc, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 po queue =see % 109 82 100 chM capacity ?vehth) 1323 374 929 Direction, Lane # E9 1 B 1 NB 1 Votume Total 243 0 155 Voiume Left 0 0 155 Voiuma Right 243 0 0 cSH 1700 1700 $74 Voiurne to Capa0sty 9.14 0.00 0.18 Queue Length tft) 0 0 15 Co trpi Delay (s) 0.0 0.0 10.0 Lane LOS 9 Approach Delay (s) 0.0 0.0 10.0 Approach LOS 8 intersection Summary Average Delay 3.9 Intersection Capacity Utilization 30.4% ICU Level of Service A ttond1-417-AA51 .i:\3265 - 501, Vifla Manga Traffic, Site Utility\2004,02,O2 Musp Revision.doc Page 1 97 • • • C:;RGA inc\Projects\2003\O3-014_ViltaMagna MUSP1Revisions\Driveway Analysis_sy6 SimTraffic Simulation Summary Stanmary of Entire Run Start Time 4 .5 Ertl Time Total Time (min) 20 Time Recorded (trin) 15 4 of Intervals 2 # of Recorded Intv1s Vehs Entered r_'c Veils Exited 95 Stating Vohs 9 Ending Vehs 7 Denied Entry € efore 0 Denied Entry After 0 Travel Distance {rri} 31 Travel Time Oa) t_� Total Delay ihs) 0.3 Total Stops 37 Fuel Used (gat) 2.9 Interval #0 Information Seeding Start Time a:55 End Time 5 00 Totat rime tmin) 5 Volumes edjusted by Growth z 2Ctors, No data recorded this interval interval k1 Information Recording Start Time 5:00 End Time 5:15 Total Time (min) 15 Volumes adjusted b^y Gtowth Factors. Vehs Entered 95 Veils Exited 95 Starting Vehs 3 Ending Vehs 7 Denied Entry Before 0 Denied Entry After 0 Travel Distance lmi) 31 Travel Time Or) 1.5 Total Delay thr) Total Stops 37 Fuel Used Sgal) 2..9 fioridiv17-AA51 J:\3265 - 501, Villa Manga Traffic, Site Utility\2004,02,02 Musp Revision.doc rn = 22337 Page 1 98 • C:iRGA_inc\Projects`2003\03-014 VitlaMagna_FMUSP\Revisions\Driveway Anafysis.sy6 HCM Unsignalized Intersection Capacity Analysis 4\ fa. -,Movement EDT EBR WBL WBT NJBL NSR Lane Configurations T. 4 if Sign Cceltret Free n-ree Stop Grade 0/c 0% 0% Volume (vervtt} 0 224 0 143 0 Peak Hour Factor 0.92 0.92 0.92 8.992 0.92 0.92 Heuriy flow rate (vef shi 0 243 3 „ 155 0 Pedestrians Lane Width {ft Walking Speed (fits) Percent Blockage Right turn flare (ve5) Median type hone Median storage vet?) vC; conflicting volume 243 122 122 vC1, stage 1 conf vat vC2, stage 2 canf voi tC, single (sz 4.1 6.4 8.2 IC, 2 stage (s) tF (s; 2.2 3.5 3.-3 p0 queue free -.L 100 82 100 cM capacity tveh ) 1323 874 929 Direction. Lane # ES 1 hr-VB 1 N8 1 Volume Total 243 0 155 Volume. Left 0 0 155 Volume Right 243 0 0 cSH 1700 1700 874 Volume to Caaaclty 0.14 0.00 0.18 Queue Length (ft) 0 0 16 Control belay (sf 0.0 0,0 10.0 Lane LOS B Approach Delay (s) 0.0 0.0 10.0 Approach LOS 8 Intersection Summary Average Delay 3.9 Intersection Capacity Ulillaation 30.4% ICU Leval of Sery wet A fferid11i7-AA51 J:\3265 - 501, Vilio Manga Traffic, Site ltility\2004,02,02 Wisp Revision.doc Page 1 99