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TAB D.1 Appendices
APPENDICES APPENDIX A: Methodology Correspondence ❑�51 Kimley-Hom and Associates, Inc. Memorandum To: Raj Shanmugam, P.E. URS Southern Corporation From: Adrian K. Dabkows i; P.E.i.�), PTOEA �( Greg S. Kyle, AICP J�J�"�- CC: Chris Gandolfo, Swire Properties, Inc. Lilia Medina, AICP; City of Miami Date: May 5, 2011 Subject: Brickell CitiCentre Traffic Impact Analysis Methodology ■ 5200 NW 33rd Avenue Suite 109 Fort Lauderdale, Florida 33309 The purpose of this memorandum is to summarize the traffic impact analysis methodology as discussed at our April 18, 2011, meeting. The proposed development is bounded by SE 6th Street to the north, SE/SW 8th Street/SR 90 to the south, SW 15t Avenue to the west, and the Northern Trust Bank parcel to the east (just west of Brickell Avenue). The proposed development includes approximately 461,595 square -feet of retail; 93,429 square -feet of entertainment including a nightclub, cinemas, and bowling alley; 187,030 square -feet of medical office; a 269-room hotel; 75 apartment units; 755 residential condominiums; and 805,850 square -feet of office. Please note that the development program is not yet finalized and may be further revised. The following items were discussed at the meeting: Trip Generation Trip generation calculations for the proposed development will be performed using Institute of Transportation Engineer's (ITE) Trip Generation, 8th Edition. ITE Land Use Code 820: Shopping Center will be used for the retail component; ITE Land Use Codes 437: Bowling Alley, 445: Multiplex Movie Theater, and 925 Drinking Place will be used for the entertainment component; ITE Land Use Code 720: Medical -Dental Office Building will be used for the medical office component; Land Use Code: 310 (Hotel) will be used for the hotel component, Land Use Code: 222 (High -Rise Apartment) will be used for the apartment land use; Land Use Code: 230 Residential Condominium/Townhouse will be used for the residential component; and Land Use Code: 710 (General Office Building) will be used for the office component. Once the development program has been finalized, trip generation calculations will be provided prior to submittal of the traffic study for review. TEL 954 535 5100 FAX 954 739 2247 ©—,1 Kimley-Horn and Associates, Inc. Raj Shanmugam, P.E., May 5, 2011, Pg. 2 Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the Miami -Dade County's MPO 2035 Cost Affordable Plan. The appropriate TAZ for this development is 568. The cardinal distribution is provided in Attachment A. Background Traffic Forecast/Major Committed Development A background growth rate will be calculated based on historic growth trends at nearby Florida Department of Transportation (FDOT) traffic count stations. Additionally, growth rates based on Miami -Dade Metropolitan Planning Organization's (MPO) projected 2005 and 2035 model network volumes will be examined. The higher of the two (2) growth rates will be used in the analysis. Documentation will be provided in the Appendix of the traffic impact study. The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved will be included. Projects in the application stage who have submitted a traffic study will also be included. Study Area The following intersections and roadway segments will be examined as part of the study area: • SW 3`d Avenue and SW 7th Street/SR 90/US 41 • SW 3`d Avenue and SW 8th Street/SR 90/US 41 • SW 2nd Avenue and SW 7th Street/SR 90/US 41 • SW 2nd Avenue and SW 8th Street/SR 90/US 41 • SW 15t Avenue and SW 7th Street/SR 90/US 41 • SW 15t Avenue and SW 8th Street/SR 90/US 41 • S Miami Avenue and SE 6th Street • S Miami Avenue and SW 7th Street/SR 90/US 41 • S Miami Avenue and SW 8th Street/SR 90/US 41 • S Miami Avenue and SW 9th Street • SE 8th Street/SR 90/US 41 and Brickell Plaza • SE 5th Street and Brickell Avenue/SR 5/US 1 • SE 6th Street and Brickell Avenue/SR 5/US 1 • SE 7th Street and Brickell Avenue/SR 5/US 1 • SE 8th Street and Brickell Avenue/SR 5/US 1 • S 4th Street and S Miami Avenue Project driveways will also be included in the study area/analysis. The following corridors were identified for analysis: • SW/SE 7th Street • SW/SE 8th Street ❑ NM F1 Kimley-Hom and Associates, Inc. • S Miami Avenue RajShanmugam, P.E., May5,2011, Pg.3 Data Collection A.M. (7:30-9:30 A.M.) and P.M. (4:00-6:00 P.M.) peak hour turning movement counts will be conducted at all identified study intersections. 24-hour machine counts will be conducted on all study corridors where Florida Department of Transportation (FDOT) 24-hour traffic data is not available. All traffic counts will be adjusted to account for seasonality using the appropriate FDOT seasonal factors. Signal timing information will be obtained from Miami -Dade County Public Works Department —Signals and Signs Division. Capacity Analysis Capacity analyses will be conducted for the A.M. and P.M. peak hour at all identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. A detailed operations analysis for the project driveways and study area intersections will be prepared. The analysis will examine expected vehicle queuing lengths for turning movements. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. If intersection or roadway deficiencies are identified, strategies and improvements will be developed as mitigation measures. In addition, all project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area maneuverability will also be addressed utilizing AutoTURN software. Please note that background and future total capacity analyses will include the FDOT programmed improvements to the following intersections along Brickell Avenue. • SE 5th Street and Brickell Avenue/SR 5/US 1 • SE 6th Street and Brickell Avenue/SR 5/US 1 • SE 7th Street and Brickell Avenue/SR 5/US 1 • SE 8th Street and Brickell Avenue/SR 5/US 1 Four (4) laneage scenarios will be analyzed for S. Miami Avenue from SE 8th Street to SE 7th Street including the following. • Scenario 1 — existing conditions — three (3) northbound lanes • Scenario 2 — westernmost northbound lane reduced in length to facilitate wide sidewalk. However, the intersection at S. Miami Avenue and SE 7th Street will maintain three (3) lanes. • Scenario 3 — two (2) northbound lanes • Scenario 4 — two-way S Miami Avenue from SE 6th Street to SE 9th Street 0 � - VI Kimley-Horn and Associates, Inc. Raj Shanmugam, P.E., May 5,2011, Pg. 4 Please note that if Scenario 3 is found deficient and does not minimum adopted levels of service standards, Scenario 4 will not be analyzed as the northbound approach intersection geometry at S Miami Avenue and SE 7th Street is identical to Scenario 3. Please note that the applicant is not proposing to two-way S Miami Avenue. Additionally, analyzing S Miami Avenue from SE 6th Street to SW 15th Road would add an additional seven (7) intersections, including intersections not expected to have a significant project traffic assignment, to an already extensive study area. Furthermore, we are proposing to analyze a two-way scenario for S Miami Avenue at the four (4) study area intersections along S Miami Avenue per your request to analyze the potential two-way conversion. Additionally, S Miami Avenue is maintained by Miami -Dade County and a review of County Improvement Plans including the Transportation Improvement Program (TIP) and Long Range Transportation Plan (LRTP) did not reveal an approved/funded two-way S Miami Avenue project. Please note that the City of Miami Capital Improvement Plan (CIP) will be reviewed for study area improvement projects. The Miami Downtown Development Authority's (DDA) Wayfinding Plan will also be reviewed. Thoroughfare Diagram As part of the Special Area Plan submittal, a roadway thoroughfare diagram will be submitted. The diagram will consist of existing and proposed roadway laneage within the study area. Transportation Accommodations Section A section in the report will discuss non -passenger vehicle transportation and internal transportation access. Specifically, this section will discuss accommodations for bicycles and identify bicycle parking areas; discuss internal transportation access such as tunnels connecting the below -grade parking garages and discussion of overhead pedestrian bridges connecting the various blocks of development; the proposed City of Miami trolley service stops and locations, and the proposed connection to existing Metromover station. Additionally, area greenways will be examined as well as the connection between the proposed development and the 8th Street Metromover station. Documentation The results of the analysis will be summarized in a report. The report shall include all necessary supporting documents including signal timings, lane geometry, and software output sheets. K:\FTL_TPTO\043400000-Brickell CitiCentre\Correspondence \ memos \04 18 10 Brickell CitiCentre - Traffic Study Methodology.doc Attachment A MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN ZONE PERCENT CARDINAL DIRECTIONS NNE ENE ESE SSE SSW -+ WSW WNW ; NNW , - TOTAL 13.09 7.93 3.43 5.42 11.36 20.72 19.23 18.82 545 3245 TRIPS 134 78 53 65 101 171 173 153 928 PERCENT 14.44 8.41 5.71 7 10.88 18.43 18.64 16.49 546 3246 TRIPS 684 414 271 223 459 799 743 778 4,371 PERCENT 15.65 9.47 6.2 5.1 10.5 18.28 17 17.8 547 3247 TRIPS 36 26 14 17 31 54 49 46 273 PERCENT 13.19 9.52 5.13 6.23 11.36 19.78 17.95 16.85 548 3248 TRIPS 690 418 137 249 450 1001 894 957 4,796 PERCENT 14.39 8.72 2.86 5.19 9.38 20.87 18.64 19.95 549 3249 TRIPS 766 348 138 238 477 1184 983 1098 5,232 PERCENT 14.64 6.65 2.64 4.55 9.12 22.63 18.79 20.99 550 3250 TRIPS 140 91 74 76 102 257 268 219 1,227 PERCENT 11.41 7.42 6.03 6.19 8.31 20.95 21.84 17.85 551 3251 TRIPS 258 115 58 91 226 490 422 393 2,053 PERCENT 12.57 5.6 2.83 4.43 11.01 23.87 20.56 19.14 552 3252 TRIPS 210 99 46 74 160 338 321 323 1,571 PERCENT 13.37 6.3 2.93 4.71 10.18 21.51 20.43 20.56 553 3253 TRIPS 319 169 55 79 237 495 463 513 2,330 PERCENT 13.69 7.25 2.36 3.39 10.17 21.24 19.87 22.02 554 3254 TRIPS 786 318 111 106 689 1465 1411 1333 6,219 PERCENT 12.64 5.11 1.78 1.7 11.08 23.56 22.69 21.43 555 3255 TRIPS 1227 792 157 245 1320 3173 3640 3306 13,860 PERCENT 8.85 5.71 1.13 1.77 9.52 22.89 26.26 23.85 556 3256 TRIPS 990 460 71 74 728 1495 1357 1703 6,878 PERCENT 14.39 6.69 1.03 1.08 10.58 21.74 19.73 24.76 557 3257 TRIPS 458 248 179 183 270 636 839 642 3,455 PERCENT 13.26 7.18 5.18 5.3 7.81 18.41 24.28 18.58 558 3258 TRIPS 177 115 23 65 86 238 221 224 1,149 PERCENT 15.4 10.01 2 5.66 7.48 20.71 19.23 19.5 559 3259 TRIPS PERCENT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 560 3260 TRIPS 61 42 18 21 37 61 58 58 356 PERCENT 17.13 11.8 5.06 5.9 10.39 17.13 16.29 16.29 561 3261 TRIPS 171 125 41 81 92 204 189 206 1,109 PERCENT 15.42 11.27 3.7 7.3 8.3 18.39 17.04 18.58 562 3262 TRIPS 0 1 2 1 2 5 5 0 16 PERCENT 0 6.25 12.5 6.25 12.5 31.25 31.25 0 563 3263 TRIPS 576 505 343 212 272 464 511 790 3,673 PERCENT 15.68 13.75 9.34 5.77 7.41 12.63 13.91 21.51 564 3264 TRIPS 859 1200 528 201 394 1002 976 1452 6,612 PERCENT 12.99 18.15 7.99 3.04 5.96 15.15 14.76 21.96 565 3265 TRIPS PERCENT 2437 15.48 2199 13.96 709 4.5 477 3.03 1108 7.04 2433 15.45 2961 18.8 3423 21.74 15,747 566 3266 TRIPS 13 8 5 4 6 9 7 8 60 PERCENT 21.67 13.33 8.33 6.67 10 15 11.67 13.33 567 3267 TRIPS PERCENT 148 14.45 76 7.42 20 1.95 55 5.37 77 7.52 197 19.24 269 26.27 182 17.77 1,024 568 3268 TRIPS 1762 668 121 218 871 2542 2888 2794 11,864 PERCENT 14.85 5.63 1.02 1.84 7.34 21.43 24.34 23.55 569 3269 TRIPS PERCENT 620 9.1 301 4.42 12 0.18 77 1.13 371 5.44 1781 26.13 1762 25.85 1891 27.75 6,815 570 3270 TRIPS 1578 599 20 173 347 1804 2139 2251 8,911 PERCENT 17.71 6.72 0.22 1.94 3.89 20.24 24 25.26 571 3271 TRIPS 3799 1122 206 493 1044 4305 4163 4698 19,830 PERCENT 19.16 5.66 1.04 2.49 5.26 21.71 20.99 23.69 572 3272 TRIPS 1234 425 181 157 467 1235 1224 1437 6,360 PERCENT 19.4 6.68 2.85 2.47 7.34 19.42 19.25 22.59 573 3273 TRIPS 1456 920 119 189 462 1106 1351 1445 7,048 PERCENT 20.66 13.05 1.69 2.68 6.56 15.69 19.17 20.5 574 3274 TRIPS 987 1017 354 186 420 949 888 1085 5,886 PERCENT 16.77 17.28 6.01 3.16 7.14 16.12 15.09 18.43 575 3275 TRIPS 1231 755 147 155 360 839 1065 1113 5,665 PERCENT 21.73 13.33 2.59 2.74 6.35 14.81 18.8 19.65 576 3276 TRIPS 2244 986 150 80 351 1087 1277 2028 8,203 PERCENT 27.36 12.02 1.83 0.98 4.28 13.25 15.57 24.72 577 3277 TRIPS 1939 550 4 162 225 1607 1419 1647 7,553 PERCENT 25.67 7.28 0.05 2.14 .98 -18.79 1.81 578 3278 TRIPS 591 181 25 71 37 523 570 480 2,478 APPENDIX B: Traffic Count Data r� Intersection Turning Movement Counts • 3 Ml QWL , ' FW Ct1/4ci GL. quit- 171 2,o t 1 (awn bj`. 1.us e&(oio 5 i o� naCi 2.�c� ' SW 7TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: RAYMUNDO HERNANDEZ \ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 7ST_3AVE Page : 1 SW 3RD AVENUE From North ISW 7TH STREET !From East ISW 3RD AVENUE From South ISW 7TH STREET 'From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right Total Date 04/26/11 07:30 0 0 0 0 1 0 63 207 12 1 0 22 16 0 1 0 0 0 0 1 320 07:45 0 0 0 0 1 0 70 196 11 0 18 18 0 1 0 0 0 0 1 313 08:00 0 0 0 0 1 0 68 247 16 1 0 36 33 0 1 0 0 0 0 1 400 08:15 0 0 0 0 1 0 65 278 20 1 0 23 29 0 1 0 0 0 0 1 415 Hr Total 0 0 0 0 1 0 266 928 59 I 0 99 96 0 1 0 0 0 0 1 1448 08:30 0 0 0 0 1 0 66 242 12 1 0 26 12 0 1 0 0 0 0 1 360 08:45 0 0 0 0 1 0 65 216 15 1 0 27 12 0 1 0 0 0 0 1 335 09:00 0 0 0 0 1 0 57 222 16 1 0 26 33 0 1 0 0 0 0 1 354 09:15 0 0 0 0 1 0 67 267 10 1 0 30 19 0 1 0 0 0 0 1 393 Hr Total 0 0 0 0 1 0 257 947 53 1 0 109 76 0 1 0 0 0 0 1 1442 * BREAK * 0 0 0 0] 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 l 0 16:00 0 0 0 0 0 126 274 31 1 0 40 39 0 1 0 0 0 0 1 510 16:15 0 0 0 0 1 0 124 294 23 1 0 44 33 0 1 0 0 0 0 1 518 Hr Total 0 0 0 0 1 0 250 568 54 1 0 84 72 0 1 0 0 0 0 1 1028 �7.6:30 0 0 0 0 1 0 123 280 41 1 0 32 45 0 1 0 0 0 0 521 I`.\„__/16:45 0 0 0 0 0 120 253 31 1 0 45 37 0 1 0 0 0 0 1 486 17:00 0 0 0 0 1 0 130 300 33 1 0 54 42 0 1 0 0 0 0 1 559 17:15 0 0 0 0 1 0 139 344 83 1 0 49 60 0 1 0 0 0 0 1 675 Hr Total 0 0 0 0 1 0 512 1177 188 1 0 180 184 0 1 0 0 0 0 1 2241 17:30 0 0 0 0 1 0 106 348 50 1 0 46 43 1 1 0 0 0 0 1 594 17:45 0 0 0 0 1 0 135 307 56 1 0 34 51 0 1 0 0 0 0 1 583 Hr Total 0 0 0 0 1 0 241 655 106 1 0 80 94 1 1 0 0 0 0 1 1177 *TOTAL* 0 0 0 0 1 0 1526 4275 460 1 0 552 522 1 1 0 0 0 0 1 7336 SW 7TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: RAYMUNDO HERNANDEZ /- SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 7ST_3AVE Page : 2 SW 3RD AVENUE ISW 7TH STREET - ISW 3RD AVENUE : ISW 7TH STREET 1 From North IFrom East 'From South 'From West 1 1 UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 04/26/11 Peak start 08:00 08:00 08:00 08:00 Volume 0 0 0 0 0 266 903 63 0 112 86 0 0 0 0 0 Percent 08 0'c 0% 0% 08 20% 758 5% 08 57% 438 0% 0% 08 08 08 Pk total 0 1312 198 0 Highest 07:30 08:15 08:00 07:30 Volume 0 0 0 0 0 65 278 20 0 36 33 0 0 0 0 0 Hi total 0 363 1 69 0 PHF .0 .90 1 .72 .0 0 0 0 7TH STREET 112 983 0 1,095 0 0 0 0 0 0 0 1 1,095 SW 3RD AVENUE 0 0 0 0 0 149 0 86 63 149 ALL VEHICLES 1,312 Intersection Total 1,510 464 266 112 0 0 266 112 SW 3RD AVENUE 0 0 63 63 1,312 983 198 86 86 983 266 266 0 SW 7TH STREET 0 0 0 0 0 SW 7TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: RAYMUNDO HERNANDEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 7ST_3AVE Page 3 SW 3RD AVENUE From North 'SW 7TH STREET 'From East 'SW 3RD AVENUE 'From South 'SW 7TH STREET 'From West UTurn Left Thru Right 1 UTurn Left Thru Right ' UTurn Left Thru Right UTurn Left Thru Right ' Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 04/26/11 Peak start 17:00 17:00 17:00 17:00 Volume 0 0 0 0 0 510 1299 222 0 183 196 1 0 0 0 0 Percent 0% 0% 0% 0% 0% 25% 64% 11% 0% 48% 52% 0% 0% 0% 0% 0% Pk total 0 2031 380 0 Highest 07:30 17:15 17:15 07:30 Volume 0 0 0 0 0 139 344 83 0 49 60 0 0 0 0 0 Hi total 0 566 109 0 PHF .0 .90 .87 .0 0 • 0 0 0 rmSW 7TH STREET 183 1,299 1,482 0 0 0 0 l 0 0 0 SW 3RD AVENUE 0 0 0 0 0 418 1,482 0 196 222 418 0 • ALL VEHICLES 2,032 Intersection Total 2,411 890 510 183 0 0 510 183 SW 3RD AVENUE 0 222 222 2,031 1,299 • 1,299 510 510 1 SW 7TH STREET 0 0 0 1 SW 7TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: RAYMUNDO HERNANDEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/26/11 File I.D. : 7ST_3AVE Page 1 SW 3RD AVENUE From North ISW 7TH STREET 'From East ISW 3RD AVENUE 'From South ISW 7TH STREET I From West Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Date 04/26/11 Right Peds 1 Total 07:30 0 0 0 3 1 0 0 0 5 1 0 0 0 1 1 0 0 0 0 1 9 07:45 0 0 0 5 1 0 0 0 3 1 0 0 0 1 1 0 0 0 1 1 10 08:00 0 0 0 3 1 0 0 0 3 1 0 0 0 1 1 0 0 0 2 1 9 08:15 0 0 0 2 1 0 0 0 2 1 0 0 0 0 1 0 0 0 1 1 5 Hr Total 0 0 0 13 1 0 0 0 13 1 0 0 0 3 1 0 0 0 4 1 33 08:30 0 0 0 1 1 0 0 0 2 1 0 0 0 2 1 0 0 0 1 1 6 08:45 0 0 0 3 1 0 0 0 1 1 0 0 0 0 1 0 0 0 1 1 5 09:00 0 0 0 5 1 0 0 0 3 1 0 0 0 1 1 0 0 0 1 1 10 09:15 0 0 0 3 1 0 0 0 4[ 0 0 0 1 1 0 0 0 1 l 9 Hr Total 0 0 0 12 1 0 0 0 10 1 0 0 0 4 1 0 0 0 4 1 30 * BREAK 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 16:00 0 0 0 2 1 0 0 0 3 1 0 0 0 2 1 0 0 0 2 1 9 16:15 0 0 0 8 1 0 0 0 1 1 0 0 0 1 1 0 0 0 0 1 10 Hr Total 0 0 0 10 1 0 0 0 4 1 0 0 0 3 1 0 0 0 2 1 19 16:30 0 0 0 5 1 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 7 16:45 0 0 0 7 1 0 0 0 s 1 0 0 0 1 1 0 0 0 3 1 16 17:00 0 0 0 2 1 0 0 0 5 1 0 0 0 1 1 0 0 0 3 1 11 17:15 0 0 0 5 1 0 0 0 1 1 0 0 0 0 l 0 0 0 0 1 6 Hr Total 0 0 0 19 1 0 0 0 13 1 0 0 0 2 1 0 0 0 6 1 40 17:30 0 0 0 8 1 0 0 0 7 1 0 0 0 0 1 0 0 0 1 1 16 17:45 0 0 0 6 1 0 0 0 2 1 0 0 0 2 1 0 0 0 1 1 11 Hr Total 0 0 0 14 1 0 0 0 9 1 0 0 0 2 1 0 0 0 2 1 27 *TOTAL* 0 0 0 68 1 0 0 0 49 1 0 0 0 14 I 0 0 0 18 I 149 y p e Miavuu i FLor; ckck_ ATot 2_7 2_0 k\ GkYawvkb: LtiCts eodo6t610 S `tSnaC..i' zecl SW 7TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00110035 Start Date: 04/26/11 File I.D. : 7ST_2AVE Page 1 SW 2ND AVENUE From North 1SW 7 STREET 'From East 1SW 2ND AVENUE 'From South 1SW 7 STREET 'From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 04/26/11 07:30 0 0 30 12 0 21 201 21 0 71 105 0 1 0 0 0 0 1 461 07:45 0 0 36 18 0 26 197 34 0 63 123 0 1 0 0 0 0 1 497 08:00 0 0 51 17 0 31 246 38 0 58 121 0 1 0 0 0 0 1 562 08:15 0 0 36 14 1 0 31 276 29 1 0 68 138 0 f 0 0 0 0 1 592 Hr Total 0 0 153 61 1 0 109 920 122 1 0 260 487 0 1 0 0 0 0 1 2112 08:30 0 0 49 17 1 0 41 235 44 1 0 51 128 0 1 0 0 0 0 1 565 08:45 0 0 46 21 0 29 194 35 1 0 64 127 0 I 0 0 0 0 1 516 09:00 0 0 33 15 0 29 235 31 0 53 105 0 I 0 0 0 0 I 501 09:15 0 0 37 22 1 0 42 239 31 1 0 69 114 0 1 0 0 0 0 1 554 Hr Total 0 0 165 75 1 0 141 903 141 I 0 237 474 0 1 0 0 0 0 1 2136 * BREAK * 0 0 0 0 l 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 74 56 1 0 34 311 18 1 0 68 48 0 1 0 0 0 0 1 609 16:15 0 0 54 39 1 0 32 297 25 1 1 95 70 0 1 0 0 0 0 1 613 Hr Total 0 0 128 95 1 0 66 608 43 1 1 163 118 0 1 0 0 0 0 1 1222 i`---'16:30 0 0 67 42 1 0 24 331 21 1 0 86 63 0 1 0 0 0 0 1 634 I `__.,16:45 0 0 68 47 1 0 27 272 25 1 0 64 54 0 1 0 0 0 0 1 557 17:00 0 0 72 21 1 0 48 390 20 1 0 54 57 0 1 0 0 0 0 1 662 17:15 0 0 116 63 1 0 38 437 28 1 0 73 69 0 1 0 0 0 0 1 824 Hr Total 0 0 323 173 1 0 137 1430 94 1 0 277 243 0 1 0 0 0 0 1 2677 1730 0 0 93 52 1 0 44 397 32 1 0 56 65 0 1 0 0 0 0 1 739 17:45 0 0 83 41 1 0 35 326 30 1 0 82 84 0 1 0 0 0 0 1 681 Hr Total 0 0 176 93 1 0 79 723 62 1 0 138 149 0 1 0 0 0 0 1 1420 *TOTAL* 0 0 945 497 1 0 532 4584 462 1 1 1075 1471 0 1 0 0 0 0 1 9567 SW 7TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE r_\T GNALI ZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 7ST_2AVE Page : 2 SW 2ND AVENUE From North ISW 7 STREET 'From East ISW 2ND AVENUE 'From South ISW 7 STREET 'From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 04/26/11 Peak Hour Analysis Peak start 08:00 Volume 0 Percent 0% Pk total 251 Highest 08:00 Volume 0 Hi total 68 PHF .92 By Entire Intersection for the Period: 07:30 t 08:00 0 182 69 0 132 951 146 0% 73% 27% 0% 11% 77% 12% 1229 08:15 0 51 17 0 31 276 29 336 .91 OW 7 STREET 241 951 69 1,261 09:30 on 04/26/11 08:00 08:00 0 241 514 0 0 0 0 0 0% 32% 68% 0% 0% 0% 0% 0% 755 0 08:15 07:30 0 68 138 0 0 0 0 0 206 0 .92 .0 SW 2ND AVENUE 0 • 69 182 0 0 69 182 0 251 0 0 0 0 0 0 0 0 0 514 146 660 911 • ALL VEHICLES 1,261 1,229 Intersection Total 2,235 1,069 132 241 182 0 314 241 SW 2ND AVENUE 0 0 146 146 951 1,229 951 755 • 514 514 132 132 0 SW 7 STREET 0 0 0 0 0 SW 7TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE (�\J GNALIZED i Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 7ST_2AVE Page : 3 SW 2ND AVENUE From North ISW 7 STREET From East ISW 2ND AVENUE 'From South ISW 7 STREET From West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 04/26/11 Peak start 17:00 17:00 17:00 Volume 0 0 364 177 0 165 1550 110 0 265 275 0 Percent 0% 0% 67% 33% 0% 9% 85% 6% 0% 49% 51% 0% Pk total 541 1825 540 Highest 17:15 17:15 17:45 Volume 0 0 116 63 0 38 437 28 0 82 84 0 Hi total 179 ] 503 166 PHF .76 .91 .81 • 0 • 177 0 177 iismIINFI --SW 7 STREET 265 1,550 177 1,992 0 0 0 0 0 0 0 0 SW 2ND AVENUE 364 364 541 1,992 0 0 926 0 275 110 385 • ALL VEHICLES 1,825 Intersection Total 2,906 1,069 165 265 364 0 529 265 SW 2ND AVENUE 17:00 0 0 0 0 0% 0% 0% 0% 0 07:30 0 0 0 0 0 .0 0 0 110 110 • 1,550 1,825 1,550 540 • 275 275 165 165 0 SW 7 STREET 0 0 0 SW 7TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE / ^'IGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/26/11 File I.D. 7ST_2AVE Page : 1 SW 2ND AVENUE ISW 7 STREET ISW 2ND AVENUE ISW 7 STREET From North 'From East 'From South 'From West ' I I Left Thru Right Peds 1 Left Thru Right Peds ' Left Thru Right Peds ' Left Thru Right Date 04/26/11 Peds I Total 07:30 0 0 0 4 1 0 0 0 1 1 0 0 0 1 1 0 0 0 1 I 7 07:45 0 0 0 1 1 0 0 0 1 1 0 0 0 0 1 0 0 0 2 I 4 08:00 0 0 0 2 1 0 0 0 3 1 0 0 0 0 1 0 0 0 2 I 7 08:15 0 0 0 2 1 0 0 0 0 1 0 0 0 1 1 0 0 0 1 1 4 Hr Total 0 0 0 9 1 0 0 0 5 1 0 0 0 2 1 0 0 0 6 1 22 08:30 0 0 0 3 1 0 0 0 3 I 0 0 0 1 1 0 0 0 3 I 10 08:45 0 0 0 5 1 0 0 0 3 1 0 0 0 3 I 0 0 0 0 1 11 09:00 0 0 0 6 1 0 0 0 1 1 0 0 0 2 I 0 0 0 3 I 12 09:15 0 0 0 5 1 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 7 Hr Total 0 0 0 19 1 0 0 0 9 1 0 0 0 6 I 0 0 0 6 1 40 * BREAK * 0 0 0 0 1 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 1 1 0 0 0 3 1 0 0 0 40 0 0 4 1 12 16 : 15 0 0 0 1 1 0 0 0 0 l 0 0 0 2 1 0 0 0 7 1 10 Hr Total 0 0 0 2 1 0 0 0 3 1 0 0 0 6 1 0 0 0 11 ' 22 ('—,I:30 0 0 0 1 1 0 0 0 0 1 0 0 0 3 I 0 0 0 8 1 12 \„__J3:45 0 0 0 13 ' 0 0 0 8 1 0 0 0 1 1 0 0 0 11 I 33 17:00 0 0 0 2 I 0 0 0 1 1 0 0 0 4 1 0 0 0 3 I 10 17:15 0 0 0 6 1 0 0 0 2 1 0 0 0 3 1 0 0 0 11 I 22 Hr Total 0 0 0 22 1 0 0 0 11 1 0 0 0 11 1 0 0 0 33 I 77 17:30 0 0 0 5 1 0 0 0 0 I 0 0 0 0 1 0 0 0 3 1 8 17:45 0 0 0 0 1 0 0 0 6 1 0 0 0 0 1 0 0 0 6 1 12 Hr Total 0 0 0 5 1 0 0 0 6' 0 0 0 0 I 0 0 0 9 I 20 *TOTAL* 0 0 0 57 1 0 0 0 34 1 0 0 0 25 1 0 0 0 65 1 181 Int. 3 d Stu7ST SW 7 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ / \GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST_lAVE Page : 1 SW 1 AVENUE ISW 7 STREET ISW 1 AVENUE ISW 7 STREET From North 'From East 'From South 1From West 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Date 03/24/11 1 1 1 Thru Right 1 Total 07:30 0 0 55 39 0 10 155 0 0 0 0 0 0 0 0 0 1 259 07:45 0 0 60 48 0 18 146 0 0 0 0 0 0 0 0 0 1 272 08:00 0 0 101 59 0 12 174 0 0 0 0 0 1 0 0 0 0 346 08:15 0 0 105 63 0 19 213 0 1 0 0 0 0 1 0 0 0 0 1 400 Hr Total 0 0 321 209 0 59 688 0 1 0 0 0 0 J 0 0 0 0 1 1277 08:30 0 0 149 69 0 29 202 0 0 0 0 0 0 0 0 0 449 08:45 0 0 158 75 0 24 177 0 I 0 0 0 0 I 0 0 0 0 434 09:00 0 0 164 68 0 39 189 0 0 0 0 0 0 0 0 0 460 09:15 0 0 120 82 0 30 191 0 1 0 0 0 0 1 0 0 0 0 1 423 Hr Total 0 0 591 294 0 122 759 0 1 0 0 0 0 1 0 0 0 0 1 1766 * BREAK * 15:30 0 0 0 0 0 0 0 0) 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 0 0 0 ) 0 16:00 0 0 101 65 0 39 314 0 0 0 0 0 0 0 0 0 I 519 16:15 0 0 46 52 1 0 47 292 0 1 0 0 0 0 1 0 0 0 0 1 437 Hr Total 0 0 147 117 1 0 86 606 0 1 0 0 0 0 1 0, 0 0 0 1 956 /-'6:30 0 0 132 94 1 0 23 301 0 j 0 0 0 0 1 0 0 0 0 1 550 '�:45 0 0 109 67 1 0 75 295 0 0 0 0 0 0 0 0 0 546 17:00 0 0 132 63 1 0 46 273 0 0 0 0 0 j 0 0 0 0 1 514 17:15 0 0 146 54 1 0 53 278 0 1 0 0 0 0 1 0 0 0 0 1 531 Hr Total 0 0 519 278 1 0 197 1147 0 1 0 0 0 0 1 0 0 0 0 1 2141 17:30 0 0 162 81 0 59 244 0 0 0 0 0 0 0 0 0 546 17:45 0 0 186 79 1 0 39 253 0 1 0 0 0 0 1 0 0 0 0 1 557 Hr Total 0 0 348 160 I 0 98 497 0 1 0 0 0 0 1 0 0 0 0 1 1103 *TOTAL* 0 0 1926 1058 I 0 562 3697 0 1 0 0 0 0 1 0 0 0 0 1 7243 SW 7 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ -'7GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST_1AVE Page : 2 SW 1 AVENUE From North UTurn Left Thru Date 03/24/11 Peak Hour Analysis By Peak start 08:30 Volume 0 0 Percent 0W Pk total 885 Highest 08:45 Volume 0 0 Hi total 233 PHF .95 ISW 7 STREET 'From East Right I UTurn ISW 1 AVENUE 'From South ISW 7 STREET 'From West Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Entire Intersection for 08:30 591 294 0 122 67% 33% 0% 14% 881 08:30 158 75 0 231 .95 • 0 • 294 0 294 NimmoMMIINIMIUMMIIM I i-9W 7 STREET 0 759 294 1,053 0 0 0 0 0 0 0 0 0 the Period: 07:30 to 09:30 on 03/24/11 759 0 86% 0% 29 202 0 SW 1 AVENUE 591 591 885 1,053 08:30 0 0& 0 07:30 0 0 0 .0 0 0 885 08:30 0 0 0 0 0 0 0 0W 0% 0% 0% 0* 0* 0% 0 07:30 0 0 0 0 0 0 0 .0 0 0 0 0 ALL VEHICLES Intersection Total 1,766 122 591 0 713 713 0 SW 1 AVENUE 0 881 881 0 0 0 0 759 759 122 122 0 SW 7 STREET 0 0 0 0 0 SW 7 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ / -\/ GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST_1AVE Page : 3 SW 1 AVENUE ISW 7 STREET ISW 1 AVENUE ISW 7 STREET I From North (From East Prom South From West I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/24/11 Peak start 17:00 17:00 17:00 17:00 Volume 0 0 626 277 0 197 1048 0 0 0 0 0 0 0 0 0 Percent 0% 0% 69% 31% 0% 16% 84% 0% 0% 0% 0% 0% 01 0% 0% 0% Pk total 903 1245 0 0 Highest 17:45 17:15 07:30 07:30 Volume 0 0 186 79 0 53 278 0 0 0 0 0 0 0 0 0 Hi total 265 331 0 0 PHF .85 .94 .0 .0 • 0 • 277 0 277 IMMINIMMINI j, SW 7 STREET 0 1,048 1,325 277 0 0 0 1 0 0 0 0 0 SW 1 AVENUE 626 626 903 0 0 1,325 903 0 0 0 0 0 • ALL VEHICLES 1,245 Intersection Total 2,148 197 626 0 823 823 0 SW 1 AVENUE 0 0 0 0 1,245 1,048 0 0 0 • 1,048 197 197 0 SW 7 STREET 0 0 0 0 0 SW 7 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 03/24/11 File I.D. 7ST 1AVE Page : 1 SW 1 AVENUE ISW 7 STREET ISW 1 AVENUE 1SW 7 STREET I From North 'From East (From South 'From West I I I I Left Thru Right Peds ' Left Thru Right Peds 1 Left Thru Right Peds I Left Thru Right Peds I Total Date 03/24/11 07:30 0 0 0 6 1 0 0 0 4 1 0 0 0 0 1 0 0 0 3 I 13 07:45 0 0 0 20 0 0 1 1 0 0 0 1 1 0 0 0 0 1 4 08:00 0 0 0 2 1 0 0 0 3 1 0 0 0 0 1 0 0 0 0 1 5 08:15 0 0 0 2 1 0 0 0 1 1 0 0 0 1 1 0 0 0 0 1 4 Hr Total 0 0 0 12 1 0 0 0 9 I 0 0 0 2 1 0 0 0 3 I 26 08:30 0 0 0 0 1 0 0 0 1 1 0 0 0 0 1 0 0 0 0 1 1 08:45 0 0 0 3 1 0 0 0 4 I 0 0 0 0 1 0 0 0 2 I 9 09:00 0 0 0 7 1 0 0 0 2 1 0 0 0 0 1 0 0 0 0 1 9 09:15 0 0 0 7 1 0 0 0 2 1 0 0 0 3 1 0 0 0 4 1 16 Hr Total 0 0 0 17 I 0 0 0 9 1 0 0 0 3 1 0 0 0 6 1 35 * BREAK * 15:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 I 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 8 1 0 0 0 4 1 0 0 0 2 1 0 0 0 0 1 14 16 : 15 0 0 0 0 1 0 0 0 3 1 0 0 0 1 1 0 0 0 1 1 5 Hr Total 0 0 0 8 1 0 0 0 7 1 0 0 0 3 1 0 0 0 1 1 19 ////// 30 0 0 0 3 I 0 0 0 3 I 0 0 0 3 1 0 0 0 3 1 12 \___/145 0 0 0 2 1 0 0 0 1 1 0 0 0 4 1 0 0 0 2 1 9 17:00 0 0 0 2 1 0 0 0 4 1 0 0 0 1 1 0 0 0 o I 7 17:15 0 0 0 7 1 0 0 0 5 1 0 0 0 1 1 0 0 0 0 1 13 Hr Total 0 0 0 14 1 0 0 0 13 1 0 0 0 9 1 0 0 0 5 1 41 17:30 0 0 0 2 1 0 0 0 3 I 0 0 0 3 1 0 0 0 2 1 10 17:45 0 0 0 9 1 0 0 0 4 1 0 0 0 1 1 0 0 0 0 1 14 Hr Total 0 0 0 11 1 0 0 0 7 1 0 0 0 4 1 0 0 0 2 1 24 *TOTAL* 0 0 0 62 1 0 0 0 45 1 0 0 0 21 I 0 0 0 17 1 145 0 Int . 4 (rkerr 09STec Pia( Se' 7sT to i i SE- 7S7-- n i, km i M&cA. 24( 2a t C caw b `. L '‘ S Pckit 4, i t1 a-L(.ZE'_ d SW/SE 7 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ 1NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST_MIAM Page : 1 S MIAMI AVENUE ISE 7 STREET IS MIAMI AVENUE ISW 7 STREET I From North From East 'From South 'From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/24/11 07:30 0 0 0 0 1 0 0 103 4 1 0 49 78 0 1 0 0 0 0 1 234 07:45 0 0 0 00 0 109 6 1 0 55 82 0 1 0 0 0 0 1 252 08:00 0 0 0 0 1 0 0 147 15 ' 0 64 117 0 1 0 0 0 0 1 343 08:15 0 0 0 0 1 0 0 164 17 I 0 71 120 0 1 0 0 0 0 1 372 Hr Total 0 0 0 0 1 0 0 523 42 I 0 239 397 0 0 0 0 0 1 1201 08:30 0 0 0 0 1 0 0 153 24 1 0 70 141 0 1 0 0 0 0 1 388 08:45 0 0 0 0 1 0 0 152 15 1 0 63 136 0 0 0 0 0 1 366 09:00 0 0 0 0 1 0 0 170 16 ' 0 70 118 0 0 0 0 0 374 09:15 0 0 0 0 1 0 0 146 19 1 0 74 125 0 1 0 0 0 0 1 364 Hr Total 0 0 0 0 1 0 0 621 74 1 0 277 520 0 1 0 0 0 0 1 1492 * BREAK * 15:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0' 0 0 0 0 1 0 16:00 0 0 0 0 1 0 0 248 9 1 0 103 113 0 1 0 0 0 0 1 473 16:15 0 0 0 0 1 0 0 243 12 1 0 104 77 0 1 0 0 0 0 1 436 Hr Total 0 0 0 0 1 0 0 491 21 1 0 207 190 0 1 0 0 0 0 1 909 �4 30 0 0 0 0 1 0 0 247 18 1 0 116 110 0 1 0 0 0 0 1 491 �1:45 0 0 0 0 1 0 0 286 25 1 0 80 134 0 1 0 0 0 0 1 525 17:00 0 0 0 0 1 0 0 213 40 I 0 128 121 0 1 0 0 0 0 1 502 17:15 0 0 0 0 1 0 0 233 26 1 0 84 128 0 1 0 0 0 0 1 471 Hr Total 0 0 0 0 1 0 0 979 109 1 0 408 493 0 1 0 0 0 0 1 1989 17:30 0 0 0 0 1 0 0 212 33 I 0 97 141 0 1 0 0 0 0 1 483 17:45 0 0 0 0 1 0 0 208 29 1 0 83 142 0 1 0 0 0 0 1 462 Hr Total 0 0 0 0 1 0 0 420 62 1 0 180 283 0 1 0 0 0 0 1 945 *TOTAL* 0 0 0 0 1 0 0 3034 308 1 0 1311 1883 0 1 0 0 0 0 1 6536 SW/SE 7 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ ( WALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST MIAM Page : 2 S MIAMI AVENUE' ISE 7 STREET IS MIAMI AVENUE ISW 7 STREET From North From East IFrom South From West I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 03/24/11 Peak start 08:15 08:15 08:15 08:15 Volume 0 0 0 0 0 0 639 72 0 274 515 0 0 0 0 0 Percent 0% 0% 0% 0% 0% 0% 90% 10% 0% 35% 65% 0% 09 0% 0% 0% Pk total 0 711 789 0 Highest 07:30 09:00 08:30 07:30 Volume 0 0 0 0 0 0 170 16 0 70 141 0 0 0 0 0 Hi total 0 186 211 0 PHF .0 .96 .93 .0 0 0 0 0 nmimmmum;.. ^.W 7 STREET 274 639 913 0 0 0 0 0 0 0 0 0 S MIAMI AVENUE 0 0 913 0 0 0 587 0 515 72 587 ALL VEHICLES Intersection Total 1,500 0 0 0 0 789 274 274 S MIAMI AVENUE 711 0 0 72 72 639 711 639 789 515 515 i 0 0 0 SE 7 STREET 0 0 0 0 0 0 0 SW/SE 7 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ ! TGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST_MIAM Page : 3 S MIAMI AVENUE ISE 7 STREET IS MIAMI AVENUE ISW 7 STREET From North 'From East From South (From West I ' I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right ( UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/24/11 Peak start 16:30 16:30 16:30 16:30 Volume 0 0 0 0 0 0 979 109 0 408 493 0 0 0 0 0 Percent 0% 01; 0% 0% 0% 0% 90% 10% 0% 45% 55% 0% 0% 0% 0% 0W Pk total 0 1088 901 0 Highest 07:30 16:45 17:00 07:30 Volume 0 0 0 0 0 0 286 25 0 128 121 0 0 0 0 0 Hi total 0 311 249 0 PHF .0 .87 .90 .0 0 • 0 0 0 7 STREET 408 979 0 1,387 0 0 0 0 0 0 0 1 0 0 S MIAMI AVENUE 0 0 0 1,387 0 0 602 0 493 109 602 • ALL VEHICLES 1,088 Intersection Total 1,989 0 0 0 0 901 0 0 109 109 979 1,088 979 901 408 493 408 493 S MIAMI AVENUE 0 0 0 SE 7 STREET 0 0 0 0 0 SW/SE 7 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: ANDREW GONZALEZ (----).GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 03/24/11 File I.D. : 7ST MIAM Page : 1 S MIAMI AVENUE ISE 7 STREET IS MIAMI AVENUE 'SW 7 STREET I From North (From East 'From South 'From West I I I I I Left Thru Right Peds I Left Thru Right Peds ' Left Thru Right Peds I Left Thru Right Peds I Total Date 03/24/11 07:30 0 0 0 20 0 0 6' 0 0 0 1 1 0 0 0 6 1 15 07:45 0 0 0 1 1 0 0 0 8 1 0 0 0 3 I 0 0 0 2 1 14 08:00 0 0 0 0 1 0 0 0 s 1 0 0 0 2 1 0 0 0 2 1 9 08:15 0 0 0 2 1 0 0 0 11 I 0 0 0 3 1 0 0 0 3 1 19 Hr Total 0 0 0 5 1 0 0 0 30 1 0 0 0 9 1 0 0 0 13 1 57 08:30 0 0 0 0 0 0 10 I 0 0 0 3 I 0 0 0 1 1 15 08:45 0 0 0 1 1 0 0 0 7 1 0 0 0 2 1 0 0 0 3' 13 09:00 0 0 0 1 1 0 0 0 11 I 0 0 0 3 1 0 0 0 6' 21 09:15 0 0 0 2 1 0 0 0 10 1 0 0 0 7 1 0 0 0 4 1 23 Hr Total 0 0 0 5 1 0 0 0 38 I 0 0 0 15 I 0 0 0 14 I 72 * BREAK * 15:30 0 0 0 0' 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 0 0 0 1 0 16:00 0 0 0 4' 0 0 0 8 1 0 0 0 3' 0 0 0 5 1 20 16:15 0 0 0 1) 0 0 0 9 1 0 0 0 0 1 0 0 0 3 1 13 Er Total 0 0 0 5 1 0 0 0 17 1 0 0 0 3 1 0 0 0 8 1 33 -5:30 0 0 0 0 1 0 0 0 15 ' 0 0 0 0 1 0 0 0 0 1 15 :45 0 0 0 0 I 0 0 0 4 1 0 0 0 0 1 0 0 0 5 1 9 117:00 0 0 0 1 1 0 0 0 10 I 0 _ 0 0 1 1 0 0 0 4 I 16 17:15 0 0 0 3 1 0 0 0 9 1 0 0 0 3) 0 0 0 9 1 24 Hr Total 0 0 0 4 1 0 0 0 38 1 0 0 0 4 1 0 0 0 18 I 64 17:30 0 0 0 5 1 0 0 0 9 1 0 0 0 3 1 0 0 0 10 1 27 17:45 0 0 0 e l 0 0 0 18 1 0 0 0 1 1 0 0 0 5 1 32 Hr Total 0 0 0 13 1 0 0 0 27 1 0 0 0 4 1 0 0 0 15 I 59 *TOTAL* 0 0 0 32 1 0 0 0 150 1 0 0 0 35 1 0 0 0 68 1 285 Int. 5 CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 7th Stre Groups Printed- Passenger Veh - Heavy Veh File Name : brickell ave at se 7 st Site Code : 00700504 Start Date : 5/11/2010 Page No : 1 SR 5/US 1/Brickell Avenue Southbound SE 7th Street Westbound SR 5/US lBrickell Avenue Northbound SE 7th Street Eastbound Start Time Right I Thru I Left I ran eNt. I App.rolal Right I Thru I Left I hulas 1 App. Total Right I Thru I Left I ran can I Ann Total Right I Thru I Left I rancws I Apn.Tram Int.Total 08:00 AM 08:15 AM 08:30 AM 08:45 AM 40 187 36 6 269 41 255 61 11 368 49 273 78 10 410 33 274 39 10 356 6 4 2 6 18 9 4 1 14 28 4 7 1 15 27 11 9 0 22 42 57 315 98 9 479 59 255 126 13 453 85 311 97 16 509 85 322 110 20 537 0 0 0 11 11 0 0 0 8 8 0 0 0 12 12 0 0 0 6 6 777 857 958 941 Total 163 989 214 37 1403 30 24 4 57 115 286 1203 431 58 1978 0 0 0 37 37 3533 09:00 AM 09:15 AM 09:30 AM 09:45 AM 35 293 18 8 354 56 238 59 7 360 29 178 13 2 222 54 224 38 0 316 18 18 2 13 51 9 18 0 11 38 2 9 2 13 26 2 8 1 19 30 15 358 19 16 408 63 208 123 10 404 38 258 104 10 410 25 247 98 7 377 0 0 0 7 7 0 0 0 9 9 0 0 0 12 12 0 0 0 11 11 820 811 670 734 Total 174 933 128 17 1252 *** BREAK *** 05:00 PM 05:15 PM 05:30 PM 05:45 PM 64 229 1 7 301 70 208 8 10 296 73 147 7 2 229 78 341 1 7 427 31 53 5 56 145 33 71 38 22 164 27 78 25 23 153 39 68 30 23 160 30 61 21 16 128 141 1071 344 43 1599 3 296 115 8 422 3 271 126 10 410 6 192 109 14 321 3 320 111 6 440 0 0 0 39 39 0 0 0 13 13 0 0 0 12 12 0 0 0 16 16 0 0 0 16 16 3035 900 871 726 1011 Total 06:00 PM 06:15 PM 06:30 PM 06:45 PM 285 925 17 26 1253 90 315 4 3 412 98 289 6 0 393 83 272 11 1 367 53 239 4 0 296 129 278 114 84 605 30 68 15 21 134 22 39 18 25 104 13 52 10 20 95 12 42 13 23 90 15 1079 461 38 1593 1 270 138 9 418 3 308 112 4 427 4 241 133 4 382 2 264 111 10 387 0 0 0 57 57 0 0 0 14 14 0 0 0 8 8 0 0 0 19 19 0 0 0 14 14 3508 978 932 863 787 Total 324 1115 25 4 1468 77 201 56 89 423 10 1083 494 27 1614 0 0 0 55 55 3560 Grand Total Apprch % Total % 946 17.6 6.9 3962 73.7 29.1 384 7.1 2.8 84 1.6 0.6 5376 39.4 267 20.7 2 556 43.2 4.1 179 13.9 1.3 286 22.2 2.1 1288 9.4 452 6.7 3.3 4436 65.4 32.5 1730 25.5 12.7 166 2.4 1.2 6784 49.8 0 0 0 0 0 0 0 0 0 188 100 1.4 188 1.4 13636 Passenger Veh 931 3921 384 84 5320 267 556 179 286 1288 452 4380 1717 166 6715 0 0 0 188 188 13511 Pssseneer Vch 98.4 99 100 100 99 100 100 100 100 100 100 98.7 99.2 100 99 0 0 0 100 100 99.1 _ Heavy Veh 15 41 0 0 56 0 0 0 0 0 0 56 13 0 69 0 0 0 0 0 125 % heavy Veh 1.6 1 0 0 1 0 0 0 0 0 0 1.3 as 0 I 0 0 0 0 0 0.9 P&B CNL: Pedestrians and Bicyclists Crossing North Leg �4B CEL: Pedestrians and Bicyclists Crossing East Leg P&B CSL: Pedestrians and Bicyclists Crossing South Leg P&B CWL: Pedestrians and Bicyclists Crossing West Leg CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 7th Stre File Name : brickell ave at se 7 st Site Code : 00700504 Start Date : 5/11/2010 Page No : 3 SR 5/US 1/Brickell Avenue Southbound SE 7th Street Westbound SR 5/US 1Brickell Avenue Northbound SE 7th Street Eastbound Start Time Right Thru Left rxn cu nnn. Total Right Thru Left ma at. Ann. Total Right Thru Left rROCSL App.Toml Right Thru Left m00% App•Tmat Peak Hour Analysis From 08:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:15 AM 08:15 AM 41 255 61 11 08:30 AM 49 273 78 10 08:45 AM 33 274 39 10 09:00 AM 35 293 18 Total Volume % App. Total PHF 8 368 410 356 354 158 1095 196 39 1488 10.6 73.6 13.2 2.6 9 4 11 18 4 7 9 18 2 1 14 1 15 0 22 13 28 27 42 51 42 38 4 64 148 28.4 25.7 2.7 43.2 .806 .934 .628 .886 .907 .583 .528 .500 .727 .725 59 85 85 15 255 311 322 358 126 97 110 19 13 16 20 16 453 509 537 408 244 1246 352 65 1907 12.8 65.3 18.5 3.4 .718 .870 .698 .813 .888 0 0 0 0 0 0 0 0 0 0 0 0 8 12 6 7 8 12 6 7 0 0 0 33 33 0 0 0 100 .000 .000 .000 .688 .688 Int. Total 857 958 941 820 3576 .933 o to M 0) 0 0 Oa J SR 5/US 1/Brickell Avenue Out In Total I 14881 27761 � I I 1581 10951 1961 391 Right Thru Left P&B �J L� CNL 1 12881 Peak Hour Data North Peak Hour Begins at 08:15 AN Passenger Veh Heavy Veh 41 ( P&B Left Thru Right CSL 352 1246 244 L 1099r 1907 1 30061 Out In Total SR 5/1 IS 1/RriokPll AVPrujP MEM 0 co 0 F. CD m to cn Hd m l— CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 7th Stre File Name : brickell ave at se 7 st Site Code : 00700504 Start Date : 5/11/2010 Page No : 5 SR 5/US 1/Brickell Avenue Southbound SE 7th Street Westbound SR 5/US 1/Brickell Avenue Northbound SE 7th Street Eastbound Start Time Right Thru Left haCN� App.Tom Right Thru Left roacti. App.Tomt Right Thru Left P.M. App.To„i Right Thru Left aHae,,,,. App.Taml Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:45 PM 05:45 PM 06:00 PM 06:15 PM 06:30 PM Total Volume % App. Total PHF 78 90 98 83 341 315 289 272 349 1217 1 4 6 11 7 427 3 412 0 393 1 367 22 11 1599 21.8 76.1 1.4 0.7 .890 .892 .500 .393 .936 30 61 21 16 128 30 68 15 21 134 22 39 18 25 104 13 52 10 20 95 95 220 64 82 461 20.6 47.7 13.9 17.8 .792 .809 .762 .820 .860 3 320 111 6 440 1 270 138 9 418 3 308 112 4 427 4 241 133 4 382 11 1139 494 23 1667 0.7 68.3 29.6 1.4 .688 .890 .895 .639 .947 0 0 0 16 16 0 0 0 14 14 0 0 0 8 8 0 0 0 19 19 0 0 0 57 57 0 0 0 100 .000 .000 .000 .750 .750 Int. Total 1011 978 932 863 3784 .936 0 m — C r- 0 N 0 0 0 r to L c[ m U a SR 5/US 1/Brickell Avenue Out In Total 1 15991 1 1 349i 12171 221 111 Right Thru Left P&B �J L� CNL 1 12341 128331 Peak Hour Data 1 North Peak Hour Begins at 05:45 PN Passenger Veh Heavy Veh 2 iD I-m CD 0 0) Co J W O > 4 7 1 r' P&B Left Thru Ri ht CSL 494 1139 11 23 1 1 16671 1 2948 Out In Total 1 12811 SR 5/11S 1/Rrirkcll Avanuv Int. 6 ro 3 i Ns on mil Rao( � � � tor, d a, April. 27' Zv 11 \raven \t'. 1-u.;,s Q�lom� r10 � � � naCE: .eci SW BTH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ ( 'IGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 Pile I.D. : 8ST 3AVE Page : 1 SW 3RD AVENUE From North UTurn Left Thru Date 04/26/11 07:30 0 1 68 07:45 0 3 65 0B:00 0 3 67 08:15 0 3 61 Hr Total 0 10 261 08:30 0 6 64 08:45 0 1 59 09:00 0 7 59 09:15 0 3 61 Hr Total 0 17 243 16:00 16:15 Hr Total 6:30 i:45 17:00 17:15 Hr Total 17:30 17:45 Hr Total * BREAK * ISW 8TH STREET !From East ISW 3RD AVENUE 'From South ISW 8TH STREET 'From West Right 1 UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30 30 47 44 151 30 29 35 29 123 50 75 85 75 285 88 99 78 69 334 0 0 0 0 0 0 0 0 0 0 10 8 15 10 43 9 11 21 13 54 368 470 481 566 1885 576 575 535 493 2179 56 62 46 43 207 50 54 36 25 165 583 713 744 802 2842 623 828 771 693 3115 O 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 00 0 0 o I 0 0 0 0 0 0 0 0 0 O 14 111 0 0 0 0 0 1 0 58 44 ' 0 23 266 18 I 535 O 5 116 0 1 0 0 0 0 1 0 0 57 44 1 0 23 275 21 1 541 0 19 227 0 1 0 0 0 0 1 1 0 115 88 1 0 46 541 39 1 1076 0 0 0 0 0 0 0 0 5 9 3 11 28 5 9 14 102 111 128 128 469 119 121 240 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41 54 63 76 234 41 1 0 24 353 15 1 581 51 I 0 27 302 18 1 572 42 I 0 28 333 13 1 610 58 1 0 30 342 18 1 663 192 I 0 109 1330 64 1 2426 0 0 56 53 1 0 31 377 15 1 656 0 0 50 36 1 0 26 403 19 1 664 0 0 106 89 1 0 57 780 34 1 1320 *TOTAL* 0 88 1440 0 I 0 0 0 0 1 1 0 729 988 0 309 6715 509 I 10779 SW 8TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ --CGNALIZED � J Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. 8ST_3AVE Page : 2 SW 3RD AVENUE ISW 8TH STREET ISW 3RD AVENUE ISW 8TH STREET I From North (From East (From South (From West I ( ( I UTurn Left Thru Right I UTurn Left Thru Right ( UTurn Left Thru Right I UTurn Left Thru Right I Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 04/26/11 Peak start 08:15 08:15 08:15 08:15 Volume 0 17 243 0 0 0 0 0 0 0 138 340 0 51 2252 183 Percent 0% 7% 93% 0% 0% 0& 0% 04 0% 0% 29% 71% 0' 2' 91% 7% Pk total 260 0 478 2486 Highest 08:30 07:30 08:45 08:45 Volume 0 6 64 0 0 0 0 0 0 0 29 99 0 11 575 54 Hi total 70 0 128 640 PHF .93 .0 .93 .97 8TH STREET 0 0 0 0 SW 3RD AVENUE 0 0 243 17 0 0 243 17 260 449 51 51 • 2,252 2,252 2,486 183 183 0 1 2,486 51 138 0 189 0 • ALL VEHICLES 2,609 Intersection Total 3,224 0 243 183 426 904 478 0 138 0 138 SW 3RD AVENUE 0 0 0 0 0 0 0 0 17 2,609 2,252 340 SW 8TH STREET 340 • 0 340 0 SW 8TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ % m NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 8ST_3AVE Page : 3 SW 3RD AVENUE From North ISW 8TH STREET 'From East ISW 3RD AVENUE (From South ISW 8TH STREET I From West UTurn Left Thru Right I UTurn Left Thru Right ' UTurn Left Thru Right ' UTurn Left Thru Right I Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 04/26/11 Peak start 17:00 Volume 0 28 496 0 Percent 0% 5% 95% 0% Pk total 524 Highest 17:15 Volume 0 11 128 0 Hi total 139 PHF .94 /2W 8TH STREET 0 0 0 0 115 115 1,455 17:00 0 0 0 0 0% 0% 0% 0% 0 07:30 0 0 0 0 0 .0 17:00 0 0 245 189 0% 0% 56% 44% 434 17:15 0 0 76 58 134 .81 SW 3RD AVENUE 496 496 524 1,455 1,635 65 65 0 1 1,635 28 28 884 115 245 0 360 • ALL VEHICLES 1,672 Intersection Total 2,593 0 496 65 561 995 0 0 SW 3RD AVENUE 17:00 0 115 1455 65 0% 7% 89% 4% 1635 17:45 0 26 403 19 448 .91 0 0 0 0 0 0 0 0 0 1,672 28 1,455 189 SW 8TH STREET 189 0 189 0 SW 8TH STREET & SW 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ ��'' NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/26/11 File I.D. : 8ST_3AVE Page : 1 SW 3RD AVENUE ISW 8TH STREET ISW 3RD AVENUE ISW 8TH STREET From North 'From East 'From South From West I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Date 04/26/11 Peds I Total 07:30 0 0 0 2 1 0 0 0 2 1 0 0 0 6 I 0 0 0 1 1 11 07:45 0 0 0 3 1 0 0 0 2 1 0 0 0 60 0 0 1 1 12 08:00 0 0 0 5' 0 0 0 2 1 0 0 0 3 1 0 0 0 2 1 12 08:15 0 0 0 9 0 0 0 3 1 0 0 0 3 1 0 0 0 0 1 15 Hr Total 0 0 0 19 1 0 0 D 9 1 0 0 0 18 1 D 0 0 4 1 50 08:30 0 0 0 3 1 0 0 0 4 1 0 0 0 6 1 0 0 0 1 1 14 08:45 0 0 0 6' 0 0 0 1 1 0 0 0 2 I 0 0 0 1 1 10 09:00 0 0 0 5 1 0 0 0 1 1 0 0 0 1' 0 0 0 1 8 09:15 0 0 0 6 1 0 0 0 1 I 0 0 0 3 1 0 0 0 0 1 10 Hr Total 0 0 0 20 I 0 0 0 7 1 0 0 0 12 1 0 0 0 3) 42 * BREAK 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0' 0 0 0 0 1 0 0 0 o I 0 0 0 0 l 0 16:00 0 0 0 5 1 0 0 0 2 1 0 0 0 3 1 0 0 0 0' 10 16: 15 0 0 0 8 1 0 0 0 0 1 0 0 0 5 1 0 0 0 1 1 14 Hr Total 0 0 0 13 1 0 0 0 2 1 0 0 0 8 1 0 0 0 1 1 24 j 4\::30 0 0 0 4 1 0 0 0 0 1 0 0 0 7 1 0 0 0 0 1 11 �J45 0 0 0 9 1 0 0 0 0 1 0 0 0 1 1 0 0 0 0 1 10 17:00 0 0 0 2 1 0 0 0 1 1 0 0 0 2 1 0 0 0 0 1 5 17:15 0 0 0 4 1 0 0 0 1 0 0 0 3 1 0 0 0 2 1 10 Hr Total 0 0 0 19 1 0 0 0 2 1 0 0 0 13 I 0 0 0 2 1 36 17:30 0 0 0 4 1 0 0 0 3 1 0 0 0 6 1 0 0 0 3 1 16 17:45 0 0 0 4 1 0 0 0 5 1 0 0 0 6 1 0 0 0 0 1 15 Hr Total 0 0 0 8 1 0 0 0 8 1 0 0 0 12 I 0 0 0 3) 31 *TOTAL* 0 0 0 79 1 0 0 0 28 1 0 0 0 63 1 0 0 0 13 1 183 Int. 7 (f UMPloo FLor:da_ Ppc;C.- 271 2ot (aww. b.'. LtA:tS 'Pa.laru-ins 2R-A- SW 8TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO I '7NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. 8ST 2AVE Page : 1 SW 2ND AVENUE ISW 8TH STREET ISW 2ND AVENUE ISW 8TH STREET I From North 'From East 'From South 'From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 04/26/11 07:30 0 25 26 0 0 0 0 0 0 0 98 13 1 0 75 310 53 I 600 07:45 0 20 34 0 I 0 0 0 0 0 0 119 20 ' 0 80 397 56 I 726 08:00 0 34 44 0 0 0 0 0 1 0 0 109 14 I 0 74 444 59 I 778 08:15 0 31 34 0 1 0 0 0 0 1 0 0 130 20 I 0 58 505 68 1 846 Hr Total 0 110 138 0 1 0 0 0 0 1 0 0 456 67 I 0 287 1656 236 I 2950 08:30 0 32 48 0 I 0 0 0 0 1 0 0 111 21 I 0 67 501 89 I 869 08:45 0 34 42 0 1 0 0 0 0 0 0 111 29 1 0 78 525 76 I 895 09:00 0 33 33 0 I 0 0 0 0 0 0 103 15 1 0 70 479 85 I 818 09:15 0 22 42 0 1 0 0 0 0 1 0 0 107 22 0 79 434 63 1 769 Hr Total 0 121 165 0 I 0 0 0 0 1 0 0 432 87 I 0 294 1939 313 I 3351 * BREAK * 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 20 78 0 0 0 0 0 1 0 0 84 12 I 0 39 214 59 1 506 16:15 0 41 66 0 1 0 0 0 0 1 0 0 96 17 1 0 47 232 62 1 561 Hr Total 0 61 144 0 1 0 0 0 0 1 0 0 180 29 1 0 86 446 121 1 1067 (/ 130 0 37 62 0 1 0 0 0 0 1 0 0 84 13 1 0 52 260 55 1 563 !45 0 36 70 0 1 0 0 0 0 1 0 0 74 15 ' 0 35 265 71 ' 566 17:00 1 33 68 0 1 0 0 0 0 1 0 0 73 17 1 0 41 265 56 1 554 17:15 0 45 128 0 1 0 0 0 0 1 0 0 101 18 1 0 49 282 79 1 702 Hr Total 1 151 328 0 1 0 0 0 0 1 0 0 332 63 1 0 177 1072 261 1 2385 17:30 0 49 99 0 1 0 0 0 0 1 0 0 97 13 1 0 35 310 78 1 681 17:45 0 43 93 0 1 0 0 0 0 1 1 0 93 22 1 0 52 315 89 1 708 Hr Total 0 92 192 0 1 0 0 0 0 1 1 0 190 35 1 0 87 625 167 1 1389 *TOTAL* 1 535 967 0 1 0 0 0 0 1 1 0 1590 281 1 0 931 5738 1098 1 11142 SW 8TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 8ST 2AVE Page : 2 SW 2ND AVENUE ISW 8TH STREET ISW 2ND AVENUE ISW 8TH STREET From North 'From East 'From South 'From West I I I I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right ' UTurn Left Thru Right I Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 04/26/11 Peak start 08:15 08:15 I 08:15 08:15 Volume 0 130 157 0 0 0 0 0 I 0 0 455 85 0 273 2010 318 Percent 0% 45% 55% 0% 0% 0% 0% 0% I 0% 0% 84% 16% 0% 10% 77% 12% Pk total 287 0 ' 540 2601 Highest 08:30 07:30 I 08:15 08:45 Volume 0 32 48 0 0 0 0 0 i 0 0 130 20 0 78 525 76 Hi total 80 0 1 150 679 PHF .90 .0 I .90 .96 0 0 0 0 "W 8TH STREET 0 0 0 0 273 273 • 2,010 SW 2ND AVENUE 157 157 287 130 130 2,010 2,601 318 318 1 0 2,601 1,015 273 455 0 728 0 • ALL VEHICLES 2,225 Intersection Total 3,428 1,015 0 0 157 318 475 0 SW 2ND AVENUE 540 455 455 0 0 0 0 0 0 0 0 2,225 130 2,010 85 SW 8TH STREET 85 0 85 0 SW 8TH STREET & SW 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO 'NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. 8ST_2AVE Page : 3 SW 2ND AVENUE ISW 8TH STREET ISW 2ND AVENUE ISW 8TH STREET From North From East 'From South From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 17:00 17:00 Volume 1 170 388 0 0 0 0 0 Percent 0% 30% 69% 0% 0% 0% 0% 0% Pk total 559 0 Highest 17:15 07:30 Volume 0 45 128 0 0 0 0 0 Hi total 173 0 PHF .81 .0 0 • 0 0 0 27 8TH STREET 1 0 0 1 177 177 • 1,172 18:00 on 04/26/11 17:00 1 0 364 70 0% 0% 84% 16% 435 17:15 0 0 101 18 119 .91 SW 2ND AVENUE 388 388 559 1,172 1,651 302 302 0 1 1,652 171 171 1,100 177 364 0 541 • ALL VEHICLES 1,413 Intersection Total 2,645 0 388 302 690 1,125 1 1 SW 2ND AVENUE 435 • 364 364 17:00 0 177 1172 302 0% 11% 71% 18% 1651 17:45 0 52 315 89 456 .91 0 0 0 0 0 0 0 0 0 1,413 171 1,172 70 SW 8TH STREET 70 0 70 0 SW 8TH STREET & SW 2ND AVENUE MIAMI, FLORIDA / COUNTED BY: SEBASTIAN SALVO 1 �',NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/26/11 File I.D. : 8ST_2AVE Page : 1 SW 2ND AVENUE ISW 8TH STREET ISW 2ND AVENUE ISW 8TH STREET I From North 'From East 'From South From West I I I 1 I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 04/26/11 07:30 0 0 0 7 1 0 0 0 2 1 0 0 0 2 1 0 0 0 2 1 13 07:45 0 0 0 2 I 0 0 0 1 I 0 0 0 10 1 0 0 o e I 21 08:00 0 0 0 9 I 0 0 0 3 1 0 0 0 8 I 0 0 0 2 1 22 08:15 0 0 0 7 1 0 0 0 5 1 0 0 0 5 I 0 0 0 6 I 23 Hr Total 0 0 0 25 1 0 0 0 11 1 0 0 0 25 1 0 0 0 18 1 79 08:30 0 0 0 8 I 0 0 0 5 1 0 0 0 1 1 0 0 0 3 1 17 08:45 0 0 0 10 I 0 0 0 8 0 0 0 2 I 0 0 0 3 23 09:00 0 0 0 9 1 0 0 0 10 1 0 0 0 3 0 0 0 2 1 24 09:15 0 0 0 3 1 0 0 0 1) 0 0 0 4 1 0 0 0 4 1 12 Hr Total 0 0 0 30 1 0 0 0 24 1 0 0 0 10 1 0 0 0 12 1 76 * BREAK * 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 10 1 0 0 0 6 1 0 0 0 7 1 0 0 0 8 1 31 16:15 0 0 0 6 1 0 0 0 3 1 0 0 0 3 1 0 0 0 17 1 29 Hr Total 0 0 0 16 I 0 0 0 9 1 0 0 0 10 1 0 0 0 25 1 60 (----30 0 0 0 2 1 0 0 0 0 1 0 0 0 7 I 0 0 0 3 1 12 !45 0 0 0 9 I 0 0 0 6 1 0 0 0 5 1 0 0 0 10 1 30 17:00 0 0 0 9 1 0 0 0 5 I 0 0 0 7 1 0 0 0 11 1 32 17:15 0 0 0 3 1 0 0 0 5 1 0 0 0 6 1 0 0 0 9 I 23 Hr Total 0 0 0 23 1 0 0 0 16 1 0 0 0 25 1 0 0 0 33 1 97 17:30 0 0 0 7 1 0 0 0 4 1 0 0 0 3 1 0 0 0 9 1 23 17:45 0 0 0 9 1 0 0 0 8 l 0 0 0 4 1 0 0 0 6 1 27 Hr Total 0 0 0 16 1 0 0 0 12 1 0 0 0 7 1 '0 0 0 15 1 50 *TOTAL* 0 0 0 110 1 0 0 0 72 1 0 0 0 77 1 0 0 0 103 1 362 vl 'ivc---->' of I A v I`1. i 0,.vk i t -/-01ri zlcZ. Nla_trat 2.4 Zo t d'(0-uuvt b' Lu;s Palovtki, w scc h2.L;2-ec SW 8 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA 3NALIZED • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : BST LAVE Page : 1 SW 1 AVENUE ISW 8 STREET 1SW 1 AVENUE ISW 8 STREET 1 From North IFrom East 'From South !From West 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 03/24/11 07:30 0 17 43 0 1 0 0 0 0 1 0 0 0 0 1 0 0 281 77 1 418 07:45 0 24 55 0 1 0 0 0 0 1 0 0 0 0 1 0 0 317 76 472 08:00 0 25 85 0 1 0 0 0 0 1 0 0 0 0 1 0 0 374 109 593 08:15 0 46 78 0 1 0 0 0 0 1 0 0 0 0 I 0 0 448 127 i 699 Hr Total 0 112 261 0 1 0 0 0 0 I 0 0 0 0 1 0 0 1420 389 1 2182 08:30 0 49 115 0 1 0 0 0 0 1 0 0 0 0 1 0 0 456 112 1 732 08:45 0 55 113 0 1 0 0 0 0 1 0 0 0 0 1 0 0 425 108 701 09:00 0 51 143 0 1 0 0 0 0 1 0 0 0 0 1 0 0 418 130 1 742 09:15 0 52 125 0 1 0 0 0 0 1 0 0 0 0 1 0 0 336 80 1 593 Hr Total 0 207 496 0 1 0 0 0 0 I 0 0 0 0 1 0 0 1635 430 1 2768 * BREAK * 15:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 l 0 0 0 0 l 0 0 0 o 1 0 16:00 0 28 109 0 1 0 0 0 0 1 0 0 0 0 1 0 0 241 60 1 438 16:15 0 21 77 0 I 0 0 0 0 1 0 0 0 0 1 0 0 207 68 1 373 Hr Total 0 49 186 0 1 0 0 0 0 1 0 0 0 0 1 0 0 448 128 1 811 (---,430 0 36 128 0 1 0 0 0 0 1 0 0 0 0 1 0 0 235 47 1 446 \ /,I45 0 31 147 0 1 0 0 0 0 1 0 0 0 0 1 0 0 221 79 1 478 17:00 0 25 154 0 1 0 0 0 0 1 0 0 0 0 1 0 0 235 82 1 496 17:15 0 24 165 0 1 0 0 0 0 1 0 0 0 0 1 0 0 246 71 1 506 Hr Total 0 116 594 0 1 0 0 0 0 1 0 0 0 0 1 0 0 937 279 1 1926 17:30 0 40 188 0 1 0 0 0 0 1 0 0 0 0 1 0 0 257 93 1 578 17:45 0 45 183 0 1 0 0 0 0 1 0 0 0 0 1 0 0 273 84 1 585 Hr Total 0 85 371 0 1 0 0 0 0 1 0 0 0 0 1 0 0 530 177 1 1163 *TOTAL* 0 569 1908 0 1 0 0 0 0 1 0 0 0 0 1 0 0 4970 1403 1 8850 SW 8 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA ( GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. 8ST LAVE Page 2 SW 1 AVENUE ISW 8 STREET ISW 1 AVENUE ISW 8 STREET From North 'From East IFrom South 'From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 03/24/11 Peak start 08:15 08:15 08:15 08:15 Volume 0 201 449 0 0 0 0 0 0 0 0 0 0 0 1747 477 Percent 0% 31% 69% 0% 0% 0% 06 06 06 06 0% 0% 0% 0% 79% 21% Pk total 650 0 0 2224 Highest 09:00 07:30 07:30 08:15 Volume 0 51 143 0 0 0 0 0 0 0 0 0 0 0 448 127 Hi total 194 0 0 575 PHF .84 .0 .0 .97 (---qW 8 STREET 0 0 0 0 SW 1 AVENUE 0 0 449 201 0 0 449 201 650 650 0 0 - 1,747 1,747 2,224 477 fl 477 l 2,224 0 0 0 0 • ALL VEHICLES 1,948 Intersection Total 2,874 0 449 477 926 926 0 SW 1 AVENUE 0 0 0 0 0 0 0 0 0 0 0 0 0 1,948 SW 8 STREET 0 0 201 1,747 0 SW 8 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA OGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 8ST_lAVE Page : 3 SW 1 AVENUE From North UTurn Left Thru Date 03/24/11 Peak Hour Analysis By Entire Peak start 17:00 Volume 0 134 690 Percent 0% 16% 84% Pk total 824 Highest 17:30 Volume 0 40 188 Hi total 228 PHF .90 ISW 8 STREET [From East ISW 1 AVENUE 'From South Right I UTurn Left Thru Right 1 UTurn Left Thru ISW 8 STREET 'From West Right I UTurn Left Thru Right Total Intersection for the Period: 17:00 O 0 0 0% 0% 0% 0 07:30 O 0 0 0 .0 • 0 0 0 --qW 8 STREET 0 0 0 0 0 • 1,011 0 16:00 to O 0 0% 0% O 0 18:00 on 03/24/11 17:00 0 0% 0 07:30 0 0 .0 SW 1 AVENUE 690 690 - 824 1,011 1,341 330 330 0 1 1,341 134 134 824 17:00 O 0 0 0 0 1011 330 0% 0% 0% 0% 0% 75% 25% 1341 17:45 O 0 0 0 0 273 84 357 .94 0 0 0 0 • ALL VEHICLES 1,145 Intersection Total 2,165 1,020 0 0 690 330 1,020 0 SW 1 AVENUE 0 0 0 0 0 0 0 0 0 0 0 0 1,145 SW 8 STREET 0 0 134 1,011 0 SW 8 STREET & SW 1 AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA (^)GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 03/24/11 File I.D. : 8ST_lAVE Page : 1 SW 1 AVENUE ISW 8 STREET ISW 1 AVENUE ISW 8 STREET I From North 'From East 'From South 'From West I I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/24/11 07:30 0 0 0 20 0 0 0 0 0 0 2 1 0 0 0 4 1 8 07:45 0 0 0 5 0 0 0 0 1 0 0 0 3 0 0 0 6 1 14 08:00 0 0 0 0 1 0 0 0 6 1 0 0 0 0 1 0 0 0 6 12 08:15 0 0 0 3 1 0 0 0 3 1 0 0 0 3 1 0 0 0 4 1 13 Hr Total 0 0 0 10 1 0 0 0 9 1 0 0 0 8 1 0 0 0 20 1 47 08:30 0 0 0 4 1 0 0 0 2 1 0 0 0 2 1 0 0 0 5 1 13 08:45 0 0 0 6 1 0 0 0 8 0 0 0 1 1 0 0 0 5 1 20 09:00 0 0 0 0 1 0 0 0 5 1 0 0 0 2 1 0 0 0 2 1 9 09:15 0 0 0 1 1 0 0 0 4 1 0 0 0 2 1 0 0 0 8 1 15 Hr Total 0 0 0 11 1 0 0 0 19 I 0 0 0 7 1 0 0 0 20 I 57 * BREAK * 15:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 16:00 0 0 0 1 1 0 0 0 4 1 0 0 0 3 1 0 0 0 9 1 17 16 : 15 0 0 0 4 1 0 0 0 4 1 0 0 0 4 1 0 0 0 4 1 16 Hr Total 0 0 0 5 1 0 0 0 8 1 0 0 0 7 1 0 0 0 13 1 33 5:30 0 0 0 6 1 0 0 0 6 I 0 0 0 2 1 0 0 0 5 I 19 1:45 0 0 0 6 I 0 0 0 5 I 0 0 0 1 1 0 0 0 2 I 14 17:00 0 0 0 5' 0 0 0 5 0 0 0 2 0 0 0 3 15 17 :15 0 0 0 3 1 0 0 0 9 1 0 0 0 2 1 0 0 0 3 1 17 Hr Total 0 0 0 20 1 0 0 0 25 1 0 0 0 7 1 0 0 0 13 1 65 17:30 0 0 0 5 1 0 0 0 6 1 0 0 0 7 1 0 0 0 6 1 24 17:45 0 0 0 5 1 0 0 0 14 1 0 0 0 3 1 0 0 0 7 1 29 Hr Total 0 0 0 10 1 0 0 0 20 1 0 0 0 10 1 0 0 0 13 1 53 *TOTAL* 0 0 0 56 I 0 0 0 81 1 0 0 0 39 1 0 0 0 79 1 255 Int. 9 S ug ST- AI tit A lk41;00w(, i PA) i GL wlaick. 24( 20 1) Occks)Jk to ' . t S ecdorkivto i Zed 9 SW/SE 8 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO \IGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00110035 Start Date: 03/24/11 File I.D. BST MIAM Page : 1 S MIAMI AVENUE 1SE 8 STREET IS MIAMI AVENUE ISW 8 STREET From North iFrom East !From South 'From West 1 1 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 03/24/11 07:30 0 0 0 0 1 0 0 0 0 1 0 0 86 11 0 48 235 0 1 380 07:45 0 0 0 0 1 0 0 0 0 1 0 0 97 18 0 53 273 0 441 08:00 0 0 0 0 1 0 0 0 0 1 0 0 120 14 0 51 321 0 1 506 08:15 0 0 0 0 1 0 0 0 0 I 0 0 140 17 1 0 50 405 0 1 612 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 443 60 0 202 1234 0 1 1939 08:30 0 0 0 0 1 0 0 0 0 1 0 0 152 15 0 61 406 0 1 634 08:45 0 0 0 0 1 0 0 0 0 1 0 0 158 19 1 0 54 377 0 1 608 09:00 0 0 0 0 1 0 0 0 0 1 0 0 128 16 1 0 58 398 0 1 600 09:15 0 0 0 0 1 0 0 0 0 1 0 0 162 20 1 0 38 349 0 1 569 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 600 70 1 0 211 1530 0 1 2411 * BREAK * 15:30 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 0 0 0 l 0 16:00 0 0 0 0 1 0 0 0 0 1 0 0 157 17 1 0 58 206 0 1 438 16:15 0 0 0 0 1 0 0 0 0 1 0 0 146 19 1 0 57 176 0 1 398 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 303 36 1 0 115 382 0 1 836 (5:30 0 0 0 0 1 0 0 0 0 1 0 0 157 19 1 0 64 201 0 I 441 ):45 0 0 0 0 1 0 0 0 0 1 0 0 142 15 1 0 65 198 0 420 17:00 0 0 0 0 1 0 0 0 0 1 0 0 173 13 1 0 83 199 0 1 468 17:15 0 0 0 0 1 0 0 0 0 1 0 0 144 11 1 0 62 238 0 1 455 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 616 58 1 0 274 836 0 I 1784 17:30 0 0 0 0 1 0 0 0 0 1 0 0 178 17 1 0 65 235 0 1 495 17:45 0 0 0 0 1 0 0 0 0 1 0 0 169 8 1 0 67 249 0 1 493 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 347 25 1 0 132 484 0 1 988 *TOTAL* 0 0 0 0 1 0 0 0 0 1 0 0 2309 249 I 0 934 4466 0 1 7958 SW/SE 8 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO I )GNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00110035 Start Date: 03/24/11 File I.D. 8ST_MIAM Page : 2 S MIAMI AVENUE ISE 8 STREET IS MIAMI AVENUE ISW 8 STREET I From North (From East From South (From West I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 03/24/11 Peak start 08:15 08:15 08:15 08:15 Volume 0 0 0 0 0 0 0 0 0 0 578 67 0 223 1586 0 Percent 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 90% 10% 0% 12% 88% 0% Pk total 0 0 645 1809 Highest 07:30 07:30 08:45 08:30 Volume 0 0 0 0 0 0 0 0 0 0 158 19 0 61 406 0 Hi total 0 0 177 467 PHF .0 .0 .91 .97 • • 0 0 0 IW 8 STREET 0 0 0 0 223 223 • 1,586 S MIAMI AVENUE 0 0 0 0 0 1,586 1,809 0 0 0 1,809 801 223 578 0 801 • ALL VEHICLES 1,653 Intersection Total 2,454 0 0 0 0 645 0 0 S MIAMI AVENUE 645 • 578 578 0 0 0 0 0 0 0 0 0 1,653 SE 8 STREET 0 1,586 67 67 0 67 0 SW/SE 8 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO ---`"NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 8ST_MIAM Page : 3 S MIAMI AVENUE ISE 8 STREET IS MIAMI AVENUE ISW 8 STREET From North 'From East 'From South 'From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right ( UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/24/11 Peak start 17:00 17:00 17:00 17:00 Volume 0 0 0 0 0 0 0 0 0 0 664 49 0 277 921 0 Percent 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 93% 7% 0% 23% 77% 0% Pk total 0 0 713 1198 Highest 07:30 07:30 17:30 17:45 Volume 0 0 0 0 0 0 0 0 0 0 178 17 0 67 249 0 Hi total 0 0 195 316 PHF .0 .0 .91 .95 •0 0 0 -SW 8 STREET 0 0 277 277 921 S MIAMI AVENUE 0 0 0 0 0 941 921 1,198 0 0 1 0 1,198 277 664 0 941 • ALL VEHICLES Intersection Total 1,911 0 0 0 0 713 970 713 0 664 0 664 S MIAMI AVENUE 0 0 0 0 0 0 0 0 0 0 970 921 49 SE 8 STREET 49 • 0 49 0 SW/SE 8 STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: SEBASTIAN SALVO n ,NALI ZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 03/24/11 File I.D. : 8ST MIAM Page : 1 S MIAMI AVENUE From North ISE 8 STREET From East IS MIAMI AVENUE !From South ISW 8 STREET (From West Left Thru Right Peds 1 Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Total Date 03/24/11 07:30 0 0 0 3 1 0 0 0 7 1 0 0 0 4 1 0 0 0 8 22 07:45 0 0 0 5 1 0 0 0 9 1 0 0 0 1 1 0 0 0 2 17 08:00 0 0 0 0 l 0 0 0 5 1 0 0 0 3 1 0 0 0 2 10 08:15 0 0 0 1 1 0 0 0 7 1 0 0 0 6 1 0 0 0 3 17 Hr Total 0 0 0 9 1 0 0 0 28 1 0 0 0 14 1 0 0 0 15 66 08:30 0 0 0 5 1 0 0 0 9 1 0 0 0 7 1 0 0 0 11 1 32 08:45 0 0 0 2 1 0 0 0 7 1 0 0 0 1 1 0 0 0 1 1 11 09:00 0 0 0 1 1 0 0 0 7 1 0 0 0 0 1 0 0 0 5 1 13 09:15 0 0 0 1 1 0 0 0 8 1 0 0 0 1 1 0 0 0 3 1 13 Hr Total 0 0 0 9 1 0 0 D 31 1 0 0 0 9 1 0 0 0 20 1 69 * BREAK * 15:30 0 0 0 0 1 0 0 0 o 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 5 1 0 0 0 10 1 0 0 0 13 1 0 0 0 13 1 41 16 : 15 0 0 0 12 1 0 0 0 10 1 0 0 0 5 1 0 0 0 4 1 31 Hr Total 0 0 0 17 1 0 0 0 20 1 0 0 0 18 1 0 0 0 17 1 72 �5:30 0 0 0 6 1 0 0 0 10 1 0 0 0 4 1 0 0 0 12 1 32 ( 1.4 5 0 0 0 9 1 0 0 0 5 1 0 0 0 3 1 0 0 0 4 1 21 7:00 0 0 0 2 1 0 0 0 15 1 0 0 0 7 1 0 0 0 8 1 32 17:15 0 0 0 4 1 D 0 0 10 1 0 0 0 7 1 0 0 0 11 1 32 Hr Total 0 0 0 21 1 0 0 0 40 1 0 0 0 21 1 0 0 0 35 1 117 17:30 0 0 0 5 1 0 0 0 12 1 0 0 0 4 1 0 0 0 7 1 28 17:45 0 0 0 7 1 0 0 0 9 f 0 0 0 12 1 0 0 0 8 1 36 Hr Total 0 0 0 12 1 0 0 0 21 1 0 0 0 16 1 0 0 0 15 1 64 *TOTAL* 0 0 0 68 1 0 0 0 140 1 0 0 0 78 1 0 0 0 102 1 388 Int. 10 se V s� 7 ry cD M taM w a & Aden;1, 21I 20 t t n cila..w iA.10 .Luis fak1O (14 tO T 6 oLL "LEA Pees-\u- r«&L • 5 i\Lc\AA 1 SE 8TH STREET & BRICKELL PLAZA MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO \T SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : BST_BRIC Page : 1 DRIVEWAY ISE 8TH STREET IBRICKELL PLAZA ISE 8TH STREET From North 'From East 'From South 'From West UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 04/26/11 07:30 0 1 0 0 1 0 0 0 0.1 0 0 0 3 1 0 0 190 49 243 07:45 0 0 1 0 1 0 0 0 0 J 0 0 0 13 0 0 261 64 339 08:00 0 0 0 0 1 0 0 0 0 0 0 0 12 0 0 283 64 1 359 08:15 0 0 0 0 1 0 0 0 0 0 0 0 27 1 0 0 345 74 1 446 Er Total 0 1 1 0 1 0 0 0 0 0 0 0 55 0 0 1079 251 1387 08:30 0 0 1 0 1 0 0 0 0 0 0 0 15 0 0 353 57 426 08:45 0 2 2 0 0 0 0 0 0 0 0 18 0 0 360 60 442 09:00 0 2 1 0 1 0 0 0 0 0 0 0 8 1 0 0 339 70 1 420 09:15 0 2 0 0 1 0 0 0 0 0 0 0 11 1 0 0 276 48 1 337 Hr Total 0 6 4 0 1 0 0 0 0 1 0 0 0 52 1 0 0 1328 235 1625 * BREAK * 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 l 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 1 2 0 0 0 0 0 1 0 0 0 19 1 0 0 153 36 211 16:15 0 0 0 0 1 0 0 0 0 1 0 0 0 20 1 0 0 146 33 1 199 Hr Total 0 1 2 0 I 0 0 0 0 1 0 0 0 39 1 0 0 299 69 1 410 / 30 0 0 5 0 1 0 0 0 0 1 0 0 0 19 1 0 0 173 36 233 I` 145 0 1 2 0 1 0 0 0 0 1 0 0 0 19 1 0 0 163 39 224 \_17:00 0 0 7 0 1 0 0 0 0 1 0 0 0 15 1 0 0 163 43 1 228 17:15 0 0 18 0 1 0 0 0 0 1 0 0 0 23 1 0 0 176 48 1 265 Hr Total 0 1 32 0 1 0 0 0 0 1 0 0 0 76 1 0 0 675 166 1 950 17:30 0 0 4 0 1 0 0 0 0 1 0 0 0 25 1 0 0 174 44 1 247 17:45 0 1 6 0 1 0 0 0 0 1 0 0 0 32 1 0 0 218 50 1 307 Hr Total 0 1 10 0 1 0 0 0 0 1 0 0 0 57 1 0 0 392 94 1 554 *TOTAL* 0 10 49 0 1 0 0 0 0 1 0 0 0 279 I 0 0 3773 815 I 4926 SE 8TH STREET & BRICKELL PLAZA MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO 7T SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : BST_BRIC Page : 2 DRIVEWAY ISE 8TH STREET IBRICKELL PLAZA ISE 8TH STREET From North (From East 'From South 'From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 t Peak start 08:15 08:15 Volume 0 4 4 0 0 0 0 0 Percent 0% 50% 50% 0% 0% 0% 0% 0% Pk total 8 0 Highest 08:45 07:30 Volume 0 2 2 0 0 0 0 0 Hi total 4 0 PHF .50 .0 0 SE 8TH STREET 0 0 0 0 0 0 • 1,397 0 DRIVEWAY 4 4 8 09:30 on 04/26/11 08:15 0 0 0 68 0% 0% 0% 100% 68 08:15 0 0 0 27 27 .63 4 4 1,397 1,658 261 261 0 1,658 8 0 0 0 08:15 0 0 1397 261 0% 0% 84% 16% 1658 08:45 0 0 360 60 420 .99 0 0 ALL VEHICLES 1,469 Intersection Total 1,734 0 4 261 265 333 68 0 0 0 0 BRICKELL PLAZA Total 0 0 0 0 0 0 0 0 1,469 4 1,397 68 SE 8TH STREET 68 0 68 0 SE 8TH STREET & BRICKELL PLAZA MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO (-----'OT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 8ST BRIC Page : 3 DRIVEWAY ISE 8TH STREET IBRICKELL PLAZA ISE 8TH STREET From North From East From South !From West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 17:00 17:00 Volume 0 1 35 0 0 0 0 0 Percent 0t 3% 97% 0% 0% 0% 0% 0% Pk total 36 0 Highest 17:15 07:30 Volume 0 0 18 0 0 0 0 0 Hi total 18 0 PHF .50 .0 0 SSE 8TH STREET 0 0 0 0 0 0 731 0 DRIVEWAY 35 35 - 36 731 916 185 185 0 0 916 18:00 on 04/26/11 17:00 0 0 0 95 0% 0% 0% 100% 95 17:45 0 0 0 32 32 .74 1 1 36 0 0 0 17:00 0 0 731 185 0% 0% 80% 20% 916 17:45 0 0 218 50 268 .85 0 0 • ALL VEHICLES Intersection Total 1,047 0 35 185 220 315 827 95 0 0 0 0 BRICKELL PLAZA 0 0 0 0 0 0 0 0 1 827 731 95 SE 8TH STREET 95 0 95 0 SE 8TH STREET & BRICKELL PLAZA MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO I 1T SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/26/11 File I.D. : SST_BRIC Page 1 DRIVEWAY ISE 8TH STREET IHRICKELL PLAZA ISE 8TH STREET From North !From East (From South From West Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds 1 Left Thru Right Peds I Total Date 04/26/11 07:30 0 0 0 4! 0 0 0 0 1 0 0 0 9 1 0 0 0 9 1 22 07:45 0 0 0 4 0 0 0 0 1 0 0 0 6 1 0 0 0 10 1 20 08:00 0 0 0 8 l 0 0 0 1 1 0 0 0 5 1 0 0 0 7! 21 08:15 0 0 0 8 1 0 0 0 1 1 0 0 0 10 1 0 0 0 11 I 30 Hr Total 0 0 0 24 1 0 0 0 2! 0 0 0 30 ! 0 0 0 37 1 93 08:30 0 0 0 6! 0 0 0 0 1 0 0 0 21 1 0 0 0 26 ! 53 08:45 0 0 0 16 1 0 0 0 1 1 0 0 0 19 1 0 0 0 23 1 59 09:00 0 0 0 9 1 0 0 0 0 1 0 0 0 18 ! 0 0 0 14 1 41 09:15 0 0 0 13 1 0 0 0 1 1 0 0 0 11 1 0 0 0 10 1 35 Hr Total 0 0 0 44 1 0 0 0 2 1 0 0 0 69 1 0 0 0 73 1 188 * BREAK * O 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 O 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 8 l 0 0 0 1 1 0 0 0 5 1 0 0 0 12 1 26 16:15 0 0 0 7 1 0 0 0 2 1 0 0 0 16 1 0 0 0 20 1 45 Hr Total 0 0 0 15 1 0 0 0 3 1 0 0 0 21 1 0 0 0 32 I 71 O 0 0 9 1 0 0 0 7 1 0 0 0 11 I 0 0 0 11 1 38 0 0 0 14 1 0 0 0 7 1 0 0 0 12 1 0 0 0 9 1 42 17:00 0 0 0 7 0 0 0 2 1 0 0 0 10 1 0 0 0 14 ! 33 17:15 0 0 0 5 1 0 0 0 1 1 0 0 0 12 I 0 0 0 7 1 25 Hr Total 0 0 0 35 1 0 0 0 17 1 0 0 0 45 1 0 0 0 41 1 138 17:30 0 0 0 18 1 0 0 0 2 1 0 0 0 11 1 0 0 0 16 I 47 17:45 0 0 0 10 ! 0 0 0 0 1 0 0 0 14 1 0 0 0 14 1 38 Hr Total 0 0 0 28 ! 0 0 0 2! 0 0 0 25 1 0 0 0 30 1 85 *TOTAL* 0 0 0 146 0 0 0 26 1 0 0 0 190 1 0 0 0 213 1 575 Int. 11 CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 8th Street File Name : brickell ave at se 8 st Site Code : 00800504 Start Date : 5/11/2010 Page No :1 SR 5/US 1/Brickell Avenue Southbound SR 90/SE 8th Street Westbound SR 5/US 1/Brickell Avenue Northbound SR 90/SE 8th Street Eastbound Start Time Right I Thru I Left I PROM 1 A9rv'ramm Right I Thru I Left I muen. I Ann. Total Right I Thru I Left I sanest App.Tmm Right I Thru I Left I renew'. I App.Total Int.Tolal 08:00 AM 08:15 AM 08:30 AM 08:45 AM 0 134 56 0 190 0 185 73 2 260 0 193 82 5 280 0 199 77 4 280 171 0 51 25 247 127 0 57 16 200 141 0 51 35 227 142 0 54 36 232 47 195 0 14 256 42 203 0 46 291 54 211 0 34 299 68 224 0 51 343 56 139 98 10 303 58 141 107 17 323 46 176 136 15 373 46 169 147 9 371 996 1074 1179 1226 Total 0 711 288 11 1010 581 0 213 112 906 211 833 0 145 1189 206 625 488 51 1370 4475 09:00 AM 09:15 AM 09:30 AM 09:45 AM O 201 97 2 300 O 166 72 8 246 0 145 31 2 178 0 161 64 8 233 111 0 60 33 204 112 0 49 23 184 124 0 51 27 202 112 0 67 19 198 58 170 0 41 269 54 159 0 29 242 36 161 0 24 221 45 181 0 19 245 60 186 118 15 379 53 165 116 12 346 56 109 107 2 274 56 128 84 13 281 1152 1018 875 957 Total 0 673 264 20 957 ***BREAK *** 05:00 PM 05:15 PM 05:30 PM 05:45 PM 0 216 57 4 277 0 200 44 7 251 0 144 26 9 179 O 281 90 4 375 459 0 227 102 788 186 0 63 19 268 145 0 70 28 243 100 0 54 46 200 132 0 49 29 210 193 671 0 113 977 36 170 0 39 245 14 168 0 37 219 22 149 0 30 201 43 226 0 32 301 225 588 425 42 1280 48 94 53 11 206 47 97 83 17 244 43 88 57 15 203 48 121 70 11 250 4002 996 957 783 1136 Total 06:00 PM 06:15 PM 06:30 PM 06:45 PM 0 841 217 24 1082 0 266 75 6 347 0 248 67 1 316 0 220 66 2 288 0 199 60 3 262 563 0 236 122 921 127 0 74 27 228 131 0 72 29 232 104 0 70 16 190 126 0 56 22 204 115 713 0 138 966 42 215 0 28 285 45 232 0 28 305 52 204 0 34 290 48 190 0 19 257 186 400 263 54 903 58 93 61 8 220 40 85 50 10 185 42 128 68 16 254 48 114 59 33 254 3872 1080 1038 1022 977 Total 0 933 268 12 1213 488 0 272 94 854 187 841 0 109 1137 188 420 238 67 913 4117 Grand Total Apprch % Total % 0 0 0 3158 74.1 19.2 1037 24.3 6.3 67 1.6 0.4 4262 25.9 2091 60.3 12.7 0 0 0 948 27.3 5.8 430 12.4 2.6 3469 21.1 706 16.5 4.3 3058 71.6 18.6 0 0 0 505 11.8 3.1 4269 25.9 805 18 4.9 2033 45.5 12.3 1414 31.7 8.6 214 4.8 1.3 4466 27.1 16466 Passenger Veh Passenger Vch 0 0 3117 98.7 1027 99 67 100 4211 98.8 2070 99 0 0 946 99.8 430 100 3446 99.3 700 99.2 3028 99 0 0 505 100 4233 99.2 786 97.6 2011 98.9 1398 98.9 214 100 4409 98.7 16299 99 Heavy Veit %Ilcavy Vch 0 0 41 1.3 10 1 0 0 51 1.2 21 1 0 0 2 0.2 0 0 23 0.7 6 0.8 30 1 0 0 0 0 36 0.8 19 2.4 22 1,1 16 1.1 0 0 57 1.3 167 P&B CNL: Pedestrians and Bicyclists Crossing North Leg CEL: Pedestrians and Bicyclists Crossing East Leg P&B CSL: Pedestrians and Bicyclists Crossing South Leg P&B CWL: Pedestrians and Bicyclists Crossing West Leg CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 8th Street File Name : brickell ave at se 8 st Site Code : 00800504 Start Date : 5/11/2010 Page No : 3 SR 5/US 1/Brickell Avenue Southbound SR 90/SE 8th Street Westbound SR 5/US 1/Brickell Avenue Northbound SR 90/SE 8th Street Eastbound Start Time Right Thru Left P.M App•Tolal Right Thru Left mac ADRTotal Right Thru Left mac. App.Tolal Right Thru Left mann Apo. Total Peak Hour Analysis From 08:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:15 AM 08:15 AM 08:30 AM 08:45 AM 09:00 AM Total Volume %App. Total PHF 0 185 73 0 193 82 0 199 77 0 201 97 2 5 4 2 260 280 280 300 127 141 142 111 0 0 0 0 57 51 54 60 16 35 36 33 200 227 232 204 0 778 329 13 1120 521 0 222 120 863 0 69.5 29.4 1.2 60.4 0 25.7 13.9 .000 .968 .848 .650 .933 .917 .000 .925 .833 .930 42 203 54 211 68 224 58 170 0 0 0 0 46 34 51 41 291 299 343 269 222 808 0 172 1202 18.5 67.2 0 14.3 .816 .902 .000 .843 .876 58 46 46 60 141 176 169 186 107 136 147 118 17 15 9 15 323 373 371 379 210 672 508 56 1446 14.5 46.5 35.1 3.9 .875 .903 .864 .824 .954 Int. Total 1074 1179 1226 1152 4631 .944 CD v 0 O co raj — CO 2 !r i mJ dU SR 5/US 1/Brickell Avenue Out In Total 1 11201 I 01 7781 3291 131 Right Thru Left P&B IJ L� CNL 18371 1 29571 Peak Hour Data North Peak Hour Begins at 08:15 AM Passenger Veh Heavy Veh 17 P&B Left Thru Ri ht CSL 0 808 222 172 12101 112021 124121 Out In Total SR 5/1IS 1/Rrinkall Avenli - A Lt N-0 N O o w A ,_.1—co0 1 20 _-1 WI as r w 0 = N — - Li— N H e 0-0 00 r coN rn�o- CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 8th Street File Name : brickell ave at se 8 st Site Code : 00800504 Start Date : 5/11/2010 Page No : 5 SR 5/US 1/Brickell Avenue Southbound SR 90/SE 8th Street Westbound SR 5/US 1/Brickell Avenue Northbound SR 90/SE 8th Street Eastbound Start Time Right Thru Left P.taCNl AppTotal Right Thru Left Nu cm. App.mal Right Thru Leh moat. App. Total Right Thru Left Pan cm. App. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:45 PM 05:45 PM 06:00 PM 06:15 PM 06:30 PM Total Volume %App. Total PHF 0 281 90 0 266 75 O 248 67 O 220 66 4 6 2 375 347 316 288 O 1015 298 13 1326 O 76.5 22.5 1 .000 .903 .828 .542 .884 132 0 127 0 131 0 104 0 49 74 72 70 29 27 29 16 210 228 232 190 494 0 265 101 860 57.4 0 30.8 11.7 .936 .000 .895 .871 .927 43 42 45 52 226 215 232 204 0 0 0 0 32 28 28 34 301 285 305 290 182 877 0 122 1181 15.4 74.3 0 10.3 .875 .945 .000 .897 .968 48 58 40 42 121 93 85 128 70 61 50 68 11 8 10 16 250 220 185 254 188 427 249 45 909 20.7 47 27.4 5 .810 .834 .889 .703 .895 Int. Total 1136 1080 1038 1022 4276 .941 SR 5/US 1/Brickell Avenue Out In Total 1 13261 I 01 10151 2981 1131 Right Thru Left P&B 1-1L� CNL 1 16201 1 29461 Peak Hour Data North Peak Hour Begins at 05:45 PM Passenger Veh Heavy Veh 1-] L� P&B Left Thru Right CSL 0 877 182 122 1 1 1 11811 Out In Total SR 5/I IS 1/Rrickell Avenue 14681 26491 0 13 In01 0 cn to 0 CO co 0 rn v Int. 12 ri vekcron itige.,TA/ �v MV-a nk; FL.0(, da 20 ‘ �awvt �'. L��S ralotLliIto 5t5 naC.i 2.�- acAk S 4TH STRET MIAMI, FLORIDA COUNTED BY: ---''SNALIZED 1 S MIAMI From UTurn Date 04/27/11 07:30 07:45 08:00 08:15 & S MIAMI AVENUE MAURICE GOMEZ AVENUE North Left Thru 0 0 63 0 0 70 0 0 71 0 0 90 (DRIVEWAY (From East Right I UTurn 8( 0 13 0 8 0 6 J 0 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES IS MIAMI AVENUE 'From South Left Thru Right 1 UTurn Left 0 0 l l 1 3 0 0 0 0 13 0 0 0 1 9 0 0 0 0 6 Thru 6 16 8 18 Right 67 92 112 143 IS 4TH STREET (From West 1 UTurn Left 1 0 2 0 1 0 2 1 0 1 Site Code : Start Date: File Z.D. : Page : Thru Right I 16 19 1 26 15 1 35 22 23 20 I 00110035 04/27/11 4ST_MIAM 1 Total 186 246 268 307 Hr Total 0 0 294 35 0 0 0 1 2 31 48 414 0 6 100 76 1 1007 08:30 1 0 121 7 0 0 0 0 1 0 7 14 130 1 0 1 22 18 321 08:45 0 0 153 12 0 0 0 1 1 3 17 121 1 0 1 25 23 1 357 09:00 0 0 159 15 1 0 0 0 0 1 1 6 9 98 1 0 1 29 24 342 09:15 0 0 122 9 1 0 0 0 0 1 0 4 13 80 1 0 2 19 16 1 265 Hr Total 1 0 555 43 0 0 0 1 2 20 53 429 1 0 5 95 81 1 1285 * * BREAK * 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 2 0 106 19 0 0 0 0 1 0 14 16 81 1 0 2 14 18 1 272 16:15 0 0 109 17 1 0 0 0 0 0 15 12 99 1 1 1 12 9 1 275 Hr Total 2 0 215 36 j 0 0 0 0 0 29 28 180 1 1 3 26 27 547 " ,:30 0 0 113 20 0 0 0 2 0 16 14 80 1 0 1 18 5 269 )45 � 0 0 117 23 1 0 0 0 2 1 0 17 9 110 ( 0 1 12 23 1 314 17:00 1 0 128 18 1 0 1 0 1 0 11 10 147 1 0 2 17 14 1 350 17:15 0 0 157 27 0 0 0 2 1 0 17 14 128 1 0 4 21 24 1 394 Hr Total 1 0 515 88 1 0 1 0 7 0 61 47 465 1 0 8 68 66 1 1327 17:30 0 0 180 24 1 0 0 0 2 1 1 16 13 131 0 2 14 8 1 391 17:45 0 0 199 26 1 0 0 0 2 1 16 15 123 1 0 1 12 16 1 411 Hr Total 0 0 379 50 1 0 0 0 4 2 32 28 254 0 3 26 24 1 802 *TOTAL* 4 0 1958 252 0 1 0 13 1 6 173 204 1742 1 1 25 315 274 4968 S 4TH STRET & S MIAMI AVENUE , MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/27/11 File I.D. : 4ST_MIAM Page : 1 S MIAMI AVENUE IDRIVEWAY IS MIAMI AVENUE IS 4TH STREET I From North 'From East 'From South IFrom West I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 04/27/11 07:30 0 0 63 8 0 0 0 1 i 1 3 6 67 1 0 2 16 19 I 186 07:45 0 0 70 13 0 0 0 0 I 0 13 16 92 0 1 26 15 I 246 08:00 0 0 71 8 i 0 0 0 0 1 9 8 112 0 2 35 22 I 268 08:15 0 0 90 6 1 0 0 0 0 1 0 6 18 143 1 0 1 23 20 I 307 Hr Total 0 0 294 35 I 0 0 0 2 31 48 414 I 0 6 100 76 I 1007 08:30 1 0 121 7 I 0 0 0 0 I 0 7 14 130 1 0 1 22 18 I 321 08:45 0 0 153 12 I 0 0 0 l I 1 3 17 121 0 1 25 23 I 357 09:00 0 0 159 15 I 0 0 0 0 I 1 6 9 98 '� 0 1 29 24 I 342 09:15 0 0 122 9 1 0 0 0 0 0 4 13 80 0 2 19 16 I 265 Hr Total 1 0 555 43 0 0 0 1 I 2 20 53 429 0 5 95 81 I 1285 * BREAK * 0 0 0 o I 0 0 0 o I 0 0 0 0 1 0 0 0 0) 0 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 16:00 2 0 106 19 j 0 0 0 0 I 0 14 16 81 1 0 2 14 18 272 16:15 0 0 109 17 1 0 0 0 0 1 0 15 12 99 1 1 1 12 9 1 275 Hr Total 2 0 215 36 1 0 0 0 0 1 0 29 28 180 1 1 3 26 27 547 16:30 0 0 113 20 I 0 0 0 2 I 0 16 14 80 I 0 1 18 5 1 269 C16:45 0 0 117 23 I 0 0 0 2 I 0 17 9 110 1 0 1 12 23 1 314 17:00 1 0 128 18 0 1 0 1 I 0 11 10 147 0 2 17 14 I 350 17:15 0 0 157 27 1 0 0 0 2 1 0 17 14 128 1 0 4 21 24 1 394 Hr Total 1 0 515 88 1 0 1 0 7 I 0 61 47 465 1 0 8 68 66 I 1327 17:30 0 0 180 24 I 0 0 0 2 I 1 16 13 131 0 2 14 8 1 391 17:45 0 0 199 26 0 0 0 2 1 1 16 15 123 1 0 1 12 16 1 411 Hr Total 0 0 379 50 1 0 0 0 4 1 2 32 28 254 1 0 3 26 24 I 802 *TOTAL* 4 0 1958 252 rTh 0 1 0 13 6 173 204 1742 25 315 274 I 4968 S 4TH STRET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ \"NALI ZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/27/11 File I.D. : 4ST_MIAM Page : 2 S MIAMI AVENUE 'DRIVEWAY IS MIAMI AVENUE IS 4TH STREET I From North 'From East 'From South 'From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 04/27/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 04/27/11 Peak start 08:15 I 08:15 08:15 08:15 Volume 1 0 523 40 I 0 0 0 1 2 22 58 492 0 4 99 85 Percent 0% 0% 93% 7% ' 0% 0% 0% 100% 0% 4% 10% 86% 0% 2% 53% 45% Pk total 564 I 1 574 188 Highest 09:00 I 08:45 08:15 09:00 Volume 0 0 159 15 I 0 0 0 1 0 6 18 143 0 1 29 24 Hi total 174 I 1 167 54 PHF .81 I .25 .86 .87 0 0 40 40 C4THSTREET1 24 0 40 64 4 4 99 S MIAMI AVENUE 523 523 564 1 99 188 85 85 0 1 252 1 627 4 58 1 63 0 • ALL VEHICLES Intersection Total 1,327 0 523 85 608 1,182 593 — 574 24 58 24 58 S MIAMI AVENUE 0 1 1 0 1 0 0 0 592 DRIVEWAY 1 99 492 492 0 492 0 S 4TH STRET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ K—^'GNALI ZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/27/11 File I.D. : 4ST MIAM Page : 3 S MIAMI AVENUE IDRIVEWAY IS MIAMI AVENUE IS 4TH STREET From North IFrom East !From South 'From West I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 04/27/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 04/27/11 Peak start 17:00 17:00 17:00 17:00 Volume 1 0 664 95 0 1 0 7 2 60 52 529 0 9 64 62 Percent 01 01 871 121 01 121 01 881 01 91 81 821 0* 7& 471 461 Pk total 760 8 643 135 Highest 17:45 17:00 17:00 17:15 Volume 0 0 199 26 0 1 0 1 0 11 10 147 0 4 21 24 Hi total 225 2 168 49 PHF .84 1.00 .96 .69 0 0 95 95 S 4TH STREET 62 0 157 95 9 9 64 S 664 664 760 MIAMI AVENUE 64 135 62 62 0 292 828 9 52 7 68 0 • ALL VEHICLES Intersection Total 1,546 1 664 62 727 1,370 62 62 S MIAMI AVENUE 602 643 52 52 0 7 7 0 8 0 1 1 594 DRIVEWAY 1 64 529 529 • 0 529 0 S 4TH STRET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED_BY: MAURICE GOMEZ )NALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/27/11 File I.D. : 4ST_MIAM Page : 1 S MIAMI AVENUE 'DRIVEWAY IS MIAMI AVENUE IS 4TH STREET From North 'From East !From South 'From West Left Thru Right Peds 1 Left Thru Right Peds I Left Thru Right Peds 1 Left Thru Right Peds ! Total Date 04/27/11 07:30 0 0 0 2 1 0 0 0 0 1 0 0 0 2 1 0 0 0 1 1 5 07:45 0 0 0 5! 0 0 0 0 1 0 0 0 1 1 0 0 0 8 1 14 08:00 0 0 0 00 0 0 0 l 0 0 0 4 1 0 0 0 2 1 6 08:15 0 0 0 3 1 0 0 0 0 1 0 0 0 3 1 0 0 0 5 1 11 Hr Total 0 0 0 10 1 0 0 0 0 I 0 0 0 10 1 0 0 0 16 1 36 08:30 0 0 0 1 1 0 0 0 0 1 0 0 0 4 1 0 0 0 3! 8 08:45 0 0 0 3 1 0 0 0 0 1 0 0 0 2 1 0 0 0 1 1 6 09:00 0 0 0 0 1 0 0 0 0 1 0 0 0 3 1 0 0 0 1 1 4 09:15 0 0 0 1 1 0 0 0 0! 0 0 0 0 1 0 0 0 2 1 3 Hr Total 0 0 0 5! 0 0 0 0 1 0 0 0 9 I 0 0 0 7 1 21 * BREAK * 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0! 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 4 1 0 0 0 0 1 0 0 0 o I 0 0 0 1 1 5 16:15 0 0 0 2 1 0 0 0 0 1 0 0 0 5 1 0 0 0 4 1 11 Hr Total 0 0 0 6 1 0 0 0, 0 1 0 0 0 5 1 0 0 0 5 1 16 1.1130 0 0 0 2 1 0 0 0 0 1 0 0 0 3! 0 0 0 1 1 6 (45 0 0 0 5 I 0 0 0 0! 0 0 0 3! 0 0 0 4 I 12 17:00 0 0 0 4' 0 0 0 0! 0 0 0 1 1 0 0 0 3 I 8 17 : 15 0 0 0 2 1 0 0 0 0 1 0 0 0 1 1 0 0 0 4 1 7 Hr Total 0 0 0 13 1 0 0 0 0! 0 0 0 8 1 0 0 0 12 1 33 17:30 0 0 0 6 1 0 0 0 0 1 0 0 0 7! 0 0 0 2! 15 17:45 0 0 0 4 1 0 0 0 0! 0 0 0 3 1 0 0 0 5 1 12 Hr Total 0 0 0 10 ! 0 0 0 0! 0 0 0 10 1 0 0 0 7 1 27 *TOTAL* 0 0 0 44 I 0 0 0 0 I 0 0 0 42 1 0 0 0 47 1 133 Int. 13 ZDCJ // DeeroC s'ASTice i SE 6TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO QT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 6STMIAAV Page : 1 S MIAMI AVENUE ISE 6 STREET 1S MIAMI AVENUE (DRIVEWAY From North 'From East 'From South (From West UTurn Left Thru Right UTurn Left Thru Right ( UTurn Left Thru Right UTurn Left Thru Right Total Date 03/24/11 07:30 0 0 70 0 1 0 0 0 18 0 1 66 12 1 0 0 0 0 1 167 07:45 0 0 88 0 1 0 0 0 23 0 1 70 20 0 1 0 0 203 08:00 0 0 113 0 I 0 0 0 34 0 2 110 20 0 0 0 0 1 279 08:15 0 0 127 0 1 1 0 0 35 ( 0 0 122 16 0 0 0 0 1 301 Hr Total 0 0 398 0 1 1 0 0 110 1 0 4 368 68 1 0 1 0 0 950 08:30 0 0 170 0 1 0 0 1 35 0 0 135 29 0 1 0 0 371 08:45 0 0 197 0 1 0 0 0 39 0 0 122 36 0 0 0 0 394 09:00 0 0 180 0 1 0 0 0 29 0 0 103 33 0 0 1 0 1 346 09:15 0 0 138 0 1 1 0 0 25 0 0 105 34 1 0 0 0 0 1 303 Hr Total 0 0 685 0 1 0 1 128 1 0 0 465 132 1 0 1 1 0 1 1414 * BREAK * 15:30 0 0 0 0 0 0 0 0[ 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 140 0 0 0 0 26 0 0 95 24 0 0 0 0 1 285 16:15 0 0 36 0 1 0 0 0 9 1 0 1 47 23 1 0 0 1 0 1 117 Hr Total 0 0 176 0 1 0 0 0 35 0 1 142 47 0 0 1 0 1 402 -5:30 0 0 204 0 1 1 0 0 33 0 1 114 25 0 0 0 0 1 378 :45 0 0 142 0 1 0 0 0 21 1 0 1 129 33 1 0 3 0 0 1 329 17:00 0 0 150 0 1 0 0 0 40 1 0 1 126 31 0 2 0 0 1 350 17:15 0 0 154 0 1 1 0 2 39 0 0 130 20 1 0 1 0 0 1 347 Hr Total 0 0 650 0 1 2 0 2 133 0 3 499 109 1 0 6 0 0 1404 17:30 0 0 200 0 1 0 0 24 0 0 157 22 1 0 0 0 0 1 404 17:45 0 0 225 0 1 1 0 0 36 1 0 0 142 29 1 0 0 0 0 1 433 Hr Total 0 0 425 0 1 2 0 0 60 I 0 0 299 51 0 0 0 0 1 837 *TOTAL* 0 0 2334 0 1 6 0 3 466 1 0 8 1773 407 I 0 8 2 0 1 5007 SE 6TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO ''OT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. : 6STMIAAV Page : 2 S MIAMI AVENUE ISE 6 STREET IS MIAMI AVENUE (DRIVEWAY I From North From East 'From South 'From West I I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right ' UTurn Left Thru Right I Total Date 03/24/11 Peak Hour Analysis By Entire Intersection for the Period: 07:30 to 09:30 on 03/24/11 Peak start 08:30 08:30 08:30 08:30 Volume 0 0 685 0 1 0 1 128 0 0 465 132 0 1 1 0 Percent 0% 0% 100%r 0% 1% 0% 1% 98% 0' 0& 78% 22% 0% 50% 50% 0% Pk total 685 130 597 2 Highest 08:45 08:45 08:30 08:30 Volume 0 0 197 0 0 0 0 39 0 0 135 29 0 1 0 0 Hi total 197 39 164 1 PHF .87 .83 .91 .50 'DRIVEWAY 0 1 0 • 0 • 0 0 0 1 1 1 1 1 1 2 0 0 0 S MIAMI AVENUE 685 685 685 3 0 0 1,279 1 465 128 594 • ALL VEHICLES Intersection Total 1,414 1 685 0 686 1,283 0 0 S MIAMI AVENUE 263 0 0 128 128 130 1 597 • 465 465 1 1 1 133 SE 6 STREET 0 1 132 132 0 132 0 SE 6TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO '?T SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 03/24/11 File I.D. 6STMIAAV Page : 3 S MIAMI AVENUE From North UTurn Left Date 03/24/11 ISE 6 STREET IS MIAMI AVENUE IDRIVEWAY I From East IFrom South IFrom West I I I Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/24/11 Peak start 17:00 17:00 I 17:00 17:00 Volume 0 0 729 0 3 0 2 139 I 0 1 555 102 0 3 0 0 Percent 0% O% 100% 0% 2% 0% 1% 97% I 0% 0% 84% 16% 0% 100% 0% 0% Pk total 729 144 1 658 3 Highest 17:45 17:15 I 17:30 17:00 Volume 0 0 225 0 1 0 2 39 I 0 0 157 22 0 2 0 0 Hi total 225 42 179 2 PHF .81 .86 I .92 .38 • 0 0 0 0 T7RI VEWAY 1 2 0 3 3 3 0 1 0 3 0 0 0 S MIAMI AVENUE 729 729 729 6 0 0 1,426 3 555 139 697 • ALL VEHICLES Intersection Total 1,534 3 729 0 732 1,390 1 1 S MIAMI AVENUE 246 0 0 139 139 144 2 658 555 555 2 3 3 102 SE 6 STREET 0 0 102 102 0 102 0 SE 6TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO pT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 03/24/11 File I.D. 6STMIAAV Page : 1 S MIAMI AVENUE ISE 6 STREET IS MIAMI AVENUE 1DRIVEWAY 1 From North !From East (From South (From West 1 1 1 I 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Total Date 03/24/11 07:30 0 0 0 1 1 0 0 0 2! 0 0 0 2! 0 0 0 0 1 5 07:45 0 0 0 1 0 0 0 6 1 0 0 0 2! 0 0 0 0 1 9 08:00 0 0 0 0 1 0 0 0 2 1 0 0 0 3 1 0 0 0 0 1 5 08:15 0 0 0 0 1 0 0 0 2 1 0 0 0 2! 0 0 0 0 1 4 Hr Total 0 0 0 2! 0 0 0 12 1 0 0 0 9 1 0 0 0 0 1 23 08:30 0 0 0 0! 0 0 0 3 1 0 0 0 5! 0 0 0 0 1 8 08:45 0 0 0 0 1 0 0 0 2! 0 0 0 8 1 0 0 0 0 I 10 09:00 0 0 0 0! 0 0 0 5 1 0 0 0 1 1 0 0 0 0! 6 09:15 0 0 0 1 1 0 0 0 0 1 0 0 0 3 1 0 0 0 0 1 4 Hr Total 0 0 0 1 1 0 0 0 10 ! D 0 0 17 ! 0 0 0 0! 28 * BREAK * 15:30 0 0 0 0! 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 15:45 0 0 0 0! 0 0 0 0 1 0 0 0 0! 0 0 0 0 1 0 16:00 0 0 0 0 1 0 0 0 3 1 0 0 0 1 1 0 0 0 0! 4 16:15 0 0 0 1 1 0 0 0 2 1 0 0 0 4 1 0 0 0 0 I 7 Hr Total 0 0 0 1 1 0 0 0 5 1 0 0 0 5 1 0 0 0 0 1 11 //' 6:30 0 0 0 0! 0 0 0 2! 0 0 0 2 1 0 0 0 0 1 4 ):45 0 0 0 0 1 0 0 0 3! 0 0 0 4! 0 0 0 0 1 7 17:00 0 0 0 0 1 0 0 0 7 1 0 0 0 6 1 0 0 0 0 1 13 17:15 0 0 0 0 1 0 0 0 1 1 0 0 0 5 1 0 0 0 0 I 6 Hr Total 0 0 0 0! 0 0 0 13 1 0 0 0 17 I 0 0 0 0 1 30 17:30 0 0 0 1 1 0 0 0 7 I 0 0 0 2! 0 0 0 0! 10 17:45 0 0 0 1! 0 0 0 3 1 0 0 0 11 1 0 0 0 0! 15 Hr Total 0 0 0 2! 0 0 0 10 1 0 0 0 13 1 0 0 0 0 1 25 *TOTAL* 0 0 0 6 1 0 0 0 50 I 0 0 0 61 1 0 0 0 0 1 117 Int. 14 i sc 14ck*\ RiCkYkki FUfC80.._ <L 2� Zv 11 1 c�rawvt bd. LL& ki no Ku T s i9 nali 1-ect SE/SW 9TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ �r SIGNALLZED S MIAMI AVENUE ISE 9TH STREET From North 'From East UTurn Left Thru Right 1 UTurn Left Date 04/26/11 07:30 0 0 0 0 1 0 0 07:45 0 0 0 0 0 0 08:00 0 0 0 0 1 0 0 08:15 0 0 0 0 1 0 0 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES IS MIAMI AVENUE 'From South Thru Right 1 UTurn Left 3 2 I 0 9 3 3 1 0 14 1 e I 0 16 3 6 1 0 11 Thru 88 119 131 139 Right 4 3 6 4 ISW 9TH STREET 'From West UTurn Left 0 0 0 0 0 0 0 0 Site Code : Start Date: File I.D. : Page 1 1 1 Thru Right I 0 0 1 0 0 1 0 0 J 0 0 1 00110035 04/26/11 9ST_MIAM 1 Total 106 142 162 163 Hr Total 0 0 0 0 0 0 10 19 1 0 50 477 17 0 0 0 0 573 08:30 0 0 0 0 0 0 6 8 j 0 30 145 13 0 0 0 0 202 08:45 0 0 0 0 1 0 0 3 5 f 0 21 139 5 0 0 0 0 1 173 09:00 0 0 0 0 0 0 3 10 1 0 24 148 5 0 0 0 0 190 09:15 0 0 0 0 1 0 0 6 4 1 0 10 132 4 0 0 0 0 1 156 Hr Total 0 0 0 0 0 0 18 27 J 0 85 564 27 0 0 0 0 721 * * BREAK 0 0 0 0 1 0 0 0 0 1 0 0 0 0 I 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 0 0 0 7 24 0 13 109 9 0 0 0 0 162 16:15 0 0 0 0 0 0 2 22 1 0 21 115 5 1 0 0 0 0 1 165 Hr Total 0 0 0 0 0 0 9 46 ( 0 34 224 14 0 0 0 0 j 327 30 0 0 0 0 1 0 0 6 26 1 0 21 151 9 1 0 0 0 0 213 145 0 0 0 0( 0 0 10 26 1 0 21 127 6 0 0 0 0 190 17:00 0 0 0 0 1 0 7 38 1 0 22 173 5 1 0 0 0 0 1 246 17:15 0 0 0 0 1 0 0 12 40 1 0 22 167 7 1 0 0 0 0 1 248 Hr Total 0 0 0 0 1 1 0 35 130 1 0 86 618 27 0 0 0 0 I 897 17:30 0 0 0 0 1 0 0 2 29 1 0 38 143 6 0 0 0 0 218 17:45 0 0 0 0 1 0 0 10 28 1 0 32 134 7 1 0 0 0 0 1 211 Hr Total 0 0 0 0 1 0 0 12 57 0 70 277 13 1 0 0 0 0 429 *T0TAL* 0, 0 0 0 1 1 0 84 279 0 325 2160 98 1 0 0 0 0 1 2947 SE/SW 9TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ (7 SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. : 9ST MIAM Page : 2 S MIAMI AVENUE ISE 9TH STREET From North 'From East UTurn Left Thru Right I UTurn Left Thru Date 04/26/11 IS MIAMI AVENUE ISW 9TH STREET IFrom South 'From West Right ' UTurn Left Thru Right I UTurn Left Thru Right I Total Peak Hour Analysis By Entire Intersection for the Period: 07:30 t Peak start 08:15 08:15 Volume 0 0 0 0 0 0 15 29 Percent 0% 0% 0% 0% 0% 0% 34% 66% Pk total 0 44 Highest 07:30 08:30 Volume 0 0 0 0 0 0 6 8 Hi total 0 14 PHF .0 .79 • 0 0 0 77 9TH STREET 86 15 101 0 0 0 0 0 0 0 0 0 U 0 09:30 on 04/26/11 08:15 0 86 571 27 0% 13% 83W 4% 684 08:30 0 30 145 13 188 .91 S MIAMI AVENUE 0 0 0 0 101 0 600 0 571 29 08:15 0 0 0 0 0% 0% 0% 0% 0 07:30 0 0 0 0 0 .0 600 0 • ALL VEHICLES Intersection Total 728 0 0 0 0 684 71 0 29 29 44 15 684 86 571 86 571 S MIAMI AVENUE 15 0 0 27 SE 9TH STREET 0 0 27 27 0 27 0 SE/SW 9TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ /") SIGNALIZED 1, Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00110035 Start Date: 04/26/11 File I.D. 9ST MIAM Page 3 S MIAMI AVENUE ISE 9TH STREET IS MIAMI AVENUE ISW 9TH STREET From North 'From East 'From South [From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I Total Date 04/26/11 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 04/26/11 Peak start 17:00 I 17:00 17:00 17:00 Volume 0 0 0 0 I 1 0 31 135 0 114 617 25 0 0 0 0 Percent 0% 0% 0% 0% I 1% 0% 19% 81% 0% 15% 82% 3% 0% 0% 051; 0% Pk total 0 I 167 756 0 Highest 07:30 I 17:15 17:00 07:30 Volume 0 0 0 0 I 0 0 12 40 0 22 173 5 0 0 0 0 Hi total 0 I 52 200 0 PHF .0 I .80 .94 .0 • 0 • 0 0 0 cw 9TH STREET 114 31 145 0 0 0 0 0 0 0 0 0 S MIAMI AVENUE 0 0 0 145 0 0 752 0 617 135 752 • ALL VEHICLES Intersection Total 923 1 0 0 1 757 192 0 0 135 135 167 31 756 114 617 114 617 S MIAMI AVENUE 31 1 1 25 SE 9TH STREET 0 0 25 25 0 25 0 SE/SW 9TH STREET & S MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ 'T SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00110035 Start Date: 04/26/11 File I.D. 9ST MIAM Page : 1 S MIAMI AVENUE ISE 9TH STREET IS MIAMI AVENUE 'SW 9TH STREET 1 From North (From East (From South 'From West I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 04/26/11 07:30 0 0 0 1 I 0 0 0 80 0 0 13 I 0 0 0 4 1 26 07:45 0 0 0 1 I 0 0 0 3' 0 0 0 11 I 0 0 0 2' 17 08:00 0 0 0 4 I 0 0 0 5 I 0 0 0 21 1 0 0 0 3 1 33 08:15 0 0 0 3 1 0 0 0 4 1 0 0 0 17 1 0 0 0 2 1 26 Hr Total 0 0 0 9 1 0 0 0 20 1 0 0 0 62 I 0 0 0 11 I 102 08:30 0 0 0 10 I 0 0 0 5 I 0 0 0 16 I 0 0 0 5 1 36 08:45 0 0 0 4' 0 0 0 3' 0 0 0 29 I 0 0 0 7 1 43 09:00 0 0 0 5' 0 0 0 2' 0 0 0 21 1 0 0 0 9' 37 09:15 0 0 0 7 1 0 0 0 8 1 0 0 0 32 1 0 0 0 2 1 49 Hr Total 0 0 0 26 1 0 0 0 18 1 0 0 0 98 1 0 0 0 23 1 165 * BREAK * 0 0 0 0 1 0 0 0 0 1 0 0 0 o I 0 0 0 0 1 0 0 0 0 o f 0 0 0 o I 0 0 0 0 1 0 0 0 0 1 0 16:00 0 0 0 8' 0 0 0 10 I 0 0 0 26 I 0 0 0 7 I 51 16:15 0 0 0 6 1 0 0 0 19 1 0 0 0 27 1 0 0 0 10 1 62 Hr Total 0 0 0 14 1 0 0 0 29 1 0 0 0 53 1 0 0 0 17 1 113 (130 0 0 0 6 1 0 0 0 12 1 0 0 0 35 I 0 0 0 7 I 60 � 45 0 0 0 3 1 0 0 0 3' 0 0 0 31 I 0 0 0 3 I 40 17:00 0 0 0 11 1 0 0 0 3 1 0 0 0 27 1 0 0 0 9 1 50 17:15 0 0 0 4 1 0 0 0 9 1 0 0 0 32 1 0 0 0 12 1 57 Hr Total 0 0 0 24 1 0 0 0 27 1 0 0 0 125 1 0 0 0 31 1 207 17:30 0 0 0 13 1 0 0 0 9 1 0 0 0 38 1 0 0 0 9 1 69 17:45 0 0 0 6 1 0 0 0 6 1 0 0 0 30 1 0 0 0 10 1 52 Hr Total 0 0 0 19 1 0 0 0 15 1 0 0 0 68 1 0 0 0 19 1 121 *TOTAL* 0 0 0 92 1 0 0 0 109 1 0 0 0 406 1 0 0 0 101 1 708 Int . 15 CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 5th Street Printed- Passeneer Veh - Heavy Veh File Name : brickell ave at se 5 st Site Code : 00500504 Start Date : 5/11/2010 Page No : 1 SR 5/US 1/Brickell Avenue Southbound SR 90/SE 5th Street Westbound SR 5/US 1Brickell Avenue Northbound SR 90/SE 5th Street Eastbound Start Time Right I Thru I Left I pancui. I App.Toll Right I Thru I Left I ranch I App.Tma1 Right I Thru I Left I Pan est. I App.Tom! Right I Thru I Left I paocwi. I App.Tol$ Int.Total 08:00 AM 08:15 AM 08:30 AM 08:45 AM 27 246 20 12 305 18 309 9 8 344 18 337 16 6 377 25 373 23 5 426 18 1 14 34 67 11 3 12 25 51 22 1 18 29 70 8 1 9 32 50 9 216 13 2 240 14 225 15 8 262 17 265 23 3 308 13 256 27 8 304 20 0 25 8 53 24 0 14 13 51 20 1 14 5 40 19 2 19 4 44 665 708 795 824 Total 88 1265 68 31 1452 59 6 53 120 238 53 962 78 21 1114 83 3 72 30 188 2992 09:00 AM 09:15 AM 09:30 AM 09:45 AM 29 320 21 7 377 18 234 17 9 278 24 211 25 5 265 14 254 17 4 289 14 3 8 33 58 4 1 14 32 51 15 1 9 27 52 13 1 9 37 60 15 207 30 14 266 9 181 25 5 220 18 212 10 12 252 22 203 10 5 240 27 3 15 11 56 31 5 11 7 54 27 4 12 6 49 27 1 15 9 52 757 603 618 641 Total * BREAK *** 05:00 PM 05:15 PM 05:30 PM 05:45 PM 85 1019 80 25 1209 22 270 9 8 309 20 230 12 3 265 18 224 15 6 263 46 422 17 10 495 46 6 40 129 221 23 3 27 22 75 25 2 21 24 72 9 3 11 39 62 10 8 14 46 78 64 803 75 36 978 12 276 11 4 303 13 189 18 13 233 8 242 11 13 274 11 308 12 9 340 112 13 53 33 211 17 1 13 5 36 20 0 11 9 40 21 1 14 12 48 12 0 14 13 39 2619 723 610 647 952 Total 06:00 PM 06:15 PM 06:30 PM 06:45 PM 106 1146 53 27 1332 29 348 18 9 404 42 301 16 10 369 23 287 21 6 337 36 266 16 4 322 67 16 73 131 287 10 5 14 51 80 14 0 21 35 70 12 2 15 67 96 17 1 8 44 70 44 1015 52 39 1150 15 275 13 8 311 16 234 17 5 272 13 239 9 5 266 19 220 13 5 257 70 2 52 39 163 16 1 13 7 37 23 0 13 12 48 24 1 14 9 48 12 2 12 12 38 2932 832 759 747 687 Total 130 1202 71 29 1432 53 8 58 197 316 63 968 52 23 1106 Grand Total 409 4632 272 112 5425 Apprch % 7.5 85.4 5 2.1 Total % 3.5 40 2.4 1 46.9 225 36 224 577 1062 21.2 3.4 21.1 54.3 1.9 0.3 1.9 5 9.2 224 3748 257 119 4348 5.2 86.2 5.9 2.7 1.9 32.4 2.2 1 37.6 Passenger Veh % Passenger Veh Heavy Veh % Heavy Veh 405 4580 269 112 5366 99 98.9 98.9 100 98.9 221 35 220 577 1053 98.2 97.2 98.2 100 99.2 4 52 3 0 59 4 I 4 9 1.1 1.1 0 1.1 1.8 2.8 1.8 0.8 221 3681 255 119 4276 98.7 98.2 99.2 100 98.3 3 67 2 0 72 1.3 1.8 0.8 0 1.7 P&B CNL: Pedestrians and Bicyclists Crossing North Leg CEL: Pedestrians and Bicyclists Crossing East Leg P&B CSL: Pedestrians and Bicyclists Crossing South Leg P&B CWL: Pedestrians and Bicyclists Crossing West Leg 75 4 52 40 171 340 22 229 142 733 46.4 3 31.2 19.4 2.9 0.2 2 1.2 6.3 3025 11568 337 21 229 142 729 99.1 95.5 100 100 99.5 3 1 0 0 4 0.9 4.5 0 0 0.5 11424 98.8 144 1.2 �-1 CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 5th Street File Name : brickell ave at se 5 st Site Code : 00500504 Start Date : 5/11 /2010 Page No : 3 SR 5/US 1/Brickell Avenue Southbound SR 90/SE 5th Street Westbound SR 5/US 1/Brickell Avenue Northbound SR 90/SE 5th Street Eastbound Start Time Right Thru Left 1.11 CNL nnn•Tomt Right Thru Left renanL App. Total Right Thru Left rsncst. App. Told Right Thru Left rsncwc A .Tomt Peak Hour Analysis From 08:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:15 AM 08:15 AM 08:30 AM 08:45 AM 09:00 AM Total Volume %App. Total PHF 18 309 9 8 344 18 337 16 6 377 25 373 23 5 426 29 320 21 7 377 90 1339 69 26 1524 5.9 87.9 4.5 1.7 .776 .897 .750 .813 .894 11 3 12 25 51 22 1 18 29 70 8 1 9 32 50 14 3 8 33 58 55 8 47 119 229 24 3.5 20.5 52 .625 .667 .653 .902 .818 14 225 15 8 262 17 265 23 3 308 13 256 27 8 304 15 207 30 14 266 59 953 95 33 1140 5.2 83.6 8.3 2.9 .868 .899 .792 .589 24 0 20 1 19 2 27 3 14 14 19 15 13 5 4 11 51 40 44 56 90 6 62 33 191 47.1 3.1 32.5 17.3 Int. Total 708 795 824 757 3084 .925 .833 .500 .816 .635 .853 .936 0) rn (7, 2/ H SR 5/US 1/Brickell Avenue Out In Total 15241 90I 1339I 69I 261 Right Thru Left P&B IJ I 4 CNL I 10701 25941 Peak Hour Data North Peak Hour Begins at 08:15 AM PassengerVeh Heavy Veh 1-i P&B Left Thru Ri ht CSL 95 953 59 33 � I I 1-1476 I 11401 L 26161 Out In Total SR 5/11S 1/Rrickpll Avenue t—ef cn — O cri co TC0 CO 1-2� —_m N = CO= ..1:—` J cn 0`0 mPo-4— rnm rwu CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 5th Street File Name : brickell ave at se 5 st Site Code : 00500504 Start Date : 5/11/2010 Page No : 5 SR 5/US 1/Brickell Avenue Southbound SR 90/SE 5th Street Westbound SR 5/US 1/Brickell Avenue Northbound SR 90/SE 5th Street Eastbound Start Time Right Thru? Left rsn CNL App. Total Right Thru Left rsn ac App. Total Right Thru Left Ps. cs. App. Tam Right Thru Left Nu cwt. App. Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:45 PM 05:45 PM 46 422 17 06:00 PM 29 348 18 06:15 PM 42 301 16 06:30 PM 23 287 21 10 9 10 6 495 404 369 337 10 10 14 12 0 2 8 14 5 14 21 15 46 51 35 67 78 80 70 96 11 15 16 13 308 275 234 239 12 13 17 9 9 8 5 5 340 311 272 266 12 16 23 24 0 0 14 13 13 14 13 7 12 9 39 37 48 48 Int. Total Total Volume App. Total PHF 140 1358 72 35 1605 8.7 84.6 4.5 2.2 .761 .805 .857 .875 .811 46 15 64 199 324 14.2 4.6 19.8 61.4 .821 .469 .762 .743 .844 55 1056 51 27 1189 4.6 88.8 4.3 2.3 .859 .857 .750 .750 .874 75 2 54 41 172 43.6 1.2 31.4 23.8 .781 .500 .964 .788 .896 952 832 759 747 3290 .864 1 11561 SR 5/US 1/Brickell Avenue Out In Total 1 11 051 1 I 27611 1 1401 13581 721 351 Right Thru Left P&B �J L� CNL Peak Hour Data North Peak Hour Begins at 05:45 PN Passenger Veh Heavy Veh 1-1 P&B Left Thru Right CSL 7 51 1056i 55 27 149T 1 11891 12686! Out In Total SR 5/I IS 1/Rrickell Avenue Int. 16 CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 6th Stre Printed- Passcnecr Vch - Heavy Veh File Name : brickell ave at se 6 st Site Code : 00600504 Start Date : 5/11/2010 Page No : 1 SR 5/US 1/Brickell Avenue Southbound SE 6th Street Westbound SR 5/US 1/Brickell Avenue Northbound SE 6th Street Eastbound Start Time Right I Thru I Left I cen wI. I App.Tma1 Right I Thru I Left I PRa CCI. I APM1•mm1 Right I Thru I Left 1 MD CV, I App.Total Right I Thru I Left 1 mncwt. I App.Tma1 Int. Total 08:00 AM 08:15AM 08:30 AM 08:45 AM 3 274 0 8 285 5 334 0 6 345 7 359 0 3 369 5 392 0 9 406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 281 25 6 312 0 221 42 3 266 0 262 34 1 297 0 293 27 4 324 5 0 0 9 14 6 0 0 8 14 8 0 0 13 21 6 0 0 11 17 611 625 687 747 Total 20 1359 0 26 1405 0 0 0 0 0 0 1057 128 14 1199 25 0 0 41 66 2670 09:00 AM 09:15 AM 09:30 AM 09:45 AM 6 359 0 6 371 8 275 0 3 286 4 239 0 6 249 11 301 0 3 315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 356 14 2 372 0 202 21 1 224 0 244 8 4 256 0 229 16 2 247 5 0 0 10 15 7 0 6 8 21 9 0 3 11 23 5 0 3 12 20 758 531 528 582 Total * BREAK *** 05:00 PM 05:15 PM 05:30 PM 05:45 PM 29 1174 0 18 1221 12 293 0 1 306 6 272 0 6 284 8 245 0 1 254 11 421 0 4 436 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031 59 9 1099 0 284 26 4 314 0 255 33 4 292 0 225 15 2 242 0 301 27 3 331 26 0 12 41 79 10 0 2 17 29 9 0 0 13 22 7 0 2 21 30 4 0 4 15 23 2399 649 598 526 790 Total 06:00 PM 06:15 PM 06:30 PM 06:45 PM 37 1231 0 12 1280 0 0 0 0 0 8 362 0 8 378 7 343 0 6 356 14 305 0 6 325 7 275 0 5 287 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1065 101 13 1179 0 274 33 1 308 0 285 28 2 315 0 234 18 1 253 0 240 16 6 262 30 0 8 66 104 17 0 1 24 42 5 0 1 14 20 5 0 2 20 27 5 0 3 37 45 2563 728 691 605 594 Total 36 1285 0 25 1346 0 0 0 0 0 0 1033 95 10 1138 32 0 7 95 134 2618 Grand Total Apprch % Total % 122 2.3 1.2 5049 96.1 49.3 0 0 0 81 1.5 0.8 5252 51.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4186 90.7 40.8 383 8.3 3.7 46 1 0.4 4615 45 113 29.5 1.1 0 0 0 27 7 0.3 243 63.4 2.4 383 3.7 10250 Passenger Veh 121 4991 0 81 5193 0 0 0 0 0 0 4133 381 46 4560 110 0 26 243 379 10132 Passenger Veh 99.2 98.9 0 100 98.9 0 0 0 0 0 0 98.7 99.5 100 98.8 97.3 0 96.3 100 99 98.8 [teary Vch 1 58 0 0 59 0 0 0 0 0 0 53 2 0 55 3 0 1 0 4 118 %Ileavy Vch 0.8 1.1 0 0 1.1 0 0 0 0 0 0 1.3 0.5 0 1.2 2.7 0 3.7 0 1 1.2 P&B CNL: Pedestrians and Bicyclists Crossing North Leg &B GEL: Pedestrians and Bicyclists Crossing East Leg P&B CSL: Pedestrians and Bicyclists Crossing South Leg P&B CWL: Pedestrians and Bicyclists Crossing West Leg CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 6th Stre File Name : brickell ave at se 6 st Site Code : 00600504 Start Date : 5/11/2010 Page No : 3 SR 5/US 1/Brickell Avenue Southbound SE 6th Street Westbound SR 5/US 1/Brickell Avenue Northbound SE 6th Street Eastbound Start Time Ri ht Thru Left yen cut n -row g nrv' Ri ht Thru Left renal App. Total g Right Thru Left renal. App. g r Right Thru Left ran cwt. A Total g App. Peak Hour Analysis From 08:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:15 AM 08:15 AM 08:30 AM 08:45 AM 09:00 AM Total Volume % App. Total PHF 5 334 0 6 345 7 359 0 3 369 5 392 0 9 406 6 359 0 6 371 23 1444 0 24 1491 1.5 96.8 0 1.6 .821 .921 .000 .667 .918 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .000 .000 .000 .000 .000 0 221 42 3 266 0 262 34 1 297 0 293 27 4 324 0 356 14 2 372 0 1132 117 10 1259 0 89.9 9.3 0.8 .000 .795 .696 .625 .846 6 0 0 8 14 8 0 0 13 21 6 0 0 11 17 5 0 0 10 15 25 0 0 42 67 37.3 0 0 62.7 .781 .000 .000 .808 .798 Int. Total 625 687 747 758 2817 .929 O 0 v t [A = UJ d SR 5/US 1/Brickell Avenue Out In Total 14911 I 1 231 14441 01 241 Right Thru Left P&B .-1 1.4 CNL 1 11321 1 26231 Peak Hour Data North Peak Hour Begins at 08:15 AM Passenger Veh Heavy Veh P&B Left Thru Right CSL i 1 1132 0 10 I 14691 1259 1 27281 Out In Total SR 5/1 IS 1/Rrinkell AvPnnP T c 0 m • x • rm' co CH Perez and Associates Consulting Engineers Inc. 9594 NW 41st Street, Suite 201 Miami, Florida, 33178 Turning Movement Count SR 5/US 1/Brickell Avenue at SE 6th Stre File Name : brickell ave at se 6 st Site Code : 00600504 Start Date : 5/11/2010 Page No : 5 SR 5/US 1/Brickell Avenue Southbound SE 6th Street Westbound SR 5/US 1/Brickell Avenue Northbound SE 6th Street Eastbound Start Time Right Thru Left P.ancN App. Total Right Thru Left raBcr, App. Total Right Thru Left rancsL App. Total Right Thru Left 1.11MI. App, Total Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:45 PM 05:45 PM 06:00 PM 06:15 PM 06:30 PM 14 11 421 8 362 7 343 305 0 0 0 0 4 8 6 6 436 378 356 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 301 274 285 234 27 33 28 18 3 331 1 308 2 315 253 1 4 0 17 0 5 0 5 0 4 15 1 24 1 14 2 20 23 42 20 27 Int. Total Total Volume % App. Total PHF 40 1431 0 24 1495 2.7 95.7 0 1.6 .714 .850 .000 .750 .857 0 0 0 0 0 0 0 0 0 .000 .000 .000 .000 .000 0 1094 106 7 1207 0 90.6 8.8 0.6 .000 .909 .803 .583 .912 31 0 8 73 112 27.7 0 7.1 65.2 .456 .000 .500 .760 .667 790 728 691 605 2814 .891 c0 SR 5/US 1/Brickell Avenue Out In Total 14951 I 401 14311 01 241 Right Thru Left P&B 4J L► CNL 1 11021 1 25971 Peak Hour Data North Peak Hour Begins at 05:45 PN Passenger Veh Heavy Veh 11 r/ P&B Left Thru Ri ht CSL 106 10941 0 7 1 14621 1 12071 Out In Total SR 5/l1S 1/Rrickp1l Avenue 1 26691 4 24-Hour Machine Counts Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Data File : D0426002.PRN Station : 000000042505 Identification : 000110252088 Interval : 15 minutes Start date : Apr 26, 11 Start time : 00:00 Stop date : Apr 26, 11 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 7 St between S Miami Ave & SW 1 Ave ******************************************************************************* Apr 26 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 71 28 22 12 18 38 40 149 190 200 219 226 30 71 31 25 16 15 28 62 134 229 186 251 242 45 49 38 21 12 19 40 68 168 210 219 253 269 00 41 28 9 7 11 37 95 160 220 228 232 303 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 232 125 77 47 63 143 265 611 849 833 955 1040 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 323 315 269 336 328 439 395 284 200 187 187 142 30 303 294 266 323 287 408 347 262 209 156 138 134 45 299 322 272 303 352 370 320 229 156 175 118 104 00 297 287 282 292 240 342 261 202 167 141 135 96 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 1222 1218 1089 1254 1207 1559 1323 977 732 659 578 476 )4 Hour Total : 17534 `AM peak hour begins : 11:30 AM peak volume : 1198 Peak hour factor : 0.93 PM peak hour begins : 17:00 PM peak volume : 1559 Peak hour factor : 0.89 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Interval Start time Stop time County Location : SW 7 St between S Miami Ave & SW 1 Ave ******************************************************************************* Apr 27 : D0427002.PRN : 000000042505 : 000110252088 : Apr 27, 11 : Apr 27, 11 : Miami, Florida Westbound Volume : 15 minutes : 00:00 : 24:00 : Dade End Time 00 15 30 45 00 91 84 64 64 Hr Total 303 01 66 33 45 37 02 03 28 19 16 17 13 11 12 13 181 80 49 04 17 6 16 22 05 16 28 33 37 61 114 06 52 50 87 96 07 135 133 160 191 285 619 08 09 10 11 200 187 212 234 212 209 183 268 239 229 196 281 224 243 226 259 875 868 817 1042 End Time 12 18 19 22 374 301 371 315 332 252 333 219 (/ r Total 1156 1085 1074 1099 1410 1087 786 697 768 590 -24 Hour Total : 17823 AM peak hour begins : 11:30 AM peak volume : 1100 Peak hour factor : 0.91 PM peak hour begins : 17:00 PM peak volume : 1555 Peak hour factor : 0.93 ******************************************************************************* 15 30 45 00 289 271 301 295 13 274 266 265 280 14 274 270 270 260 15 261 271 303 264 16 298 295 314 315 1222 17 399 418 365 373 1555 20 228 200 191 167 21 163 181 145 208 264 186 179 139 23 185 144 146 115 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D0426005.PRN : 000000042501 : 009601260020 : Apr 26, 11 : Apr 26, 11 : Miami, Florida : SW 8 St between SW Interval Start time . Stop time . County 1 Ave & S Miami Ave 15 minutes 00:00 24:00 Dade ******************************************************************************* Apr 26 Eastbound Volume End Time 00 15 30 45 00 53 37 54 40 Hr Total 184 01 02 03 04 38 23 8 13 34 16 10 9 26 13 14 12 35 9 7 22 133 61 39 56 05 16 32 51 64 06 60 94 167 176 07 162 203 279 350 163 497 994 08 397 468 455 480 1800 09 449 358 343 348 1498 10 332 304 283 287 1206 11 283 298 291 281 1153 End Time 12 15 30 45 00 274 274 297 286 z jr Total 1131 1140 13 14 15 308 241 267 281 251 235 270 312 247 281 301 263 1105 1012 16 201 202 236 209 848 17 235 243 250 303 1031 18 265 243 274 260 1042 19 241 226 192 184 843 20 220 184 172 184 760 21 135 149 150 158 592 22 135 148 128 108 519 23 129 111 99 67 406 24 Hour Total : 18213 AM peak hour begins : 08:15 AM peak volume : 1852 Peak hour factor : 0.96 PM peak hour begins : 12:30 PM peak volume : 1172 Peak hour factor : 0.95 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D0427005.PRN : 000000042501 : 009601260020 : Apr 27, 11 : Apr 27, 11 : Miami, Florida Interval Start time Stop time County : SW 8 St between SW 1 Ave & S Miami Ave 15 minutes 00:00 24:00 Dade ******************************************************************************* Apr 27 Eastbound Volume End Time 00 15 30 45 00 82 72 54 41 Hr Total 249 01 45 30 25 22 122 02 03 19 15 11 13 14 9 12 13 56 50 04 14 12 12 13 07 30 54 167 34 87 222 58 134 293 61 211 365 51 183 486 1047 05 06 08 386 428 461 481 1756 09 469 427 317 343 1556 10 309 306 279 282 1176 11 275 281 292 293 1141 End Time 12 15 30 45 00 319 256 280 293 13 14 15 16 17 18 19 ---- ---- ---- ---- 20 213 157 176 170 716 21 183 158 149 168 22 188 149 144 143 CT�r Total 1148 1119 1128 982 658 624 24 Hour Total : 19023 AM peak hour begins : 08:15 AM peak volume : 1839 Peak hour factor : 0.96 PM peak hour begins : 17:45 PM peak volume : 1228 Peak hour factor : 0.93 ******************************************************************************* 23 145 116 126 97 484 273 255 238 243 250 294 276 306 274 248 256 274 292 249 267 293 238 238 293 312 231 273 306 258 234 330 306 213 971 1147 1204 969 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0426007.PRN Station : 000000042503 Identification : 000058410087 Interval : 15 minutes Start date : Apr 26, 11 Start time : 00:00 Stop date : Apr 26, 11 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : S Miami Ave bet SW/SE 8 St & SW/SE 7 St ******************************************************************************* Apr 26 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 55 22 25 11 10 17 26 86 165 186 144 143 30 45 27 22 14 7 22 51 100 186 173 162 169 45 45 23 17 14 14 21 64 116 186 155 129 180 00 48 24 16 4 10 29 65 146 164 144 147 188 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 193 96 80 43 41 89 206 448 701 658 582 680 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 176 185 181 235 191 280 271 253 176 142 135 109 30 170 185 198 264 155 246 231 188 153 126 100 86 45 182 193 197 246 227 229 227 187 131 117 89 77 00 200 205 197 227 195 226 214 170 152 112 106 65 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- r Total 728 768 773 972 768 981 943 798 612 497 430 337 24 Hour Total : 12424 AM peak hour begins : 08:15 AM peak volume : 722 Peak hour factor : 0.97 PM peak hour begins : 17:00 PM peak volume : 981 Peak hour factor : 0.88 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace h Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0427007.PRN Station : 000000042503 Identification : 000058410087 Interval : 15 minutes Start date : Apr 27, 11 Start time : 00:00 Stop date : Apr 27, 11 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : S Miami Ave bet SW/SE 8 St & SW/SE 7 St ******************************************************************************* Apr 27 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 82 50 30 20 14 7 31 87 178 174 118 134 30 54 29 12 19 6 13 47 105 173 175 148 176 45 55 32 13 10 4 25 73 119 200 132 138 193 00 59 23 17 5 10 23 87 172 175 152 166 187 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 250 134 72 54 34 68 238 483 726 633 570 690 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 201 203 199 227 190 279 310 232 193 123 147 139 30 199 173 176 233 199 254 240 214 153 141 135 103 45 212 194 203 234 214 238 231 189 161 131 139 104 00 216 196 174 175 227 257 234 154 140 153 114 82 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ("r Total 828 766 752 869 830 1028 1015 789 647 548 535 428 �24 Hour Total : 12987 AM peak hour begins : 11:30 AM peak volume : 780 Peak hour factor : 0.92 PM peak hour begins : 17:15 PM peak volume : 1059 Peak hour factor : 0.85 ******************************************************************************* Peak Season Factor Category Report 2009 Peak Season Factor Category Report - Report Type: ALL Category: 8701 MIAMI-DADE SOUTH Week MOCF: 0.98 Dates SF PSCF 1 01/01/2009 - 01/03/2009 2 01/04/2009 - 01/10/2009 3 01/11/2009 - 01/17/2009 01/18/2009 - 01/24/2009 01/25/2009 - 01/31/2009 6 02/01/2009 - 02/07/2009 * 7 02/08/2009 - 02/14/2009 * 8 02/15/2009 - 02/21/2009 * 9 02/22/2009 - 02/28/2009 *10 03/01/2009 - 03/07/2009 *11 03/08/2009 - 03/14/2009 *12 03/15/2009 - 03/21/2009 *13 03/22/2009 - 03/28/2009 *14 03/29/2009 - 04/04/2009 *15 04/05/2009 - 04/11/2009 *16 04/12/2009 - 04/18/2009 *17 04/19/2009 - 04/25/2009 *18 04/26/2009 - 05/02/2009 *19 05/03/2009 - 05/09/2009 20 05/10/2009 - 05/16/2009 21 05/17/2009 - 05/23/2009 22 05/24/2009 - 05/30/2009 23 05/31/2009 - 06/06/2009 24 06/07/2009 - 06/13/2009 25 06/14/2009 - 06/20/2009 26 06/21/2009 - 06/27/2009 27 06/28/2009 - 07/04/2009 28 07/05/2009 - 07/11/2009 29 07/12/2009 - 07/18/2009 30 07/19/2009 - 07/25/2009 31 07/26/2009 - 08/01/2009 32 08/02/2009 - 08/08/2009 33 08/09/2009 - 08/15/2009 34 08/16/2009 - 08/22/2009 35 08/23/2009 - 08/29/2009 36 08/30/2009 - 09/05/2009 37 09/06/2009 - 09/12/2009 38 09/13/2009 - 09/19/2009 39 09/20/2009 - 09/26/2009 09/27/2009 - 10/03/2009 10/04/2009 - 10/10/2009 42 10/11/2009 - 10/17/2009 43 10/18/2009 - 10/24/2009 44 10/25/2009 - 10/31/2009 45 11/01/2009 - 11/07/2009 46 11/08/2009 - 11/14/2009 47 11/15/2009 - 11/21/2009 48 11/22/2009 - 11/28/2009 49 11/29/2009 - 12/05/2009 50 12/06/2009 - 12/12/2009 51 12/13/2009 - 12/19/2009 52 12/20/2009 - 12/26/2009 53 12/27/2009 - 12/31/2009 * Peak Season Page 2 of 8 0.99 1.00 1.01 1.01 1.00 1.00 0.99 0.98 0.98 0.98 0.98 0.97 0.98 0.98 0.98 0.98 0.98 0.99 0.99 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.02 1.02 1.03 1.02 1.02 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.01 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 1.00 1.01 1.01 1.02 1.03 1.03 1.02 1.02 1.01 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.02 1.02 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.05 1.04 1.04 1.03 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.03 1.02 1.01 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.01 1.01 1.02 1.03 APPENDIX C: Miami -Dade Transit Data 0 0 Route Maps NW 16thS NW 141h 5t NW 13th St NW 12th St Oo\Prm CI INW SIh St W 1jfhAv NW 71h Sl NW 7th St is W Fla.ler Sr NW 18th St NW 17lh SI T-24 12 NW 61h SW 1st St 11..�6r 11.. 8 . .�._�, .._ ,_.---_a . 51 207 -� -51 -ssi s 71h St 0 SW 14th® 51 11'-in NW 17th St NW 11th Sl NW 10th St NW 9th St NW 81h St NW 7th St NW 3rd St NW 2nd St 3 NW 1st St Flagler St SW 2nd St D SW 3rd St SW 4th St SW 5th 5t SW 61h St SW 71h St SNLSth_SI CO SW 9th St SW 10th St SW 111h St SW 12th St S S/z d'!y {P� s� % W 13th St 64, '9 h ` a e ?d Oo• e'i 'f' P? ij 'd 'r G �'AO. NW 17th St NW 16th St NW 15th SI NW 14th SI 2 61 NW 13th St NW 12thS W 6thS SW 7th SCHOOL BOARD OEM NE 14th m NE itlh St NE 101h S1 NW 91h St NW 8th St 2246i -207. ler St TRANSFE 3rd St 2nd St STREET O BRIOKELL 17th St NE BIh Butch FINANCIAL DISTRICT VENTH TREET z t a PARK m ,WEST COLLE NORTH 2nd St 1st St BE 4th RWALK EIGHT 32 A 3 _- 93\ I 3 COLL TRANO 71h Te MNI OMNI FIRST STREET TREET TENT{/ TREE PRO. NADE 24 z BICENTENNIAL PARK (Closed) BAYSIDE O CMNI BAYFRONT PARK SE 3rd St DOWNTOWN MIAMI Brickell Key atickellKe Biscayne Bay Legend sees Detmees Routes Nmsond Motromo WHISNASI ver Omnl (Ouled.000 a Bne1,tI(0 ler Luup) Downtown (Inner loop) IMMO Mayan MMEMI Transfer SIM on N MIAMI DADS <<E3 cowry„ TRANSIT We'II /there! Weekday Southbound a.m. p.m W 2 z W FS{... G � BROWNSVILLE pdJ � W = G a SANTA CLARA CIVIC CENTER J m COCONUT GROVE DOUGLAS ROAD rip cc h O H O 2 G (I) d' 5:04 5:07 5:10 5:12 5:14 5:17 5:19 5:22 5:24 5:26 5:27 5:29 5:31 5:33 5:34 5:37 5:40 5:42 5:45 5:47 5:49 5:51 d d 5:19 5:22 5:25 5:27 5:29 5:32 5:34 5:37 5:39 5:41 5:42 5:44 5:46 5:48 5:49 5:52 5:55 5:57 6:00 6:02 6:04 6:06 c 5:33 5:36 5:39 5:41 5:43 5:46 5:48 5:51 5:53 5:55 5:56 5:58 6:00 6:02 6:03 6:06 6:09 6:11 6:14 6:16 6:18 6:20 5:43 5:46 5:49 5:51 5:53 5:56 5:58 6:01 6:03 6:05 6:06 6:08 6:10 6:12 6:13 6:16 6:19 6:21 6:24 6:26 6:28 6:30 5:53 5:56 5:59 6:01 6:03 6:06 6:08 6:11 6:13 6:15 6:16 6:18 6:20 6:22 6:23 6:26 6:29 6:31 6:34 6:36 6:38 6:40 6:00 6:03 6:06 6:08 6:10 6:13 6:15 6:18 6:20 6:22 6:23 6:25 6:27 6:29 6:30 6:33 6:36 6:38 6:41 6:43 6:45 6:47 6:08 6:11 6:14 6:16 6:18 6:21 6:23 6:26 6:28 6:30 6:31 6:33 6:35 6:37 6:38 6:41 6:44 6:46 6:49 6:51 6:53 6:55 6:15 6:18 6:21 6:23 6:25 6:28 6:30 6:33 6:35 6:37 6:38 6:40 6:42 6:44 6:45 6:48 6:51 6:53 6:56 6:58 7:00 7:02 6:23 6:26 6:29 6:31 6:33 6:36 6:38 6:41 6:43 6:45 6:46 6:48 6:50 6:52 6:53 6:56 6:59 7:01 7:04 7:06 7:08 7:10 6:30 6:33 6:36 6:38 6:40 6:43 6:45 6:48 6:50 6:52 6:53 6:55 6:57 6:59 7:00 7:03 7:06 7:08 7:11 7:13 7:15 7:17 6:38 6:41 6:44 6:46 6:48 6:51 6:53 6:56 6:58 7:00 7:01 7:03 7:05 7:07 7:08 7:11 7:14 7:16 7:19 7:21 7:23 7:25 6:45 6:48 6:51 6:53 6:55 6:58 7:00 7:03 7:05 7:07 7:08 7:10 7:12 7:14 7:15 7:18 7:21 7:23 7:26 7:28 7:30 7:32 6:53 6:56 6:59 7:01 7:03 7:06 7:08 7:11 7:13 7:15 7:16 7:18 7:20 7:22 7:23 7:26 7:29 7:31 7:34 7:36 7:38 7:40 7:00 7:03 7:06 7:08 7:10 7:13 7:15 7:18 7:20 7:22 7:23 7:25 7:27 7:29 7:30 7:33 7:36 7:38 7:41 7:43 7:45 7:47 7:08 7:11 7:14 7:16 7:18 7:21 7:23 7:26 7:28 7:30 7:31 7:33 7:35 7:37 7:38 7:41 7:44 7:46 7:49 7:51 7:53 7:55 7:15 7:18 7:21 7:23 7:25 7:28 7:30 7:33 7:35 7:37 7:38 7:40 7:42 7:44 7:45 7:48 7:51 7:53 7:56 7:58 8:00 8:02 7:23 7:26 7:29 7:31 7:33 7:36 7:38 7:41 7:43 7:45 7:46 7:48 7:50 7:52 7:53 7:56 7:59 8:01 8:04 8:06 8:08 8:10 7:30 7:33 7:36 7:38 7:40 7:43 7:45 7:48 7:50 7:52 7:53 7:55 7:57 7:59 8:00 8:03 8:06 8:08 8:11 8:13 8:15 8:17 7:38 7:41 7:44 7:46 7:48 7:51 7:53 7:56 7:58 8:00 8:01 8:03 8:05 8:07 8:08 8:11 8:14 8:16 8:19 8:21 8:23 8:25 7:45 7:48 7:51 7:53 7:55 7:58 8:00 8:03 8:05 8:07 8:08 8:10 8:12 8:14 8:15 8:18 8:21 8:23 8:26 8:28 8:30 8:32 7:53 7:56 7:59 8:01 8:03 8:06 8:08 8:11 8:13 8:15 8:16 8:18 8:20 8:22 8:23 8:26 8:29 8:31 8:34 8:36 8:38 8:40 8:00 8:03 8:06 8:08 8:10 8:13 8:15 8:18 8:20 8:22 8:23 8:25 8:27 8:29 8:30 8:33 8:36 8:38 8:41 8:43 8:45 8:47 8:08 8:11 8:14 8:16 8:18 8:21 8:23 8:26 8:28 8:30 8:31 8:33 8:35 8:37 8:38 8:41 8:44 8:46 8:49 8:51 8:53 8:55 8:15 8:18 8:21 8:23 8:25 8:28 8:30 8:33 8:35 8:37 8:38 8:40 8:42 8:44 8:45 8:48 8:51 8:53 8:56 8:58 9:00 9:02 8:23 8:26 8:29 8:31 8:33 8:36 8:38 8:41 8:43 8:45 8:46 8:48 8:50 8:52 8:53 8:56 8:59 9:01 9:04 9:06 9:08 9:10 8:30 8:33 8:36 8:38 8:40 8:43 8:45 8:48 8:50 8:52 8:53 8:55 8:57 8:59 9:00 9:03 9:06 9:08 9:11 9:13 9:15 9:17 8:38 8:41 8:44 8:46 8:48 8:51 8:53 8:56 8:58 9:00 9:01 9:03 9:05 9:07 9:08 9:11 9:14 9:16 9:19 9:21 9:23 9:25 8:45 8:48 8:51 8:53 8:55 8:58 9:00 9:03 9:05 9:07 9:08 9:10 9:12 9:14 9:15 9:18 9:21 9:23 9:26 9:28 9:30 9:32 9:00 9:03 9:06 9:08 9:10 9:13 9:15 9:18 9:20 9:22 9:23 9:25 9:27 9:29 9:30 9:33 9:36 9:38 9:41 9:43 9:45 9:47 9:15 9:18 9:21 9:23 9:25 9:28 9:30 9:33 9:35 9:37 9:38 9:40 9:42 9:44 9:45 9:48 9:51 9:53 9:56 9:58 1000 1002 9:30 9:33 9:36 9:38 9:40 9:43 9:45 9:48 9:50 9:52 9:53 9:55 9:57 9:59 1000 1003 1006 1008 1011 1013 1015 1017 9:45 9:48 9:51 9:53 9:55 9:58 1000 1003 1005 1007 1008 1010 1012 1014 1015 1018 1021 1023 1026 1028 1030 1032 1000 1003 1006 1008 1010 1013 1015 1018 1020 1022 1023 1025 1027 1029 1030 1033 1036 1038 1041 1043 1045 1047 1015 1018 1021 1023 1025 1028 1030 1033 1035 1037 1038 1040 1042 1044 1045 1048 1051 1053 1056 1058 1100 1102 1030 1033 1036 1038 1040 1043 1045 1048 1050 1052 1053 1055 1057 1059 1100 1103 1106 1108 1111 1113 1115 1117 • 1045 1048 1051 1053 1055 1058 1100 1103 1105 1107 1108 1110 1112 1114 1115 1118 1121 1123 1126 1128 1130 1132 1100 1103 1106 1108 1110 1113 1115 1118 1120 1122 1123 1125 1127 1129 1130 1133 1136 1138 1141 1143 1145 1147 o 1115 1118 1121 1123 1125 1128 1130 1133 1135 1137 1138 1140 1142 1144 1145 1148 1151 1153 1156 1158 1200 1202 £ 1130 1133 1136 1138 1140 1143 1145 1148 1150 1152 1153 1155 1157 1159 1200 1203 1206 1208 1211 1213 1215 1217 Q. 1145 1148 1151 1153 1155 1158 1200 1203 1205 1207 1208 1210 1212 1214 1215 1218 1221 1223 1226 1228 1230 1232 E 1200 1203 1206 1208 1210 1213 1215 1218 1220 1222 1223 1225 1227 1229 1230 1233 1236 1238 1241 1243 1245 1247 j_ 1215 1218 1221 1223 1225 1228 1230 1233 1235 1237 1238 1240 1242 1244 1245 1248 1251 1253 1256 1258 1:00 1:02 1230 1233 1236 1238 1240 1243 1245 1248 1250 1252 1253 1255 1257 1259 1:00 1:03 1:06 1:08 1:11 1:13 1:15 1:17 (1245 1248 1251 1253 1255 1258 1:00 1:03 1:05 1:07 1:08 1:10 1:12 1:14 1:15 1:18 1:21 1:23 1:26 1:28 1:30 1:32 1:00 1:03 1:06 1:08 1:10 1:13 1:15 1:18 1:20 1:22 1:23 1:25 1:27 1:29 1:30 1:33 1:36 1:38 1:41 1:43 1:45 1:47 1:15 1:18 1:21 1:23 1:25 1:28 1:30 1:33 1:35 1:37 1:38 1:40 1:42 1:44 1:45 1:48 1:51 1:53 1:56 1:58 2:00 2:02 E 1:30 1:33 1:36 1:38 1:40 1:43 1:45 1:48 1:50 1:52 1:53 1:55 1:57 1:59 2:00 2:03 2:06 2:08 2:11 2:13 2:15 2:17 E Q 1:45 1:48 1:51 1:53 1:55 1:58 2:00 2:03 2:05 2:07 2:08 2:10 2:12 2:14 2:15 2:18 2:21 2:23 2:26 2:28 2:30 2:32 Q Weekday Southbound am p.m Z z W O BROWNSVILLE z cc W = SANTA CLARA CIVIC CENTER u p z W F. F. NJ = J G9 C] CO COCONUT GROVE DOUGLAS ROAD SOUTH MIAMI 2:00 2:03 2:06 2:08 2:10 2:13 2:15 2:18 2:20 2:22 2:23 2:25 2:27 2:29 2:30 2:33 2:36 2:38 2:41 2:43 2:45 2:47' 2:15 2:18 2:21 2:23 2:25 2:28 2:30 2:33 2:35 2:37 2:38 2:40 2:42 2:44 2:45 2:48 2:51 2:53 2:56 2:58 3:00 3:02'Q„ 2:30 2:33 2:36 2:38 2:40 2:43 2:45 2:48 2:50 2:52 2:53 2:55 2:57 2:59 3:00 3:03 3:06 3:08 3:11 3:13 3:15 3:17 2:45 2:48 2:51 2:53 2:55 2:58 3:00 3:03 3:05 3:07 3:08 3:10 3:12 3:14 3:15 3:18 3:21 3:23 3:26 3:28 3:30 3:32 3:00 3:03 3:06 3:08 3:10 3:13 3:15 3:18 3:20 3:22 3:23 3:25 3:27 3:29 3:30 3:33 3:36 3:38 3:41 3:43 3:45 3:47 3:15 3:18 3:21 3:23 3:25 3:28 3:30 3:33 3:35 3:37 3:38 3:40 3:42 3:44 3:45 3:48 3:51 3:53 3:56 3:58 4:00 4:02 3:23 3:26 3:29 3:31 3:33 3:36 3:38 3:41 3:43 3:45 3:46 3:48 3:50 3:52 3:53 3:56 3:59 4:01 4:04 4:06 4:08 4:10 3:30 3:33 3:36 3:38 3:40 3:43 3:45 3:48 3:50 3:52 3:53 3:55 3:57 3:59 4:00 4:03 4:06 4:08 4:11 4:13 4:15 4:17 3:38 3:41 3:44 3:46 3:48 3:51 3:53 3:56 3:58 4:00 4:01 4:03 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8:02 8:04 8:05 8:07 8:09 8:10 8:12 8:14 8:17 8:19 8:21 8:23 8:25 8:28 8:3< 8:00 8:02 8:04 8:06 8:09 8:11 8:14 8:17 8:19 8:20 8:22 8:24 8:25 8:27 8:29 8:32 8:34 8:36 8:38 8:40 8:43 8:4E 8:15 8:17 8:19 8:21 8:24 8:26 8:29 8:32 8:34 8:35 8:37 8:39 8:40 8:42 8:44 8:47 8:49 8:51 8:53 8:55 8:58 9:0; 8:30 8:32 8:34 8:36 8:39 8:41 8:44 8:47 8:49 8:50 8:52 8:54 8:55 8:57 8:59 9:02 9:04 9:06 9:08 9:10 9:13 9:1 E 9:00 9:02 9:04 9:06 9:09 9:11 9:14 9:17 9:19 9:20 9:22 9:24 9:25 9:27 9:29 9:32 9:34 9:36 9:38 9:40 9:43 9:4E 9:30 9:32 9:34 9:36 9:39 9:41 9:44 9:47 9:49 9:50 9:52 9:54 9:55 9:57 9:59 1002 1004 1006 1008 1010 1013 1011 1000 1002 1004 1006 1009 1011 1014 1017 1019 1020 1022 1024 1025 1027 1029 1032 1034 1036 1038 1040 1043 1041 1030 1032 1034 1036 1039 1041 1044 1047 1049 1050 1052 1054 1055 1057 1059 1102 1104 1106 1108 1110 1113 1111 1100 1102 1104 1106 1109 1111 1114 1117 1119 1120 1122 1124 1125 1127 1129 1132 1134 1136 1138 1140 1143 1141 Q- 1130 1132 1134 1136 1139 1141 1144 1147 1149 1150 1152 1154 1155 1157 1159 1202 1204 1206 1208 1210 1213 1211 . 1200 1202 1204 1206 1209 1211 1214 1217 1219 1220 1222 1224 1225 1227 1229 1232 1234 1236 1238 1240 1243 12414, Weekend Southbound a.m. p.m This schedule may vary up to 12 minutes due to single tracking when southbound and northbound trains alternate trips on the same track g while the other track is being maintained. o0e la ram. w zz c a oi- a E co hb c cc LI u'7 r h 3 en -o�r a ta- cUi o fli `� ▪ a • o w x o 1- z m ui= a eai� c�5 cx� x m C• �� o w E 5:10 5:13 5:16 5:18 5:20 5:23 5:25 5:28 5:30 5:32 5:33 5:35 5:37 5:39 5:40 5:43 5:46 5:48 5:51 5:53 5:55 5:57 E 6 5:45 5:48 5:51 5:53 5:55 5:58 6:00 6:03 6:05 6:07 6:08 6:10 6:12 6:14 6:15 6:18 6:21 6:23 6:26 6:28 6:30 6:32 6:15 6:18 6:21 6:23 6:25 6:28 6:30 6:33 6:35 6:37 6:38 6:40 6:42 6:44 6:45 6:48 6:51 6:53 6:56 6:58 7:00 7:02 6:45 6:48 6:51 6:53 6:55 6:58 7:00 7:03 7:05 7:07 7:08 7:10 7:12 7:14 7:15 7:18 7:21 7:23 7:26 7:28 7:30 7:32 7:15 7:18 7:21 7:23 7:25 7:28 7:30 7:33 7:35 7:37 7:38 7:40 7:42 7:44 7:45 7:48 7:51 7:53 7:56 7:58 8:00 8:02 7:45 7:48 7:51 7:53 7:55 7:58 8:00 8:03 8:05 8:07 8:08 8:10 8:12 8:14 8:15 8:18 8:21 8:23 8:26 8:28 8:30 8:32 8:15 8:18 8:21 8:23 8:25 8:28 8:30 8:33 8:35 8:37 8:38 8:40 8:42 8:44 8:45 8:48 8:51 8:53 8:56 8:58 9:00 9:02 8:45 8:48 8:51 8:53 8:55 8:58 9:00 9:03 9:05 9:07 9:08 9:10 9:12 9:14 9:15 9:18 9:21 9:23 9:26 9:28 9:30 9:32 9:15 9:18 9:21 9:23 9:25 9:28 9:30 9:33 9:35 9:37 9:38 9:40 9:42 9:44 9:45 9:48 9:51 9:53 9:56 9:58 1000 1002 9:45 9:48 9:51 9:53 9:55 9:58 1000 1003 1005 1007 1008 1010 1012 1014 1015 1018 1021 1023 1026 1028 1030 1032 E 1015 1018 1021 1023 1025 1028 1030 1033 1035 1037 1038 1040 1042 1044 1045 1048 1051 1053 1056 1058 1100 1102 cC 1045 1048 1051 1053 1055 1058 1100 1103 1105 1107 1108 1110 1112 1114 1115 1118 1121 1123 1126 1128 1130 1132 E 1115 1118 1121 1123 1125 1128 1130 1133 1135 1137 1138 1140 1142 1144 1145 1148 1151 1153 1156 1158 1200 1202 ai 1145 1148 1151 1153 1155 1158 1200 1203 1205 1207 1208 1210 1212 1214 1215 1218 1221 1223 1226 1228 1230 1232 si E 1215 1218 1221 1223 1225 1228 1230 1233 1235 1237 1238 1240 1242 1244 1245 1248 1251 1253 1256 1258 1:00 1:02 ti 1245 1248 1251 1253 1255 1258 1:00 1:03 1:05 1:07 1:08 1:10 1:12 1:14 1:15 1:18 1:21 1:23 1:26 1:28 1:30 1:32 1:15 1:18 1:21 1:23 1:25 1:28 1:30 1:33 1:35 1:37 1:38 1:40 1:42 1:44 1:45 1:48 1:51 1:53 1:56 1:58 2:00 2:02 1:45 1:48 1:51 1:53 1:55 1:58 2:00 2:03 2:05 2:07 2:08 2:10 2:12 2:14 2:15 2:18 2:21 2:23 2:26 2:28 2:30 2:32 2:15 2:18 2:21 2:23 2:25 2:28 2:30 2:33 2:35 2:37 2:38 2:40 2:42 2:44 2:45 2:48 2:51 2:53 2:56 2:58 3:00 3:02 2:45 2:48 2:51 2:53 2:55 2:58 3:00 3:03 3:05 3:07 3:08 3:10 3:12 3:14 3:15 3:18 3:21 3:23 3:26 3:28 3:30 3:32 3:15 3:18 3:21 3:23 3:25 3:28 3:30 3:33 3:35 3:37 3:38 3:40 3:42 3:44 3:45 3:48 3:51 3:53 3:56 3:58 4:00 4:02 3:45 3:48 3:51 3:53 3:55 3:58 4:00 4:03 4:05 4:07 4:08 4:10 4:12 4:14 4:15 4:18 4:21 4:23 4:26 4:28 4:30 4:32'. (----- 4:15 4:18 4:21 4:23 4:25 4:28 4:30 4:33 4:35 4:37 4:38 4:40 4:42 4:44 4:45 4:48 4:51 4:53 4:56 4:58 5:00 5:02, 4:45 4:48 4:51 4:53 4:55 4:58 5:00 5:03 5:05 5:07 5:08 5:10 5:12 5:14 5:15 5:18 5:21 5:23 5:26 5:28 5:30 5:32 5:15 5:18 5:21 5:23 5:25 5:28 5:30 5:33 5:35 5:37 5:38 5:40 5:42 5:44 5:45 5:48 5:51 5:53 5:56 5:58 6:00 6:02 5:45 5:48 5:51 5:53 5:55 5:58 6:00 6:03 6:05 6:07 6:08 6:10 6:12 6:14 6:15 6:18 6:21 6:23 6:26 6:28 6:30 6:32 6:15 6:18 6:21 6:23 6:25 6:28 6:30 6:33 6:35 6:37 6:38 6:40 6:42 6:44 6:45 6:48 6:51 6:53 6:56 6:58 7:00 7:02 6:45 6:48 6:51 6:53 6:55 6:58 7:00 7:03 7:05 7:07 7:08 7:10 7:12 7:14 7:15 7:18 7:21 7:23 7:26 7:28 7:30 7:32 7:15 7:18 7:21 7:23 7:25 7:28 7:30 7:33 7:35 7:37 7:38 7:40 7:42 7:44 7:45 7:48 7:51 7:53 7:56 7:58 8:00 8:02 7:45 7:48 7:51 7:53 7:55 7:58 8:00 8:03 8:05 8:07 8:08 8:10 8:12 8:14 8:15 8:18 8:21 8:23 8:26 8:28 8:30 8:32 8:15 8:18 8:21 8:23 8:25 8:28 8:30 8:33 8:35 8:37 8:38 8:40 8:42 8:44 8:45 8:48 8:51 8:53 8:56 8:58 9:00 9:02 8:52 8:55 8:58 9:00 9:02 9:05 9:07 9:10 9:12 9:14 9:15 9:17 9:19 9:21 9:22 9:25 9:28 9:30 9:33 9:35 9:37 9:39 9:22 9:25 9:28 9:30 9:32 9:35 9:37 9:40 9:42 9:44 9:45 9:47 9:49 9:51 9:52 9:55 9:58 1000 1003 1005 1007 1009 9:52 9:55 9:58 1000 1002 1005 1007 1010 1012 1014 1015 1017 1019 1021 1022 1025 1028 1030 1033 1035 1037 1039 . 1022 1025 1028 1030 1032 1035 1037 1040 1042 1044 1045 1047 1049 1051 1052 1055 1058 1100 1103 1105 1107 1109 E 1052 1055 1058 1100 1102 1105 1107 1110 1112 1114 1115 1117 1119 1121 1122 1125 1128 1130 1133 1135 1137 1139 Q- E 1122 1125 1128 1130 1132 1135 1137 1140 1142 1144 1145 1147 1149 1151 1152 1155 1158 1200 1203 1205 1207 1209 E 6 1152 1155 1158 1200 1202 1205 1207 1210 1212 1214 1215 1217 1219 1221 1222 1225 1228 1230 1233 1235 1237 1239 cd Weekend Northbound a,m p.m This schedule may vary up to 12 minutes due to single tracking when southbound and northbound trains alternate trips on the same track while the other track is being maintained. 3 O O W LC J C7 W 0z o ooc co u~QI rz o - Z c m o tc CO CO ix W S IS- W • �• '1 Q W W re O C1 �L CJ Q a a S 3 Q ct W F . 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Q- 1230 1232 1234 1236 1239 1241 1244 1247 1249 1250 1252 1254 1255 1257 1259 1:02 1:04 1:06 1:08 1:10 1:13 1:18 1:00 1:02 1:04 1:06 1:09 1:11 1:14 1:17 1:19 1:20 1:22 1:24 1:25 1:27 1:29 1:32 1:34 1:36 1:38 1:40 1:43 1:48 1:30 1:32 1:34 1:36 1:39 1:41 1:44 1:47 1:49 1:50 1:52 1:54 1:55 1:57 1:59 2:02 2:04 2:06 2:08 2:10 2:13 2:18 2:00 2:02 2:04 2:06 2:09 2:11 2:14 2:17 2:19 2:20 2:22 2:24 2:25 2:27 2:29 2:32 2:34 2:36 2:38 2:40 2:43 2:48 2:30 2:32 2:34 2:36 2:39 2:41 2:44 2:47 2:49 2:50 2:52 2:54 2:55 2:57 2:59 3:02 3:04 3:06 3:08 3:10 3:13 3:18 3:00 3:02 3:04 3:06 3:09 3:11 3:14 3:17 3:19 3:20 3:22 3:24 3:25 3:27 3:29 3:32 3:34 3:36 3:38 3:40 3:43 3:48 3:30 3:32 3:34 3:36 3:39 3:41 3:44 3:47 3:49 3:50 3:52 3:54 3:55 3:57 3:59 4:02 4:04 4:06 4:08 4:10 4:13 4:18 4:00 4:02 4:04 4:06 4:09 4:11 4:14 4:17 4:19 4:20 4:22 4:24 4:25 4:27 4:29 4:32 4:34 4:36 4:38 4:40 4:43 4:48 4:30 4:32 4:34 4:36 4:39 4:41 4:44 4:47 4:49 4:50 4:52 4:54 4:55 4:57 4:59 5:02 5:04 5:06 5:08 5:10 5:13 5:18 5:00 5:02 5:04 5:06 5:09 5:11 5:14 5:17 5:19 5:20 5:22 5:24 5:25 5:27 5:29 5:32 5:34 5:36 5:38 5:40 5:43 5:48 5:30 5:32 5:34 5:36 5:39 5:41 5:44 5:47 5:49 5:50 5:52 5:54 5:55 5:57 5:59 6:02 6:04 6:06 6:08 6:10 6:13 6:18 6:00 6:02 6:04 6:06 6:09 6:11 6:14 6:17 6:19 6:20 6:22 6:24 6:25 6:27 6:29 6:32 6:34 6:36 6:38 6:40 6:43 6:48 6:30 6:32 6:34 6:36 6:39 6:41 6:44 6:47 6:49 6:50 6:52 6:54 6:55 6:57 6:59 7:02 7:04 7:06 7:08 7:10 7:13 7:18 7:00 7:02 7:04 7:06 7:09 7:11 7:14 7:17 7:19 7:20 7:22 7:24 7:25 7:27 7:29 7:32 7:34 7:36 7:38 7:40 7:43 7:48 7:30 7:32 7:34 7:36 7:39 7:41 7:44 7:47 7:49 7:50 7:52 7:54 7:55 7:57 7:59 8:02 8:04 8:06 8:08 8:10 8:13 8:18 8:00 8:02 8:04 8:06 8:09 8:11 8:14 8:17 8:19 8:20 8:22 8:24 8:25 8:27 8:29 8:32 8:34 8:36 8:38 8:40 8:43 8:48 8:30 8:32 8:34 8:36 8:39 8:41 8:44 8:47 8:49 8:50 8:52 8:54 8:55 8:57 8:59 9:02 9:04 9:06 9:08 9:10 9:13 9:18 9:00 9:02 9:04 9:06 9:09 9:11 9:14 9:17 9:19 9:20 9:22 9:24 9:25 9:27 9:29 9:32 9:34 9:36 9:38 9:40 9:43 9:48 9:30 9:32 9:34 9:36 9:39 9:41 9:44 9:47 9:49 9:50 9:52 9:54 9:55 9:57 9:59 1002 1004 1006 1008 1010 1013 1018 1000 1002 1004 1006 1009 1011 1014 1017 1019 1020 1022 1024 1025 1027 1029 1032 1034 1036 1038 1040 1043 1048 1030 1032 1034 1036 1039 1041 1044 1047 1049 1050 1052 1054 1055 1057 1059 1102 1104 1106 1108 1110 1113 1118 E • 1100 1102 1104 1106 1109 1111 1114 1117 1119 1120 1122 1124 1125 1127 1129 1132 1134 1136 1138 1140 1143 1148 si sr.i' 1130 1132 1134 1136 1139 1141 1144 1147 1149 1150 1152 1154 1155 1157 1159 1202 1204 1206 1208 1210 1213 1218 • E 1200 1202 1204 1206 1209 1211 1214 1217 1219 1220 1222 1224 1225 1227 1229 1232 1234 1236 1238 1240 1243 1248 as ca ( ( I NW 16 St. MI NW 1w2 CHOOL_BOA_RD I�1 st. ' •rirmaqii. OMNISt. CENT ARK S (closed ENTH STREET TION NW 6 St NW 5 St. NW 4 St. NW3St. GOVERNMENT CENTE STATIO NW 1 St. W. Fla.ler St. SW 1 St. SW 2 St. SW 3 St. SW 7 St. SW 8 St SW 9 St. SW 10 St. SW 11 St. SW 14 St. NW 11 St. NW 10 St. NW 9 St. NW8St. E 10 St NE 9 St. NE7St. COLLE E VENUE N ARK WEST TATION 9. NE 2 St. ADRIENNE ST I ERWALK T TION W 0) F FTH STREET S ATION IGHTH TREET 5 1ON co TE 'HSTREET/ w PRSMENADE O BRI ELL ST TION �co ST ION B.(CKELL FINAN ' L [STRICT ST I' North RSHT TION VENETIAN CAUSEWAY MacARTHUR CAUSEWAY PORT BOULEVARD LEGEND ( Omni Loop E--1 Brickell Loop 1 Downtown Loop 1 Metrorail Last Transfer Station to Omni Loop Last Transfer Station to Brickell Loop Transfer Station between Omni, Downtown, and Brickell Loops Transfer Station to Metrorail 0 Station featuring Art En Route Route6 z a) ■ `9, Q • NW14St NW14St v coa) NW 11 St z ccoN o ¢ N z Z NW30StnA L_ SW 8 St co I\rs on Q® co. a SW 27 Lane Bird Rd (SW 40 St) NW 29 St >> ¢ C z - z z W. Flagler St z SW 1 St SW 27 Terr Coconut Grove Metrorail Station N C°SW9 St cn .JI NE 17 St E 11 St w z w CO f SW 8 St Brickell Metrorail Station North Map not to scale 6/08 Miami -Dade County - Transit - Routes Schedule Page 1 of 1 MIAMI• COUNTY Transit 6 Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND Coconut SW 8 St NW 7 St NW 14 St Flagler St Brickell Miami Dade NW 29 St NW 29 St Grove & 32 Ave & 37 Ave & 22 Ave & 22 Ave Station College & N Miami & 18 Ave Station Dwtn. Camp Ave 08:30AM 08:39AM 08:49AM 08:59AM 09:04AM 09:19AM 09:27AM 09:33AM 09:41AM 09:30AM 09:39AM 09:49AM 09:58AM 10:03AM 10:18AM 10:26AM 10:32AM 10:40AM 10:30AM 10:39AM 10:49AM 10:58AM 11:03AM 11:18AM 11:26AM 11:32AM 11:40AM 11:30AM 11:39AM 11:49AM 11:58AM 12:03PM 12:18PM 12:26PM 12:32PM 12:40PM 12:30PM 12:39PM 12:49PM 12:58PM 01:03PM 01:18PM 01:26PM 01:32PM 01:40PM 01:30PM 01:39PM 01:49PM 01:58PM 02:03PM 02:18PM 02:26PM 02:32PM 02:40PM 02:30PM 02:39PM 02:49PM 02:58PM 03:03PM 03:18PM 03:26PM 03:32PM 03:41PM 03:30PM 03:39PM 03:49PM 03:59PM 04:04PM 04:19PM 04:27PM 04:33PM 04:42PM 04:30PM 04:39PM 04:49PM 04:59PM 05:04PM 05:19PM 05:27PM 05:33PM 05:42PM 05:30PM 05:39PM 05:49PM 05:59PM 06:04PM 06:19PM 06:27PM 06:33PM 06:42PM Back to previous page http://www.miamidade.gov/transit/routes_schedule. asp?R1=WEEKDAY&R2=Northboun... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 1 MIA MI• E COUNTY 6 Schedule Back to previous pace Service: WEEKDAY Direction: SOUTHBOUND NW 29 St NW 29 St Miami Ave Brickell Flagler St NW 14 St NW 7 St SW 8 St SW 40 St & Coconut & 18 Ave & N Miami & Flagler Station & 22 Ave & 22 Ave & 37 Ave & 32 Ave SW 32 Ave Grove Ave St Station 08:OOAM 08:08AM 08:19AM 08:24AM 08:39AM 08:45AM 08:55AM 09:03AM 09:12AM 09:17AM 09:OOAM 09:08AM 09:18AM 09:23AM 09:38AM 09:44AM 09:54AM 10:02AM 10:11 AM 10:16AM 10:OOAM 10:08AM 10:18AM 10:23AM 10:38AM 10:44AM 10:54AM 11:02AM 11:11AM 11:16AM 11:OOAM 11:O8AM 11:18AM 11:23AM 11:38AM 11:44AM 11:54AM 12:02PM 12:11PM 12:16PM 12:OOPM 12:08PM 12:18PM 12:23PM 12:38PM 12:44PM 12:54PM 01:02PM 01:11 PM 01:16PM 01:OOPM 01:08PM 01:18PM 01:23PM 01:38PM 01:44PM 01:54PM 02:02PM 02:11PM 02:16PM 02:OOPM 02:08PM 02:18PM 02:23PM 02:38PM 02:44PM 02:54PM 03:02PM 03:12PM 03:17PM 03:OOPM 03:08PM 03:18PM 03:24PM 03:39PM 03:45PM 03:55PM 04:03PM 04:13PM 04:18PM 04:OOPM 04:08PM 04:18PM 04:24PM 04:39PM 04:45PM 04:55PM 05:03PM 05:13PM 05:18PM 05:OOPM 05:08PM 05:18PM 05:24PM 05:39PM 05:45PM 05:55PM 06:03PM 06:13PM 06:18PM Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Southboun... 4/25/2011 Route 8 FIU University Park Campus NI FIU Bus Terminal SW 107 Ave •— SW 8 St SW 17 St Weekday Service Legend Route 8 FIU Bus Terminal (Via Coral Way)- MDC Wolfson Campus Route 8A FIU Bus Terminal (Via SW 8 St)- MDC Wolfson Campus ■ 11 ■ 0) SW 8 St • SW 7 St NEB 6 St Q u t • MDC •E f Wolfson ro Campus Downtown 4St Miami era 140 Coral Way r- SW24St■E u1 9 St Short Turn fn Westchester Shopping Center WESTCHESTER SHORT TURN & WEEKEND SERVICE II —Library Fire Station U SW 24 St a co ■ ■ >• r• m■ SW 8 St Coral Way rn Westchester u1 Shopping Center Little Havana Brlckell Metrorail Station Weekend Service Legend Route 8 SW 24 St/ SW 88 Ave- MDC Wolfson Campus 1) w u7 co (11.) NORTH MAP NOT TO SCALE 12/2009 Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMI COUNTY Transit 8 Schedule Back to previous page Service: WEEKDAY Direction: EASTBOUND FIU SW 24 St SW 24 St SW 8 St SW 8 St SW 8 St SW 8 St SW 8 St Brickell Miami Dade Univ Park & 87 Ave & 82 Ave & 87 Ave & 57 Ave & 42 Ave & 27 Ave & 12 Ave Station College Campus Dwtn. Camp 04:4OAM •04:47AM 04:57AM 05:02AM 05:08AM 05:15AM 05:20AM 05:25AM 05:04AM 05:13AM 05:14AM 05:26AM 05:31AM 05:37AM 05:44AM 05:49AM 05:54AM 05:23AM 05:30AM 05:40AM 05:45AM 05:51AM 06:OOAM 06:07AM 06:14AM 05:31AM 05:40AM 05:41AM 05:53AM 05:58AM 06:06AM 06:15AM 06:22AM 06:29AM 05:48AM 05:55AM 06:07AM 06:13AM 06:21AM 06:30AM 06:37AM 06:44AM •06:17AM 06:23AM 06:31AM 06:40AM 06:47AM 06:54AM 05:58AM 06:10AM 06:12AM •06:26AM 06:32AM 06:4OAM 06:49AM 06:56AM 07:04AM 06:14AM 06:23AM 06:35AM 06:41 AM 06:49AM 06:58AM 07:06AM 07:14AM •06:44AM 06:50AM 06:58AM 07:08AM 07:16AM 07:24AM 06:23AM 06:35AM 06:37AM 06:51AM 06:57AM 07:08AM 07:18AM 07:26AM 07:34AM 06:37AM 06:46AM 07:01 AM 07:07AM 07:18AM 07:28AM 07:36AM 07:44AM • 07:11AM 07:17AM 07:28AM 07:38AM 07:46AM 07:54AM 06:47AM 07:OOAM 07:03AM •07:21AM 07:27AM 07:38AM 07:48AM 07:56AM 08:04AM 07:05AM 07:16AM 07:31AM 07:37AM 07:48AM 07:58AM 08:06AM 08:14AM 07:41AM 07:47AM 07:58AM 08:08AM 08:16AM 08:24AM 07:17AM 07:30AM 07:33AM 07:51AM 07:57AM 08:08AM 08:18AM 08:26AM 08:34AM 07:35AM 07:46AM 08:01 AM 08:07AM 08:18AM 08:28AM 08:36AM 08:44AM •08:11AM 08:17AM 08:28AM 08:38AM 08:46AM 08:54AM 07:46AM 07:59AM 08:02AM •08:2OAM 08:26AM 08:37AM 08:47AM 08:55AM 09:04AM 08:09AM 08:20AM 08:35AM 08:41AM 08:52AM 09:02AM 09:10AM 09:19AM 08:16AM 08:29AM 08:32AM 08:50AM 08:56AM 09:07AM 09:17AM 09:25AM 09:34AM 08:39AM 08:50AM 09:05AM 09:12AM 09:22AM 09:32AM 09:40AM 09:49AM 08:51AM 09:04AM 09:06AM 09:20AM 09:27AM 09:37AM 09:47AM 09:55AM 10:04AM 09:10AM 09:21AM 09:35AM 09:42AM 09:52AM 10:02AM 10:10AM 10:19AM 09:22AM 09:34AM 09:36AM 09:50AM 09:57AM 10:07AM 10:17AM 10:25AM 10:34AM 09:40AM 09:51 AM 10:05AM 10:12AM 10:22AM 10:32AM 10:40AM 10:49AM 09:52AM 10:04AM 10:06AM 10:20AM 10:27AM 10:37AM 10:47AM 10:55AM 11:04AM 10:10AM 10:21 AM 10:35AM 10:42AM 10:52AM 11:02AM 11:10AM 11:19AM 10:22AM 10:34AM 10:36AM 10:50AM 10:57AM 11:07AM 11:17AM 11:25AM 11:34AM 10:40AM 10:51 AM 11:05AM 11:12AM 11:22AM 11:32AM 11:40AM 11:49AM 10:52AM 11:04AM 11:06AM 11:20AM 11:27AM 11:37AM 11:47AM 11:55AM 12:04PM 11:10AM 11:21AM 11:35AM 11:42AM 11:52AM 12:02PM 12:10PM 12:19PM 11:22AM 11:34AM 11:36AM 11:50AM 11:57AM 12:07PM 12:17PM 12:25PM 12:34PM 11:40AM 11:51AM 12:05PM 12:12PM 12:22PM 12:32PM 12:40PM 12:49PM 11:52AM 12:04PM 12:06PM 12:20PM 12:27PM 12:37PM 12:47PM 12:55PM 01:04PM 12:10PM 12:21PM 12:35PM 12:42PM 12:52PM 01:02PM 01:10PM 01:19PM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Eastbound... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 12:22PM 12:34PM 12:36PM 12:50PM 12:57PM 01:07PM 01:17PM 01:25PM 01:34PM 12:40PM 12:51 PM 01:05PM 01:12PM 01:22PM 01:32PM 01:40PM 01:49PM 12:52PM 01:04PM 01:06PM 01:20PM 01:27PM 01:37PM 01:47PM 01:55PM 02:04PM 01:10PM 01:21PM 01:35PM 01:42PM 01:52PM 02:02PM 02:10PM 02:19PM 01:22PM 01:34PM 01:36PM 01:50PM 01:57PM 02:07PM 02:17PM 02:25PM 02:34PM 01:40PM 01:51PM 02:05PM 02:12PM 02:22PM 02:32PM 02:40PM 02:49PM 01:51 PM 02:03PM 02:05PM 02:19PM 02:26PM 02:36PM 02:46PM 02:54PM 03:04PM 02:04PM 02:15PM 02:29PM 02:36PM 02:46PM 02:56PM 03:04PM 03:14PM 02:10PM 02:22PM 02:24PM 02:38PM 02:45PM 02:55PM 03:06PM 03:14PM 03:24PM 02:19PM 02:31PM 02:33PM 02:47PM 02:54PM 03:05PM 03:16PM 03:24PM 03:34PM 02:32PM 02:43PM 02:57PM 03:04PM 03:15PM 03:26PM 03:34PM 03:44PM • 03:07PM 03:14PM 03:25PM 03:36PM 03:44PM 03:54PM 02:45PM 02:57PM 02:59PM 03:17PM 03:24PM 03:35PM 03:46PM 03:54PM 04:04PM 03:02PM 03:13PM 03:27PM 03:34PM 03:45PM 03:56PM 04:04PM 04:14PM 03:05PM 03:17PM 03:19PM 03:37PM 03:44PM 03:55PM 04:06PM 04:14PM 04:24PM 03:15PM 03:27PM 03:29PM 03:47PM 03:54PM 04:05PM 04:16PM 04:24PM 04:34PM 03:32PM 03:43PM 03:57PM 04:04PM 04:15PM 04:26PM 04:34PM 04:44PM .• 04:07PM 04:14PM 04:25PM 04:36PM 04:44PM 04:54PM 03:45PM 03:57PM 03:59PM •04:17PM 04:24PM 04:35PM 04:46PM 04:54PM 05:04PM 04:02PM 04:13PM 04:27PM 04:34PM 04:45PM 04:56PM 05:04PM 05:14PM 04:37PM 04:44PM 04:55PM 05:06PM 05:14PM 05:24PM 04:15PM 04:27PM 04:29PM 04:47PM 04:54PM 05:05PM 05:16PM 05:24PM 05:34PM 04:32PM 04:43PM 04:57PM 05:04PM 05:15PM 05:26PM 05:34PM 05:44PM 05:07PM 05:14PM 05:25PM 05:36PM 05:44PM 05:54PM 04:45PM 04:57PM 04:59PM 05:17PM 05:24PM 05:35PM 05:46PM 05:54PM 06:04PM 05:07PM 05:18PM 05:32PM 05:39PM 05:50PM 06:01 PM 06:09PM 06:19PM 05:15PM 05:27PM 05:29PM 05:47PM 05:54PM 06:05PM 06:16PM 06:24PM 06:34PM 05:37PM 05:48PM 06:02PM 06:09PM 06:20PM 06:31 PM 06:39PM 06:49PM 05:46PM 05:58PM 06:OOPM 06:18PM 06:25PM 06:36PM 06:47PM 06:55PM 07:05PM 06:19PM 06:30PM 06:44PM 06:51PM 07:02PM 07:11PM 07:18PM 07:25PM 06:37PM 06:49PM 06:51 PM •07:09PM 07:15PM 07:22PM 07:31PM 07:38PM 07:45PM 07:04PM 07:14PM 07:16PM •07:29PM 07:35PM 07:42PM 07:51PM 07:58PM 08:05PM 07:29PM 07:38PM 07:49PM 07:55PM 08:02PM 08:11 PM 08:18PM 08:25PM 07:54PM 08:04PM 08:06PM 08:19PM 08:25PM 08:32PM 08:41 PM 08:48PM 08:55PM 08:30PM 08:40PM 08:42PM 08:55PM 09:01 PM 09:07PM 09:14PM 09:19PM 09:25PM 09:07PM 09:16PM 09:17PM 09:29PM 09:34PM 09:40PM 09:47PM 09:52PM 09:58PM 10:07PM 10:16PM 10:17PM 10:29PM 10:34PM 10:40PM 10:47PM 10:52PM 10:58PM 11:07PM 11:16PM 11:17PM 11:29PM 11:34PM 11:40PM 11:47PM 11:52PM 11:58PM Back to previous page http://www.m iamidade.gov/transit/routes_schedule.asp?R1=WEE KDAY&R2=Eastbound... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMII-DAM COUNTY Transit 8 Schedule Back to previous page Service: WEEKDAY Direction: WESTBOUND Miami Miami Brickell SW 7 St SW 8 St SW 8 St SW 8 St SW 8 St SW 24 SW 24 FIU Dade Ave Station & 12 & 27 & 42 & 57 & 87 St St Univ College & Flagler Ave Ave Ave Ave Ave & 82 & 88 Park Dwtn. St Ave Ave Campus Camp 05:26AM 05:30AM 05:34AM 05:40AM 05:46AM 05:51AM 05:55AM 06:06AM 06:13AM 05:41AM 05:45AM 05:49AM 05:55AM 06:03AM 06:10AM 06:15AM 06:28AM 06:30AM 06:39AM 05:55AM 05:59AM 06:04AM 06:12AM 06:20AM 06:27AM 06:32AM 06:45AM 06:47AM 06:56AM 06:15AM 06:20AM 06:25AM 06:33AM 06:41AM 06:48AM 06:53AM 07:05AM 07:14AM 06:30AM 06:35AM 06:40AM 06:48AM 06:56AM 07:03AM 07:09AM 07:21AM 07:30AM 06:45AM 06:50AM 06:55AM 07:03AM 07:13AM 07:20AM 07:26AM 07:39AM 07:41AM 07:50AM 06:55AM 07:OOAM 07:06AM 07:14AM 07:24AM 07:31AM 07:37AM 07:50AM 07:52AM 08:01 AM 07:05AM 07:10AM 07:16AM 07:24AM 07:34AM 07:41AM 07:47AM 07:59AM 08:08AM 07:15AM 07:20AM 07:26AM 07:34AM 07:44AM 07:51AM 07:57AM 07:25AM 07:30AM 07:36AM 07:44AM 07:54AM 08:01 AM 08:07AM 08:20AM 08:22AM 08:31AM 07:35AM 07:40AM 07:46AM 07:54AM 08:04AM 08:11AM 08:17AM 08:29AM 08:38AM 07:45AM 07:50AM 07:56AM 08:04AM 08:14AM 08:21AM 08:27AM 08:40AM 08:42AM 08:51AM 07:55AM 08:OOAM 08:06AM 08:14AM 08:24AM 08:31AM 08:37AM 08:50AM 08:52AM 09:02AM 08:05AM 08:10AM 08:16AM 08:24AM 08:34AM 08:41AM 08:47AM 08:59AM 09:08AM 08:15AM 08:20AM 08:26AM 08:34AM 08:44AM 08:51AM 08:57AM 09:11AM 09:13AM 09:23AM 08:25AM 08:30AM 08:36AM 08:44AM 08:54AM 09:02AM 09:08AM 09:22AM 09:24AM 09:34AM 08:35AM 08:40AM 08:46AM 08:54AM 09:04AM 09:12AM 09:18AM 09:30AM 09:39AM 08:45AM 08:5OAM 08:56AM 09:04AM 09:14AM 09:22AM 09:28AM •09:42AM 09:44AM 09:54AM 08:55AM 09:OOAM 09:05AM 09:13AM 09:23AM 09:31 AM 09:37AM •09:51AM 09:53AM 10:03AM 09:05AM 09:10AM 09:15AM 09:23AM 09:33AM 09:41AM 09:47AM 09:59AM 10:O8AM 09:20AM 09:25AM 09:30AM 09:38AM 09:48AM 09:56AM 10:02AM 10:16AM 10:18AM 10:28AM 09:35AM 09:40AM 09:45AM 09:53AM 10:03AM 10:11 AM 10:17AM 10:29AM 10:38AM 09:50AM 09:55AM 10:OOAM 10:08AM 10:18AM 10:26AM 10:32AM 10:46AM 10:48AM 10:58AM 10:05AM 10:10AM 10:15AM 10:23AM 10:33AM 10:41AM 10:47AM 10:59AM 11:08AM 10:20AM 10:25AM 10:30AM 10:38AM 10:48AM 10:56AM 11:02AM 11:16AM 11:18AM 11:28AM 10:35AM 10:40AM 10:45AM 10:53AM 11:03AM 11:11AM 11:17AM 11:29AM 11:38AM 10:50AM 10:55AM 11:OOAM 11:08AM 11:18AM 11:26AM 11:32AM 11:46AM 11:48AM 11:58AM 11:05AM 11:10AM 11:15AM 11:23AM 11:33AM 11:41AM 11:47AM 11:59AM 12:08PM 11:20AM 11:25AM 11:30AM 11:38AM 11:48AM 11:56AM 12:02PM 12:16PM 12:18PM 12:28PM 11:35AM 11:40AM 11:45AM 11:53AM 12:03PM 12:11PM 12:17PM 12:29PM 12:38PM 11:50AM 11:55AM 12:OOPM 12:08PM 12:18PM 12:26PM 12:32PM 12:46PM 12:48PM 12:58PM 12:05PM 12:10PM 12:15PM 12:23PM 12:33PM 12:41PM 12:47PM 12:59PM 01:08PM 12:20PM 12:25PM 12:30PM 12:38PM 12:48PM 12:56PM 01:02PM 01:16PM 01:18PM 01:28PM 12:35PM 12:40PM 12:45PM 12:53PM 01:03PM 01:11 PM 01:17PM 01:29PM 01:38PM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEE KDAY&R2=Westbound... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 (`1 12:50PM 01:05PM 01:20PM 01:35PM 01:50PM 02:05PM 02:20PM 02:35PM 02:50PM 03:05PM 03:15PM 03:25PM 03:35PM 03:45PM 03:55PM 04:05PM 04:15PM 04:25PM 04:35PM 04:45PM 04:55PM 05:05PM 05:15PM 05:25PM 05:35PM 05:45PM 05:55PM 06:05PM 06:20PM 06:35PM 06:50PM 07:06PM 07:26PM 07:46PM 08:06PM 08:26PM 08:56PM 09:26PM 10:10PM 11:10PM 12:10AM 12:55PM 01:10PM 01:25PM 01:40PM 01:55PM 02:10PM 02:25PM 02:40PM 02:55PM 03:11PM 03:21 PM 03:31PM 03:41 PM 03:51 PM 04:01 PM 04:11PM 04:21PM 04:31 PM 04:41 PM 04:51 PM 05:01 PM 05:11PM 05:21 PM 05:31PM 05:41 PM 05:51 PM 06:01 PM 06:11 PM 06:26PM 06:41 PM 06:56PM 07:11PM 07:31PM 07:51 PM 08:11PM 08:31 PM 09:01 PM 09:30PM 10:14PM 11:14PM 12:14AM Back to previous page 01:OOPM 01:08PM 01:15PM 01:23PM 01:30PM 01:38PM 01:45PM 01:53PM 02:OOPM 02:08PM 02:15PM 02:23PM 02:30PM 02:38PM 02:45PM 02:53PM 03:01 PM 03:10PM 03:17PM 03:26PM 03:27PM 03:36PM 03:37PM 03:46PM 03:47PM 03:56PM 03:57PM 04:06PM 04:07PM 04:16PM 04:17PM 04:26PM 04:27PM 04:36PM 04:37PM 04:46PM 04:47PM 04:56PM 04:57PM 05:06PM 05:07PM 05:16PM 05:17PM 05:26PM 05:27PM 05:36PM 05:37PM 05:46PM 05:47PM 05:56PM 05:57PM 06:06PM 06:07PM 06:16PM 06:17PM 06:26PM 06:32PM 06:41 PM 06:47PM 06:56PM 07:02PM 07:10PM 07:17PM 07:25PM 07:37PM 07:45PM 07:57PM 08:05PM 08:17PM 08:25PM 08:37PM 08:45PM 09:05PM 09:11PM 09:34PM 09:40PM 10:18PM 10:24PM 11:18PM 11:24PM 12:18AM 12:24AM 01:18PM 01:33PM 01:48PM 02:03PM 02:18PM 02:33PM 02:48PM 03:03PM 03:20 P M 03:36PM 03:46PM 03:56PM 04:06PM 04:16PM 04:26PM 04:36PM 04:46PM 04:56PM 05:06PM 05:16PM 05:26PM 05:36PM 05:46PM 05:56PM 06:06PM 06:16PM 06:26PM 06:36PM 06:51PM 07:06PM 07:18PM 07:33PM 07:53PM 08:13PM 08:33PM 08:53PM 09:18PM 09:47PM 10:31 PM 11:31PM 12:31 AM 01:26PM 01:32PM 01:41PM 01:47PM 01:56PM 02:02PM 02:11PM 02:17PM 02:26PM 02:32PM 02:41PM 02:47PM 02:56PM 03:04PM 03:13PM 03:21PM 03:30PM 03:38PM 03:46PM 03:54PM 03:56PM 04:04PM 04:06PM 04:14PM 04:16PM 04:24PM 04:26PM 04:34PM 04:36PM 04:44PM 04:46PM 04:54PM 04:56PM 05:04PM 05:06PM 05:14PM 05:16PM 05:24PM 05:26PM 05:34PM 05:36PM 05:44PM 05:46PM 05:54PM 05:56PM 06:04PM 06:06PM 06:14PM 06:16PM 06:24PM 06:26PM 06:34PM 06:36PM 06:44PM 06:46PM 06:54PM 07:01 PM 07:06PM 07:13PM 07:18PM 07:25PM 07:30PM 07:40PM 07:45PM 08:OOPM 08:05PM 08:20PM 08:25PM 08:40PM 08:45PM 09:OOPM 09:04PM 09:23PM 09:27PM 09:52PM 09:56PM 10:36PM 10:40PM 11:36PM 11:40PM 12:36AM 12:40AM • 01:59PM 02:29 P M 02:59PM 03:35PM 04:O8PM 01:46PM 02:16PM 02:46PM 03:22PM 03:56PM 04:22PM 01:48PM 02:18PM 02:48PM 03:24PM 03:58PM 04:24PM 01:58 P M 02:08PM 02:28PM 02:38PM 02:58PM 03:08PM 03:35PM 03:44PM 04:09PM 04:17PM 04:35PM 04:38PM 04:47PM 04:52PM 04:54PM 05:05PM 05:08PM 05:17PM 05:22PM 05:24PM 05:35PM 05:38PM 06:08PM 06:38 P M 07:08PM 07:29 PM • • 05:52PM • 06:22PM • 06:52PM 07:02 P M 07:19PM 07:58 P M 08:18PM 08:38PM 08:58 P M 09:14PM 09:37 P M 10:06 P M 10:50 PM 11:50PM 12:50AM •05:47PM 05:54PM 06:05PM •06:17PM 06:24PM 06:35PM • 06:54PM 07:04PM 07:21 PM 06:47PM 07:13PM 07:15PM 07:30PM 07:36PM 08:OOPM 08:09PM 08:20PM 08:29PM 08:40PM 08:49PM 09:OOPM 09:08PM 09:15PM 09:38PM 09:46PM 10:07PM 10:51 PM 10:59PM 11:51PM 12:51AM • http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEE KDAY&R2=Westbound... 4/25/2011 Route 24 FIU University Park Campus 1 FIU Bus Terminal 24 St L►SW26St NORTH MAP MOTTO SCALE 12/2009 SW 17 St cs m ■ Westchester Shopping Center Coral Gables Coral Way Biltmore Way Andalusia e N • Q >o • M cs d ' co Westchester Short Turn In —Library 0 0 Fire Station SW24St a,■ >. m 4. ro' N (0 03 03 CO Coral Way Westchester Shopping Center Downtown > > Miami ¢ ¢ m CV Q N C0 SW/SE 1 St vi 1SE2St SE 4 St mU Metrorail II 4 Vizcaya Station Coconut Grove Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAM6D E COUNTY Transit 24 Schedule Back to previous page Service: WEEKDAY Direction: WESTBOUND SW 1 St SW 13 Vizcaya SW 22 Coral SW 24 SW 24 FIU SW 26 SW 26 SW 26 SW 26 &1 Ave St Metrorail St Way St St Univ St St St St & 2 Ave Station & 27 & & 74 & 88 Park & 122 & 137 & 152 & 147 Ave LeJeune Ave Ave Campus Ave Ave Ave Ave Rd 04:37AM 04:41 AM 05:07AM 05:11 AM 05:31AM 05:34AM 05:36AN . 06:04AM 06:08AM 06:11AN 05:25AM 05:30AM 05:34AM 05:39AM 05:46AM 05:55AM 05:59AM 06:08AM 06:16AM 06:21AM 06:25AM 06:28AN 06:17AM 06:22AM 05:55AM 06:02AM 06:07AM 06:14AM 06:21AM 06:30AM 06:35AM 06:44AM 06:52AM 06:57AM 07:01AM 07:04AN 06:25AM 06:32AM 06:37AM 06:44AM 06:51 AM 07:OOAM 07:05AM 07:15AM. 07:24AM 07:29AM 07:33AM 07:36AN 06:55AM 07:02AM 07:07AM 07:15AM 07:24AM 07:36AM 07:41AM 07:20AM 07:27AM 07:32AM 07:40AM 07:49AM 08:01 AM 08:06AM 08:16AM 08:25AM 08:30AM 07:40AM 07:47AM 07:52AM 08:01AM 08:10AM 08:23AM 08:28AM 08:00AM 08:12AM 08:17AM 08:26AM 08:35AM 08:48AM 08:53AM 09:03AM 09:12AM 09:17AM 08:20AM 08:32AM 08:37AM 08:46AM 08:55AM 09:08AM 09:13AM 08:40AM 08:52AM 08:57AM 09:06AM 09:15AM 09:27AM 09:32AM 09:42AM 09:51AM 09:56AM 09:OOAM 09:11AM 09:18AM 09:27AM 09:36AM 09:48AM 09:53AM 09:20AM 0931 AM 09:38AM 09:47AM 09:56AM 10:08AM 10:13AM 10:23AM 10:32AM 10:37AM 09:40AM 09:51AM 09:58AM 10:07AM 10:16AM 10:28AM 10:33AM 10:OOAM 10:11 AM 10:18AM 1 D:27AM 10:36AM 10:48AM 10:53AM 11:03AM 11:12AM 11:17AM 10:20AM 1031 AM 10:38AM 10:47AM 10:56AM 11:08AM 11:13AM 10:40AM 10:51 AM 10:58AM 11:07AM 11:16AM 11:28AM 11:33AM 11:43AM 11:52AM 11:57AM 11:00AM 11:11 AM 11:18AM 11:27AM 11:36AM 11:48AM 11:53AM 11:20AM 11:31AM 11:38AM 11:47AM 11:56AM 12:08PM 12:13PM 12:23PM 12:32PM 12:37PM 11:40AM 11:51AM 11:58AM 12:07PM 1216PM 12:28PM 12:33PM 12:OOPM 12:11 PM 12:18PM 12:27PM 12:36PM 12:48PM 12:53PM 01:03PM 01:12PM 01:17PM 12:20PM 1231 PM 12:38PM 12:47PM 12:56PM 01:08PM 01:13PM 12:40PM 12:51PM 12:58PM 01:07PM 01:16PM 01:28PM 01:33PM 01:43PM 01:52PM 01:57PM 01:OOPM O1:11 PM 01:18PM 01:27PM 01:36PM 01:48PM 01:53PM 01:20PM O1:31 PM 01:38PM 01:47PM 01:56PM 02:08PM 02:13PM 02:23PM 02:32PM 02:37PM 01:40PM O1:51 PM 01:58PM 02:07PM 02:16PM 02:28PM 02:33PM 02:OOPM 02:11 PM 02:18PM 02:27PM 02:36PM 02:48PM 02:53PM 03:05PM 03:14PM 03:19PM 02:20PM 02:31PM 02:38PM 02:47PM 02:56PM 03:10PM 03:16PM 02:40PM 02:51 PM 02:58PM 03:08PM 03:17PM 03:31PM 03:37PM 03:49PM 03:58PM 04:03PM 03:OOPM 03:11 PM 03:15PM 03:25PM 03:34PM 03:48PM 03:54PM 03:20PM 0331 PM 03:35PM 03:45PM 03:54PM 04:10PM 04:17PM 04:29PM 04:38PM 04:43PM 04:47PM 04:49PN 03:40PM 03:51PM 03:55PM 04:05PM 04:16PM 04:32PM 04:39PM 03:55PM 04:06PM 04:10PM 04:20PM 04:31 PM 04:47PM 04:54PM 05:06PM 05:15PM 05:20PM 05:24PM 05:26PN http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Westbound... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page2of2 04:20PM 04:40PM 05:OOPM 05:20PM 05:40PM 06:OOPM 06:30PM 07:05PM 07:30PM 08:OOPM 08:35PM 09:OOPM 10:10PM 11:10PM 12:10AM 04:31 PM 04:51 PM 05:10PM 05:30 PM 05:50PM 06:10PM 06:40PM 07:11 PM 07:36PM 08:06 PM 08:41 PM 09:06PM 10:15PM 11:15PM 12:15AM 04:35PM 04:55PM 05:15PM 05:35PM 05:55PM 06:15PM 06:45PM 07:15PM 07:40PM 08:10PM 08:45PM 09:10PM 10:19PM 11:19PM 12:19AM Back to previous page 04:45PM 05:05PM 05:25PM 05:45PM 06:05PM 06:25PM 06:55PM 07:22PM 07:47PM 08:17PM 08:52PM 09:17PM 10:24PM 11:24PM 12:24AM 04:56PM 05:14PM 05:34PM 05:54PM 06:14PM 06:34PM 07:04PM 07:29PM 07:54PM 08:24PM 08:59PM 09:24PM 10:31 PM 11:31 PM 12:31 AM 05:12PM 05:29PM 05:49PM 06:09PM 06:29 PM 06:49PM 07:15PM 07:40 PM 08:05PM 08:35PM 09:10PM 09:35PM 10:40PM 11:40PM 12:40AM 05:19PM 05:31 PM 05:36PM 05:48PM 05:56PM 06:08PM 06:16PM 06:28PM 06:36PM 06:48PM 06:56PM 07:08PM 07:20PM 07:30PM 07:45PM 07:55PM 08:10PM 08:20PM 08:40PM 08:50PM 09:15PM 09:25PM 09:40 PM 10:44PM 10:52PM 11:44PM 11:52PM 05:40PM 05:45PM 06:17PM 06:22PM 06:57PM 07:02PM 07:16PM 07:21 PM 08:03PM 08:08PM 08:28PM 08:33PM 09:33PM 09:38PM 05:49PM 06:26PM 07:05PM 05:51 PN 06:28PN 07:07PN http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Westbound... 4/25/2011 Route 48 sX �o Coral ~�4r Gables ve°%y poi Douglas Road CD Metrorail < Peacock Station c m CEQ w i 1 ' Grand Ave.—, ca c Hardee Rd University Metrorail Station ay J5 Q T\,1 2 -0-0 co~c7 sr, c Coconut `0-55 Grove o J Brickell Metrorail Station e91 Q co SW/SE 8 St ' : SW/SE 10 St co co Mercy Way Miami NN Mercy Hospital Brickell North Map no Otto scale Miami -Dade County - Transit - Routes Schedule Page 1 of 1 COUNTY Transit 48 Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND University Douglas Mercy Brickell Station Road Hospital Station Station 06:44AM 07:OOAM 07:17AM 07:30AM 07:44AM 08:OOAM 08:17AM 08:30AM 08:44AM 09:OOAM 09:17AM 09:30AM 09:44AM 10:OOAM 10:17AM 10:30AM 10:44AM 11:OOAM 11:17AM 11:30AM 11:44AM 12:OOPM 12:17PM 12:30PM 12:44PM 01:OOPM 01:17PM 01:30PM 01:44PM 02:OOPM 02:17PM 02:30PM 02:43PM 02:59PM 03:16PM 03:30PM 03:42PM 03:59PM 04:16PM 04:30PM 04:42PM 04:59PM 05:16PM 05:30PM 05:42PM 05:59PM 06:16PM 06:30PM 06:42PM 06:59PM 07:16PM 07:28PM Back to previous page http://www,miamidade,gov/transit/routes_schedule,asp?R1=WEEKDAY&R2=Northboun,., 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 1 MIAMI COUNTY Transit 48 Schedule Back to previous page Service: WEEKDAY Direction: SOUTHBOUND Brickell Mercy Douglas University Station Hospital Road Station Station 06:40AM 06:54AM 07:10AM 07:30AM 07:40AM 07:54AM 08:10AM 08:31AM 08:40AM 08:55AM 09:11AM 09:32AM 09:40AM 09:55AM 10:11AM 10:32AM 10:35AM 10:50AM 11:06AM 11:27AM 11:35AM 11:50AM 12:06PM 12:27PM 12:35PM 12:50PM 01:06PM 01:27PM 01:35PM 01:50PM 02:06PM 02:27PM 02:35PM 02:50PM 03:07PM 03:31 PM 03:35PM 03:51PM 04:08PM 04:32PM 04:35PM 04:51PM 05:08PM 05:32PM 05:35PM 05:51PM 06:08PM 06:32PM 06:45PM 07:01 PM 07:15PM 07:36PM Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Southboun... 4/25/2011 -4,D 95 EXPRESS Golden Glades SELECT A.M. SOUTHBOUND AND P.M. NORTHBOUND TRIPS NE 203 St o) Miami Gardens Dr AvMali Mall CIVIC CENTER A.M. CIVIC CENTER P.M. NW 17 St 16 St NW 12 St NW 17 St NW 14 St Serves all local stops south of NW 20 St only Golden Glades Park & Ride West Lot SR 1 Golden Glades Park & Ride East Lot AM SERVED FIRST PM SERVED LAST NE 36 St DOWNTOWN/BRICKELL A.M. m v Historic � ¢> > Overtown/ m m Lyric Theatre Metrorail NW 6 St z Station N Downtown Miami co SW/SE 1 St NORTH MAP NOT TO SCALE 11.2010 NW 8 St Brickell DOWNTOWN/BRICKELL P.M. Historic—� Overtown/ Lyric Theatre Metrorail Station N Z Flagler St Downtown Miami SE 4 St m N m NE3St NE 1 St SE 8 St co / SE 13 St (0 m Brickell Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMFM COONTY Transit 95 Golden Glades Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND NE 36 St AArsht SE 8 St Dade Veterans NW 36 NW 41 NW 36 Earlington Golden Golden Ave, & Mover/Bus & County Hospital St St St Heights Glades Glades M Biscayne Terminal Brickell Courthouse & 87 & 97 & East Station West East Blvd Ave Ave Ave Dr P.Lot P.Lot Mia Sprs 06:02AM 06:18AM 06:20AM 06:18AM 06:32AM 06:34AM 06:42AM 06:58AM 07:OOAM 06:48AM 07:02AM 07:04AM 06:52AM 07:08AM 07:10AM 07:08AM 07:24AM 07:26AM 07:13AM 07:29AM 07:31AM 07:23AM 07:39AM 07:41AM 07:28AM 07:44AM 07:46AM 07:33AM 07:47AM 07:49AM 07:43AM 07:59AM 08:01AM 07:48AM 08:02AM 08:04AM 07:53AM 08:09AM 08:11AM 07:58AM 08:14AM 08:16AM 08:05AM 08:21AM 08:23AM 08:13AM 08:29AM 08:31AM 08:18AM 08:32AM 08:34AM 08:20AM 08:36AM 08:38AM 08:33AM 08:49AM 08:51AM 08:43AM 08:59AM 09:01AM 08:53AM 09:09AM 09:11AM 09:06AM 09:22AM 09:24AM 09:24AM 09:40AM 09:42AM 09:39AM 09:55AM 09:57AM 10:09AM •10:25AM 10:27AM 02:49PM 02:56PM 03:10PM 03:30PM 03:32PM 03:30PM 03:48PM 03:50PM 03:09PM 03:16PM 03:30PM 03:50PM 03:52PM 03:40PM 03:58PM 04:OOPM 03:29PM 03:36PM 03:50PM 04:12PM 04:14PM 04:OOPM 04:18PM 04:20PM 03:52PM 04:05PM 04:27PM 04:29PM 04:10PM 04:28PM 04:30PM 03:48PM 03:55PM 04:10PM 04:32PM 04:34PM 03:53PM 04:OOPM 04:15PM 04:37PM 04:39PM 04:20PM 04:38PM 04:40PM 05:1 03:58PM 04:05PM 04:20PM 04:42PM 04:44PM 04:03PM 04:10PM 04:25PM 04:47PM 04:49PM 04:30PM 04:48PM 04:50PM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Northboun... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 04:15PM 04:28PM 04:50PM 04:52PM 04:13PM 04:20PM 04:35PM 04:57PM 04:59PM . 04:4OPM 04:58PM 05:OOPM .• 04:37PM 04:59PM 05:01PM • 04:27PM 04:4OPM 05:02PM 05:04PM 04:23PM 04:30PM 04:45PM 05:07PM 05:09PM . 04:50PM 05:08PM 05:10PM • 04:37PM 04:50PM 05:12PM 05:14PM 04:30PM 04:37PM 04:52PM 05:14PM 05:16PM 04:33PM 04:40PM 04:55PM 05:17PM 05:19PM . 04:47PM 05:OOPM 05:22PM 05:24PM 04:43PM 04:50PM 05:05PM 05:27PM 05:29PM . 05:10PM 05:28PM 05:30PM 06:0 04:45PM 04:52PM 05:07PM 05:29PM 05:31PM . 04:57PM 05:10PM 05:32PM 05:34PM 04:50PM 04:57PM 05:12PM 05:34PM 05:36PM 04:53PM 05:OOPM 05:15PM 05:37PM 05:39PM 05:07PM 05:20PM 05:42PM 05:44PM 05:03PM 05:10PM 05:25PM 05:47PM 05:49PM 05:30PM 05:48PM 05:50PM 06:2 05:08PM 05:15PM 05:30PM 05:52PM 05:54PM . 05:22PM 05:35PM 05:57PM 05:59PM 05:08PM 05:18PM 05:33PM 05:45PM 05:59PM 06:01PM 05:23PM 0530PM 05:45PM 06:07PM 06:09PM 05:35PM 05:42PM 05:57PM 06:08PM 06:24PM 06:26PM 06:02PM 06:15PM 06:37PM 06:39PM 06:10PM 0617PM 06:30PM 06:52PM 06:54PM 06:40PM 06:47PM 07:OOPM 07:22PM 07:24PM 07:10PM 07:17PM 07:30PM 07:52PM 07:54PM Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Northboun... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMFD CO TNTY Transit 95 Golden Glades Schedule Back to previous page Service: WEEKDAY Direction: SOUTHBOUND Aventura Golden Golden Earlington NW 36 NW 41 NW 36 Veterans SE 1 St Brickell A Arsht NE 3( Mall Glades Glades Heights St St St Hospital & 1 Ave Plaza Mover/Bus & East West Station & East & 97 & 87 Terminal Bisca P.Lot P.Lot Dr Ave Ave Blv Mia Sprs 05:28AM 05:30AM 05:48AM 05:55AM 06:02 05:58AM 06:OOAM 06:18AM . 06:03AM 06:05AM 06:25AM 06:35AM 06:42 06:13AM 06:15AM 06:35AM 06:45AM 06:52 06:13AM 06:15AM 06:33AM .• 06:18AM 06:20AM 06:40AM 06:50AM 06:28AM 06:30AM 06:50AM 07:01AM 07:08 06:28AM 06:30AM 06:48AM 06:33AM 06:35AM 06:55AM 07:06AM 07:13 06:38AM 06:40AM 07:05AM 07:16AM 07:23 06:43AM 06:45AM 07:04AM 07:19AM 07:34AM 07:44AM 06:43AM 06:45AM 07:10AM 07:21AM 07:28 06:24AM 06:48AM 06:50AM 07:13AM 06:53AM 06:55AM 07:20AM 07:31 AM 07:38 06:58AM 07:OOAM 07:25AM 07:36AM 07:43 07:03AM 07:05AM • 07:30AM 07:40AM 07:03AM 07:05AM 07:28AM 07:03AM 07:05AM 07:30AM 07:41AM 07:48 07:08AM 07:1DAM 07:33AM 07:08AM 07:10AM 07:35AM 07:46AM 07:53 07:13AM 07:15AM 07:40AM 07:51AM 07:58 . 07:13AM 07:15AM 07:38AM 06:54AM 07:18AM 07:20AM 07:43AM 07:18AM 07:2DAM 07:45AM 07:55AM 07:20AM 07:22AM 07:47AM 07:58AM 08:05 07:23AM 07:25AM 07:48AM . 07:23AM 07:25AM 07:50AM 08:01AM 08:08 07:28AM 07:30AM 07:55AM 08:06AM 08:13 07:30AM 07:32AM 07:57AM 08:08AM 08:15 07:33AM 07:35AM 08:OOAM 08:10AM . • 07:35AM 07:37AM 08:02AM 08:13AM 08:20 07:14AM 07:38AM 07:40AM 08:03AM 07:38AM 07:40AM 08:05AM • 08:16AM 08:23 07:43AM 07:45AM 08:10AM 08:20AM 07:48AM 07:50AM 08:15AM 08:26AM 08:33 07:53AM 07:55AM 08:18AM . 07:53AM 07:55AM 08:20AM 08:30AM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEE KDAY&R2=Southboun... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 07:58AM 08:OOAM 08:25AM 08:36AM 08:43 08:03AM 08:05AM 08:30AM 08:41AM 08:48 08:O8AM 08:10AM •08:35AM 08:46AM 08:53 08:13AM 08:15AM 08:38AM 08:13AM 08:15AM 08:40AM 08:51AM 08:58 08:21AM 08:23AM 08:48AM 08:59AM 09:06 08:28AM 08:30AM 08:55AM 09:07AM 09:14 08:38AM 08:40AM 09:05AM 09:17AM 09:24 08:58AM 09:00AM 09:20AM 09:32AM 09:39 09:28AM 09:30AM 09:50AM 10:02AM 10:09 02:23PM 02:25PM 02:44 03:27PM 03:29PM 03:48 03:52PM 03:54PM 04:13 04:21PM 04:23PM 04:45PM 04:30PM 04:32PM 04:51 04:34PM 04:36PM 04:58PM 04:52PM 04:54PM 05:13 05:39PM 05:41 PM 06:00 06:09PM 06:11PM 06:30 Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Southboun... 4/25/2011 Route B Brickell Metrorail Station I L' > °a SW/SE 8 St LiSW/SE 10 St -47 Brickell .0 Rickenbacker Causeway NORTH MAP NOTTO SCALE 06/09 O,. Seaquarium University - of Miami Marine Lab. ••> Tennis Center Crandon WTA-i ,a ■ Park Tennis Complex ea' KEY BISCAYNE zo Q5 IN SI El CI ��5 Cape Florida State Park Miami -Dade County - Transit - Routes Schedule Page 1 of 2 Mi'AMI COUNTY Transit 102 Route B Schedule Back to previous page Service: WEEKDAY Direction: NORTHBOUND Cape FI. Harbor Dr Miami Brickell State Park & Mashta Seaquarium Station Dr 06:24AM 06:34AM 06:44AM 06:45AM 06:55AM 07:05AM 06:59AM 07:09AM 07:19AM 07:16AM 07:26AM 07:36AM 07:31AM 07:41 AM 07:51AM 07:41AM 07:51AM 08:01 AM 07:50AM 08:OOAM 08:10AM 08:OOAM 08:10AM 08:20AM 08:10AM 08:20AM 08:30AM 08:20AM 08:30AM 08:40AM 08:31AM 08:41AM 08:51AM 08:49AM 08:59AM 09:09AM 09:09AM 09:20AM 09:30AM 09:20AM 09:31AM 09:41AM 09:29AM 09:40AM 09:50AM 10:OOAM 10:11 AM 10:21 AM 10:29AM 10:40AM 10:50AM 11:OOAM 11:11AM 11:21AM 11:29AM 11:40AM 11:50AM 12:OOPM 12:12PM 12:23PM 12:29PM 12:41 PM 12:52PM 01:OOPM 01:12PM 01:23PM 01:29PM 01:41 PM 01:52PM 02:OOPM 02:12PM 02:23PM 02:29PM 02:41PM 02:52PM 02:45PM 02:57PM 03:08PM 03:01 PM 03:13PM 03:24PM 03:14PM 03:26PM 03:37PM 03:31 PM 03:43PM 03:54PM 03:45PM 03:57PM 04:08PM 04:02PM 04:14PM 04:25PM 04:13PM 04:25PM 04:36PM 04:30PM 04:42PM 04:53PM 04:45PM 04:57PM 05:08PM 05:OOPM 05:12PM 05:23PM 05:13PM 05:25PM 05:36PM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Northboun... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 05:30PM 05:42PM 05:53PM 05:45PM 05:57PM 06:08P M 06:12PM 06:22PM 06:32PM 06:31PM 06:41 PM 06:51 PM 07:04PM 07:14PM 07:24PM 07:30PM 07:40PM 07:50PM 08:OOPM 08:10PM 08:20PM 08:28PM 08:38PM 08:48PM 09:OOPM 09:09PM 09:18PM 09:58PM 10:07PM 10:16PM 10:58PM 11:07PM 11:16PM Back to previous page http://www.miamidade.gov/transit/routes_schedule,asp?R1=WEEKDAY&R2=Northboun,.. 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMI• COUNTY Transit 102 Route B Schedule Back to previous page Service: WEEKDAY Direction: SOUTHBOUND Brickell Miami Harbor Dr Cape FL Station Seaquarium & Mashta State Park Dr 06:01 AM 06:13AM 06:24AM 06:23AM 06:35AM 06:45AM 06:36AM 06:48AM 06:59AM 06:49AM 07:04AM 07:16AM 07:04AM 07:19AM 07:31AM 07:15AM 07:30AM 07:41AM 07:23AM 07:38AM 07:50AM 07:33AM 07:48AM 08:OOAM 07:43AM 07:58AM 08:10AM 07:53AM 08:08AM 08:20AM 08:05AM 08:20AM 08:31AM 08:22AM 08:37AM 08:49AM O08:33AM 08:48AM 09:OOAM 08:42AM 08:57AM 09:09AM 08:54AM 09:09AM 09:20AM 08:59AM 09:14AM 09:25AM 09:04AM 09:19AM 09:29AM 09:34AM 09:49AM 10:OOAM 10:04AM 10:19AM 10:29AM 10:34AM 10:49AM 11:OOAM 11:04AM 11:19AM 11:29AM 11:34AM 11:49AM 12:00PM 12:04PM 12:19PM 12:29PM 12:34PM 12:49PM 01:OOPM 01:04PM 01:19PM 01:29PM 01:34PM 01:49PM 02:OOPM 02:04PM 02:19PM 02:29PM 02:19PM 02:34PM 02:45PM 02:34PM 02:49PM 03:01 PM 02:49PM 03:04PM 03:14PM 03:04PM 03:19PM 03:31PM 03:18PM 03:33PM 03:45PM 03:35PM 03:50PM 04:02PM 03:48PM 04:03PM 04:13PM n 04:03PM 04:18PM 04:30PM 04:18PM 04:33PM 04:45PM http://www,miami dade,gov/transit/routes_schedule,asp?R1=WEEKDAY&R2=Southboun... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 04:33PM 04:48PM 05:OOPM 04:48PM 05:03PM 05:13PM 05:03PM 05:18PM 05:30PM 05:18PM 05:33PM 05:45PM 05:48PM 06:03PM 06:12PM 06:08PM 06:21 PM 06:31 PM 06:42PM 06:55PM 07:04PM 07:07PM 07:20PM 07:30PM 07:37PM 07:50PM 08:OOPM 08:05PM 08:18PM 08:28PM 08:37PM 08:50PM 09:OOPM 09:38PM 09:48PM 09:58PM 10:38PM 10:48PM 10:58PM Back to previous page http://www.miamidade.gov/transit/routes_schedu le.asp?R1=WEEKDAY&R2=Southboun... 4/25/2011 Route 207/208 Little Havana Connection 0 / MDC Interamerican Campus SW 7 St City of Miami Police Sub Station --� • N co ■ > ■ ■ N ■ Z II ■ ■ Counterclockwise West Flagler St SW 7 St Little Havana Clockwise SW 1 St SW 7 St SW 8 St 0 NORTH MAP NOT TO SCALE 11.2010 Riverside Center III cv N in Downtown Miami NW3St GC.ntar ni r r Z NW 1 St Government Center Metrorail Station CO mmmim Brlckell Metrorail Station Brickell hl MINIM MI SW 10 St Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMMADE2 COUNTY Transit 207 Little Havana Connection Schedule Back to previous page Service: WEEKDAY Direction: CLOCKWISE NW 1 St Brickell SW 7 St SW 7 St SW 1 St NW 1 St & 1 Ave Station & 12 Ave & 25 Ave & 17 Ave & 1 Ave 05:55AM 06:01AM 06:09AM 06:16AM 06:21AM 06:31AM 06:10AM 06:16AM 06:24AM 06:31AM 06:36AM 06:46AM 06:25AM 06:31AM 06:39AM 06:46AM 06:51AM 07:02AM 06:40AM 06:46AM 06:54AM 07:02AM 07:11AM 07:22AM 06:55AM 07:02AM 07:11AM 07:19AM 07:28AM 07:39AM 07:10AM 07:17AM 07:26AM 07:34AM 07:43AM 07:54AM 07:25AM 07:32AM 07:41AM 07:49AM 07:58AM 08:09AM 07:40AM 07:47AM 07:56AM 08:04AM 08:13AM 08:24AM 07:55AM 08:02AM 08:11AM 08:19AM 08:28AM 08:39AM 08:10AM 08:17AM 08:26AM 08:34AM 08:43AM 08:54AM 08:25AM 08:32AM 08:41 AM 08:49AM 08:58AM 09:10AM 08:40AM 08:47AM 08:56AM 09:04AM 09:11AM 09:23AM 08:55AM 09:02AM 09:11AM 09:19AM 09:26AM 09:38AM 09:15AM 09:22AM 09:31AM 09:39AM 09:46AM 09:58AM 09:35AM 09:42AM 09:51AM 09:59AM 10:06AM 10:18AM 09:55AM 10:02AM 10:11 AM 10:19AM 10:26AM 10:38AM 10:15AM 10:22AM 10:31 AM 10:39AM 10:46AM 10:58AM 10:35AM 10:42AM 10:51AM 10:59AM 11:06AM 11:18AM 10:55AM 11:02AM 11:11AM 11:19AM 11:26AM 11:38AM 11:15AM 11:22AM 11:31AM 11:39AM 11:46AM 11:58AM 11:35AM 11:42AM 11:51AM 11:59AM 12:06PM 12:18PM 11:55AM 12:02PM 12:11PM 12:19PM 12:26PM 12:38PM 12:15PM 12:22PM 12:31PM 12:39PM 12:46PM 12:58PM 12:35PM 12:42PM 12:51PM 12:59PM 01:06PM 01:18PM 12:55PM 01:02PM 01:11 PM 01:19PM 01:26PM 01:38PM 01:15PM 01:22PM 01:31 PM 01:39PM 01:46PM 01:58PM 01:35PM 01:42PM 01:51 PM 01:59PM 02:06PM 02:18PM 01:55PM 02:02PM 02:11PM 02:19PM 02:26PM 02:38PM 02:15PM 02:22PM 02:31PM 02:39PM 02:46PM 02:58PM 02:35PM 02:42PM 02:51PM 02:59PM 03:06PM 03:18PM 02:55PM 03:04PM 03:15PM 03:23PM 03:30PM 03:42PM 03:15PM 03:24PM 03:35PM 03:43PM 03:50PM 04:02PM 03:35PM 03:44PM 03:55PM 04:03PM 04:10PM 04:22PM 03:55PM 04:04PM 04:15PM 04:23PM 04:30PM 04:42PM 04:10PM 04:19PM 04:30PM 04:38PM 04:45PM 04:57PM 04:25PM 04:34PM 04:45PM 04:53PM 05:OOPM 05:12PM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Clockwise... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 04:40PM 04:49PM 05:OOPM 05:08PM 05:15PM 05:27PM 04:55PM 05:04PM 05:15PM 05:23PM 05:30PM 05:42PM 05:10PM 05:19PM 05:30PM 05:38PM 05:45PM 05:57PM 05:25PM 05:34PM 05:45PM 05:53PM 06:OOPM 06:11 PM 05:40PM 05:49PM 06:OOPM 06:07PM 06:12PM 06:23PM 05:55PM 06:04PM 06:13PM 06:20PM 06:25PM 06:36PM 06:10PM 06:17PM 06:26PM 06:33PM 06:38PM 06:49PM 06:25PM 06:32PM 06:41 PM 06:48PM 06:53PM 07:04PM 06:40PM 06:47PM 06:56PM 07:03PM 07:08PM 07:19PM 06:55PM 07:02PM 07:11 PM 07:18PM 07:23PM 07:34PM 07:15PM 07:22PM 07:31 PM 07:38PM 07:43PM 07:54PM 07:35PM 07:42PM 07:51 PM 07:58PM 08:03PM 08:14PM 07:55PM 08:02PM 08:11 PM 08:18PM 08:23PM 08:34PM Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Clockwise... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 2 MIAMl•D COUNTY Transit 208 Little Havana Connection Schedule Back to previous page Service: WEEKDAY Direction: CIRCULATOR NW 1 St Flagler St SW 8 St SW 8 St Brickell NW 1 St & 1 Ave & 17 Ave & 27 Ave & 12 Ave Station & 1 Ave 06:03AM 06:13AM 06:19AM 06:27AM 06:33AM 06:40AM 06:18AM 06:28AM 06:34AM 06:42AM 06:48AM 06:55AM 06:33AM 06:43AM 06:49AM 06:57AM 07:05AM 07:12AM 06:48AM 06:58AM 07:05AM 07:15AM 07:23AM 07:30AM 07:03AM 07:14AM 07:21AM 07:31AM 07:39AM 07:46AM 07:18AM 07:29AM 07:36AM 07:46AM 07:54AM 08:01AM 07:33AM 07:44AM 07:51AM 08:01AM 08:09AM 08:16AM 07:48AM 07:59AM 08:06AM 08:16AM 08:24AM 08:31AM 08:03AM 08:14AM 08:21AM 08:31AM 08:39AM 08:46AM 08:18AM 08:29AM 08:36AM 08:46AM 08:54AM 09:01AM 08:33AM 08:44AM 08:51AM 09:01AM 09:09AM 09:16AM 08:48AM 08:59AM 09:06AM 09:16AM 09:24AM 09:31AM 09:05AM 09:16AM 09:23AM 09:33AM 09:41AM 09:48AM 09:25AM 09:36AM 09:43AM 09:53AM 10:01AM 10:08AM 09:45AM 09:56AM 10:03AM 10:13AM 10:21 AM 10:28AM 10:05AM 10:16AM 10:23AM 10:33AM 10:41AM 10:48AM 10:25AM 10:36AM 10:43AM 10:53AM 11:01 AM 11:08AM 10:45AM 10:56AM 11:03AM 11:13AM 11:21AM 11:28AM 11:05AM 11:16AM 11:23AM 11:33AM 11:41AM 11:48AM 11:25AM 11:36AM 11:43AM 11:53AM 12:01 PM 12:08PM 11:45AM 11:56AM 12:03PM 12:13PM 12:21PM 12:28PM 12:05PM 12:16PM 12:23PM 12:33PM 12:41 PM 12:48PM 12:25PM 12:36PM 12:43PM 12:53PM 01:01 PM 01:08PM 12:45PM 12:56PM 01:03PM 01:13PM 01:21 PM 01:28PM 01:05PM 01:16PM 01:23PM 01:33PM 01:41 PM 01:48PM 01:25PM 01:36PM 01:43PM 01:53PM 02:01 PM 02:08PM 01:45PM 01:56PM 02:03PM 02:13PM 02:21PM 02:28PM 02:05PM 02:16PM 02:23PM 02:33PM 02:41PM 02:48PM 02:25PM 02:36PM 02:43PM 02:53PM 03:01 PM 03:08PM 02:45PM 02:56PM 03:03PM 03:14PM 03:22PM 03:29PM 03:05PM 03:17PM 03:24PM 03:35PM 03:43PM 03:50PM 03:25PM 03:37PM 03:44PM 03:55PM 04:03PM 04:10PM 03:45PM 03:57PM 04:04PM 04:15PM 04:23PM 04:30PM 04:03PM 04:15PM 04:22PM 04:33PM 04:41PM 04:48PM 04:18PM 04:30PM 04:37PM 04:48PM 04:56PM 05:03PM 04:33PM 04:45PM 04:52PM 05:03PM 05:11PM 05:18PM http://www,miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Circulator... 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 2 of 2 04:48PM 05:OOPM 05:07PM 05:18PM 05:26PM 05:33PM 05:03PM 05:15PM 05:22PM 05:33PM 05:41 PM 05:48PM 05:18PM 05:30PM 05:37PM 05:48PM 05:56PM 06:03PM 05:33PM 05:45PM 05:52PM 06:03PM 06:09PM 06:16PM 05:48PM 06:OOPM 06:06PM 06:15PM 06:21 PM 06:28PM 06:03PM 06:13PM 06:19PM 06:28PM 06:34PM 06:41 PM 06:18PM 06:28PM 06:34PM 06:43PM 06:49PM 06:56PM 06:33PM 06:43PM 06:49PM 06:58PM 07:04PM 07:11 PM 06:48PM 06:58PM 07:04PM 07:13PM 07:19PM 07:26PM 07:05PM 07:15PM 07:21 PM 07:30PM 07:36PM 07:43PM 07:25PM 07:35PM 07:41 PM 07:50PM 07:56PM 08:03PM 07:45PM 07:55PM 08:01 PM 08:10PM 08:16PM 08:23PM 08:05PM 08:15PM 08:21PM 08:30PM 08:36PM 08:43PM Back to previous page http://www,miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Circulator... 4/25/2011 Brickell Key Shuttle Route 248 o in SW 12 t SW8St/SE8St SW 10 St / SE10 St EightStreet Metromover Station • • Tenth Street/`'' Promenade• Metromover • Station.' • metro fi s e_ Brickell 40— Metromover Station ■too■ SW 13 St (Coral Way) • SE13St gF Claughton Island 40.E -v Mandarin I. Entrance Oriental Gate Hotel Brickell Key North Map not to scale Miami -Dade County - Transit - Routes Schedule Page 1 of 1 MIAMI COUNTY Transit 248 Brickell Key Shuttle Schedule Back to previous page Service: WEEKDAY Direction: EASTBOUND Brickell SE 8 St Brickell Metromover & Brickell Key Station Ave 06:30AM 06:34AM 06:36AM 06:50AM 06:54AM 06:56AM 07:10AM 07:15AM 07:18AM 07:30AM 07:35AM 07:38AM 07:50AM 07:55AM 07:58AM 08:10AM 08:15AM 08:18AM 08:30AM 08:35AM 08:38AM 08:50AM 08:55AM 08:58AM 03:OOPM 03:05PM 03:07PM 03:20PM 03:25PM 03:27PM 03:40PM 03:45PM 03:47PM 04:OOPM 04:05PM 04:07PM i—04:20PM 04:25PM 04:27PM U 04:40PM 04:45PM 04:47PM 05:OOPM 05:05PM 05:07PM 05:20PM 05:25PM 05:27PM 05:40PM 05:45PM 05:47PM 06:OOPM 06:04PM 06:06PM 06:20PM 06:24PM 06:26PM 06:40PM 06:44PM 06:46PM Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Eastbound.,. 4/25/2011 Miami -Dade County - Transit - Routes Schedule Page 1 of 1 COUNTY Transit 248 Brickell Key Shuttle Schedule Back to previous page Service: WEEKDAY Direction: WESTBOUND Brickell Brickell Brickell Key Ave & Metromover SW 12 Terr Station 06:36AM 06:39AM 06:43AM 06:56AM 06:59AM 07:03AM 07:18AM 07:21AM 07:25AM 07:38AM 07:41AM 07:45AM 07:58AM 08:01 AM 08:05AM 08:18AM 08:21AM 08:25AM 08:38AM 08:41 AM 08:45AM 08:58AM 09:01 AM 09:05AM 03:07PM 03:10PM 03:14PM 03:27PM 03:30PM 03:34PM 03:47PM 03:50PM 03:54PM 04:07PM 04:10PM 04:14PM 04:27PM 04:30PM 04:34PM 04:47PM 04:50PM 04:54PM 05:07PM 05:10PM 05:14PM 05:27PM 05:30PM 05:34PM 05:47PM 05:50PM 05:54PM 06:06PM 06:09PM 06:13PM 06:26PM 06:29PM 06:33PM 06:46PM 06:49PM 06:53PM Back to previous page http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Westbound... 4/25/2011 Ridership Data Metrorail Ridership Data Direction Station Hour Load NB Brickell 7 3,365 0.10 405 SB Brickell 7 3,365 0.05 195 NB Brickell 17 3,365 0.06 196 SB Brickell 17 3,365 0.12 389 Metromover Ridership Data Station Hour Load Enter Exit Brickell 0 0 0 0 Brickell 1 0 0 0 Brickell 2 0 0 0 Brickell 3 0 0 0 Brickell 4 12 4 1 Brickell 5 47 23 5 Brickell 6 71 52 14 Brickell 7 186 128 35 Brickell 8 293 165 68 Brickell 9 176 107 50 Brickell 10 166 88 56 Brickell 11 144 92 41 Brickell 12 172 83 59 Brickell 13 205 88 72 Brickell 14 229 74 66 Brickell 15 183 109 97 Brickell 16 240 105 108 Brickell 17 375 135 101 Brickell 18 240 61 91 Brickell 19 189 63 66 Brickell 20 110 29 30 Brickell 21 101 26 26 Brickell 22 79 23 24 Brickell 23 58 17 21 ADAY C> ROUTE AADRCTN TRIPTIME AOSTOP ASTOP ANAMSTP AON AOFF ALOAD 6 0 800 78 35 BRICKELL STATION SW 1 AV .00 1.00 2.00 6 0 900 78 35 BRICKELL STATION SW 1 AV 2.00 1.00 5.50 6 0 1000 78 35 BRICKELL STATION SW 1 AV .50 1.00 9.50 6 0 1100 78 35 BRICKELL STATION SW 1 AV 3.00 1.00 6.00 6 0 1200 78 35 BRICKELL STATION SW 1 AV 6.00 .00 9.00 6 0 1300 78 35 BRICKELL STATION SW 1 AV 2.25 3.00 11.75 6 0 1400 78 35 BRICKELL STATION SW 1 AV 3.00 1.00 12.00 6 0 1500 78 35 BRICKELL STATION SW 1 AV 5.60 1.60 10.60 6 0 1600 78 35 BRICKELL STATION SW 1 AV 11.25 .75 20.75 6 0 1700 78 35 BRICKELL STATION SW 1 AV 4.75 .50 11.00 6 1 830 78 74 BRICKELL STATION SW 1 AV .33 6.00 10.33 6 1 930 78 74 BRICKELL STATION SW 1 AV 1.00 2.00 2.00 6 1 1030 78 74 BRICKELL STATION SW 1 AV .00 .00 9.00 6 1 1130 78 74 BRICKELL STATION SW 1 AV 1.50 .50 7.00 6 1230 78 74 BRICKELL STATION SW 1 AV 1.00 5.00 3.00 6 1330 78 74 BRICKELL STATION SW 1 AV .80 3.00 5.00 6 1430 78 74 BRICKELL STATION SW 1 AV 4.67 1.33 10.67 6 1530 78 74 BRICKELL STATION SW 1 AV 1.00 2.00 5.75 6 1630 78 74 BRICKELL STATION SW 1 AV 1.00 1.50 5.67 6 1730 78 74 BRICKELL STATION SW 1 AV .75 1.25 4.00 ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 1 8 0 440 78 87 BRICKELL STATION SW 1 AV 1.00 13.50 12.50 1 8 0 504 78 87 BRICKELL STATION SW 1 AV .00 .00 12.00 1 8 0 523 78 87 BRICKELL STATION SW 1 AV .33 16.33 12.67 1 8 0 531 78 87 BRICKELL STATION SW 1 AV .33 17.33 10.67 1 8 0 548 78 87 BRICKELL STATION SW 1 AV .00 11.00 9.00 1 8 0 558 78 87 BRICKELL STATION SW 1 AV .00 4.75 2.75 1 8 0 617 78 87 BRICKELL STATION SW 1 AV .00 20.00 20.00 1 8 0 637 78 87 BRICKELL STATION SW 1 AV .50 23.00 32.50 1 8 0 644 78 87 BRICKELL STATION SW 1 AV .50 16.50 15.00 1 8 0 647 78 87 BRICKELL STATION SW 1 AV 6.00 20.00 31.00 1 8 0 705 78 87 BRICKELL STATION SW 1 AV .00 7.00 9.00 1 8 0 711 78 87 BRICKELL STATION SW 1 AV .33 20.67 17.00 1 8 0 735 78 87 BRICKELL STATION SW 1 AV .67 13.67 17.33 1 8 0 746 78 87 BRICKELL STATION SW 1 AV .33 11.33 14.00 1 8 0 809 78 87 BRICKELL STATION SW 1 AV 1.50 7.00 20.50 1 8 0 839 78 87 BRICKELL STATION SW 1 AV .75 6.00 11.00 1 8 0 851 78 87 BRICKELL STATION SW 1 AV 1.75 2.50 27.50 1 8 0 910 78 87 BRICKELL STATION SW 1 AV 1.50 12.50 15.50 1 8 0 922 78 87 BRICKELL STATION SW 1 AV 1.50 9.25 22.50 1 8 0 940 78 87 BRICKELL STATION SW 1 AV .00 4.00 5.00 1 8 0 1010 78 87 BRICKELL STATION SW 1 AV .67 6.33 17.33 1 8 0 1040 78 87 BRICKELL STATION SW 1 AV 2.00 6.00 10.67 1 8 0 1052 78 87 BRICKELL STATION SW 1 AV 2.00 14.50 21.50 1 8 0 1110 78 87 BRICKELL STATION SW 1 AV 2.00 4.00 2.00 1 8 0 1122 78 87 BRICKELL STATION SW 1 AV .00 .00 .00 1 8 0 1140 78 87 BRICKELL STATION SW 1 AV 2.00 7.25 21.25 1 8 0 1152 78 87 BRICKELL STATION SW 1 AV 1.00 12.00 21.00 1 8 0 1210 78 87 BRICKELL STATION SW 1 AV 1.00 9.67 25.67 1 8 0 1222 78 87 BRICKELL STATION SW 1 AV .00 1.00 9.00 1 8 0 1240 78 87 BRICKELL STATION SW 1 AV 1.00 9.67 16.67 1 8 0 1252 78 87 BRICKELL STATION SW 1 AV 1.50 11.50 19.00 1 8 0 1310 78 87 BRICKELL STATION SW 1 AV 3.67 13.33 28.00 1 8 0 1322 78 87 BRICKELL STATION SW 1 AV 3.00 11.50 22.00 1 8 0 1340 78 87 BRICKELL STATION SW 1 AV 2.33 7.67 17.00 1 8 0 1351 78 87 BRICKELL STATION SW 1 AV 1.25 8.25 16.00 1 8 0 1404 78 87 BRICKELL STATION SW 1 AV 1.00 9.50 12.50, 1 8 0 1410 78 87 BRICKELL STATION SW 1 AV 3.00 6.50 18.50 1 8 0 1419 78 87 BRICKELL STATION SW 1 AV 2.00 7.50 7.00 1 8 0 1432 78 87 BRICKELL STATION SW 1 AV 6.00 9.00 21.00 1 8 0 1445 78 87 BRICKELL STATION SW 1 AV 1.33 6.33 8.00 1 8 0 1502 78 87 BRICKELL STATION SW 1 AV 2.33 8.33 13.00 1 8 0 1505 78 87 BRICKELL STATION SW 1 AV .00 2.00 6.00 1 8 0 1507 78 87 BRICKELL STATION SW 1 AV 2.33 7.67 7.67 1 8 0 1515 78 87 BRICKELL STATION SW 1 AV 5.00 8.33 13.67 1 8 0 1532 78 87 BRICKELL STATION SW 1 AV 1.50 5.50 15.00 1 8 0 1545 78 87 BRICKELL STATION SW 1 AV 1.20 10.20 8.20 1 8 0 1602 78 87 BRICKELL STATION SW 1 AV 1.00 6.00 16.33 1 8 0 1607 78 87 BRICKELL STATION SW 1 AV 5.00 6.75 17.00 1 8 0 1615 78 87 BRICKELL STATION SW 1 AV 1.00 5.00 14.00 1 8 0 1632 78 87 BRICKELL STATION SW 1 AV .00 5.67 5.67 1 8 0 1637 78 87 BRICKELL STATION SW 1 AV .50 5.50 19.50 1 8 0 1645 78 87 BRICKELL STATION SW 1 AV .00 6.00 5.50 1 8 0 1707 78 87 BRICKELL STATION SW 1 AV .67 6.67 5.67 1 8 0 1707 78 87 BRICKELL STATION SW 1 AV 5.00 9.00 6.50 1 8 0 1715 78 87 BRICKELL STATION SW 1 AV .75 8.25 8.75 1 8 0 1746 78 87 BRICKELL STATION SW 1 AV 1.33 11.00 12.67 1 8 0 1819 78 87 BRICKELL STATION SW 1 AV 2.33 4.33 5.33 1 8 0 1837 78 87 BRICKELL STATION SW 1 AV .20 4.40 5.40 1 8 0 1904 78 87 BRICKELL STATION SW 1 AV .00 5.67 4.33 1 8 0 1929 78 87 BRICKELL STATION SW 1 AV .67 1.67 8.00 1 8 0 1954 78 87 BRICKELL STATION SW 1 AV .75 5.50 7.50 1 8 0 2030 78 87 BRICKELL STATION SW 1 AV .33 7.67 6.67 1 8 0 2107 78 87 BRICKELL STATION SW 1 AV .25 1.25 7.00 1 8 0 2207 78 87 BRICKELL STATION SW 1 AV .25 5.00 4.50 1 8 0 2307 78 87 BRICKELL STATION SW 1 AV .25 1.75 6.25 1 8 1 526 80 9 BRICKELL STATION 1.00 .00 6.00 1 8 1 541 80 9 BRICKELL STATION 4.00 .00 9.00 1 8 1 555 80 9 BRICKELL STATION .00 .00 34.00 1 8 1 615 80 9 BRICKELL STATION 2.67 .00 5.00 8 1 630 80 9 BRICKELL STATION 2.67 .33 11.67 8 1 645 80 9 BRICKELL STATION 5.50 2.00 11.00 () 1 8 1 655 80 9 BRICKELL STATION 5.00 1.00 10.00 1 8 1 705 80 9 BRICKELL STATION 2.25 .50 4.00 1 8 1 725 80 9 BRICKELL STATION 6.00 .75 9.75 1 8 1 745 80 9 BRICKELL STATION 4.00 .50 6.50 1 8 1 755 80 9 BRICKELL STATION 4.33 3.00 17.33 1 8 1 805 80 9 BRICKELL STATION 3.00 2.00 7.00 1 8 1 815 80 9 BRICKELL STATION .00 .00 43.00 1 8 1 845 80 9 BRICKELL STATION 2.33 1.33 9.67 1 8 1 905 80 9 BRICKELL STATION 4.67 1.00 7.67 1 8 1 920 80 9 BRICKELL STATION 5.00 .00 14.50 1 8 1 950 80 9 BRICKELL STATION .00 .00 .00 1 8 1 1005 80 9 BRICKELL STATION 3.75 1.25 20.25 1 8 1 1020 80 9 BRICKELL STATION 8.50 .50 23.50 1 8 1 1035 80 9 BRICKELL STATION 5.75 .50 16.75 1 8 1 1050 80 9 BRICKELL STATION .00 .00 29.00 1 8 1 1120 80 9 BRICKELL STATION 2.00 .67 19.00 1 8 1 1150 80 9 BRICKELL STATION 1.00 1.00 18.33 1 8 1 1205 80 9 BRICKELL STATION 12.00 .50 30.00 1 8 1 1220 80 9 BRICKELL STATION 10.00 .00 24.00 1 8 1 1235 80 9 BRICKELL STATION .00 .00 .00 1 8 1 1250 80 9 BRICKELL STATION 8.00 .00 31.00 1 8 1 1305 80 9 BRICKELL STATION 5.50 2.50 19.00 1 8 1 1320 80 9 BRICKELL STATION 10.00 1.00 21.00 1 8 1 1335 80 9 BRICKELL STATION .00 2.00 .00 1 8 1 1350 80 9 BRICKELL STATION 9.00 1.33 23.33 1 8 1 1405 80 9 BRICKELL STATION 5.50 1.00 22.50 1 8 1 1420 80 9 BRICKELL STATION 9.33 .33 18.67 1 8 1 1435 80 9 BRICKELL STATION 2.00 3.00 37.50 1 8 1 1450 80 9 BRICKELL STATION 12.67 1.00 28.33 1 8 1 1505 80 9 BRICKELL STATION 3.75 .50 18.25 1 8 1 1515 80 9 BRICKELL STATION 5.00 .50 17.50 1 8 1 1525 80 9 BRICKELL STATION 22.00 .00 34.00 1 8 1 1535 80 9 BRICKELL STATION 7.25 1.00 17.50 1 8 1 1555 80 9 BRICKELL STATION 7.25 .75 20.00 1 8 1 1605 80 9 BRICKELL STATION 12.33 1.67 35.67 1 8 1 1615 80 9 BRICKELL STATION 9.33 1.67 27.67 1 8 1 1625 80 9 BRICKELL STATION 8.33 .67 14.33 1 8 1 1635 80 9 BRICKELL STATION 14.00 .67 39.33 1 8 1 1645 80 9 BRICKELL STATION 17.00 2.00 31.50 1 8 1 1655 80 9 BRICKELL STATION 12.50 2.00 26.00 1 8 1 1705 80 9 BRICKELL STATION 14.80 1.00 22.80 1 8 1 1715 80 9 BRICKELL STATION 17.33 .67 39.67 1 8 1 1725 80 9 BRICKELL STATION 23.50 .00 39.00 1 8 1 1735 80 9 BRICKELL STATION 3.67 1.00 31.33 1 8 1 1745 80 9 BRICKELL STATION 11.67 .33 23.00 1 8 1 1755 80 9 BRICKELL STATION 12.50 .00 28.25 1 8 1 1805 80 9 BRICKELL STATION 8.25 .25 13.75 1 8 1 1820 80 9 BRICKELL STATION 10.00 1.00 33.50 1 8 1 1835 80 9 BRICKELL STATION 10.25 1.25 29.25 1 8 1 1906 80 9 BRICKELL STATION 12.00 2.33 21.67 1 8 1 1926 80 9 BRICKELL STATION 12.00 .00 23.67 1 8 1 1946 80 9 BRICKELL STATION 12.40 1.40 24.80 1 8 1 2006 80 9 BRICKELL STATION 4.67 1.00 27.00 1 8 1 2026 80 9 BRICKELL STATION 12.50 .75 20.75 1 8 1 2056 80 9 BRICKELL STATION 10.75 .25 24.25 1 8 1 2126 80 9 BRICKELL STATION 7.33 .00 18.67 1 8 1 2210 80 9 BRICKELL STATION 10.00 .00 22.00 1 8 1 2310 80 9 BRICKELL STATION 10.00 .00 16.25 1 8 1 2410 80 9 BRICKELL STATION 6.50 .25 11.00 ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP AON AOFF ALOAD �.-- 1 24 0 441 6835 94 BRICKELL AV SE 8 ST .00 .00 7.20 1 24 0 511 6835 94 BRICKELL AV SE 8 ST .00 .00 5.00 1 24 0 518 6835 94 BRICKELL AV SE 8 ST .00 .00 7.40 1 24 0 536 6835 94 BRICKELL AV SE 8 ST .00 .00 21.00 1 24 0 611 6835 94 BRICKELL AV SE 8 ST .00 .60 18.00 1 24 0 622 6835 94 BRICKELL AV SE 8 ST .00 2.00 11.00 1 24 0 644 6835 94 BRICKELL AV SE 8 ST .00 .60 17.60 1 24 0 658 6835 94 BRICKELL AV SE 8 ST .00 .00 12.33 1 24 0 718 6835 94 BRICKELL AV SE 8 ST .00 .20 9.20 1 24 0 731 6835 94 BRICKELL AV SE 8 ST .00 1.67 12.33 1 24 0 758 6835 94 BRICKELL AV SE 8 ST .00 .20 16.20 1 24 0 811 6835 94 BRICKELL AV SE 8 ST .00 .00 16.00 1 24 0 850 6835 94 BRICKELL AV SE 8 ST 1.00 1.00 20.00 1 24 0 855 6835 94 BRICKELL AV SE 8 ST .00 1.00 10.20 1 24 0 936 6835 94 BRICKELL AV SE 8 ST .00 .67 4.67 1 24 0 937 6835 94 BRICKELL AV SE 8 ST .00 .00 10.00 1 24 0 1016 6835 94 BRICKELL AV SE 8 ST .00 .00 12.67 1 24 0 1017 6835 94 BRICKELL AV SE 8 ST .40 .20 7.80 1 24 0 1056 6835 94 BRICKELL AV SE 8 ST .00 .00 10.00 1 24 0 1057 6835 94 BRICKELL AV SE 8 ST .00 .00 14.00 1 24 0 1136 6835 94 BRICKELL AV SE 8 ST .20 .40 13.00 1 24 0 1137 6835 94 BRICKELL AV SE 8 ST .00 .00 16.00 1 24 0 1216 6835 94 BRICKELL AV SE 8 ST .20 .00 16.00 1 24 0 1217 6835 94 BRICKELL AV SE 8 ST .00 .33 5.67 1 24 0 1256 6835 94 BRICKELL AV SE 8 ST .00 .20 9.40 1 24 0 1257 6835 94 BRICKELL AV SE 8 ST .00 .00 8.33 1 24 0 1336 6835 94 BRICKELL AV SE 8 ST .00 .00 13.00 1 24 0 1337 6835 94 BRICKELL AV SE 8 ST .00 .00 22.00 1 24 0 1419 6835 94 BRICKELL AV SE 8 ST .20 .40 12.80 1 24 0 1419 6835 94 BRICKELL AV SE 8 ST .00 .00 14.00 1 24 0 1455 6835 94 BRICKELL AV SE 8 ST .00 .00 8.20 1 24 0 1459 6835 94 BRICKELL AV SE 8 ST .00 .75 12.50 1 24 0 1539 6835 94 BRICKELL AV SE 8 ST .00 .00 10.00 1 24 0 1539 6835 94 BRICKELL AV SE 8 ST .00 1.00 7.00 1 24 0 1619 6835 94 BRICKELL AV SE 8 ST .00 .00 10.60 O 1 24 0 1619 6835 94 BRICKELL AV SE 8 ST .00 .00 14.00 1 24 0 1659 6835 94 BRICKELL AV SE 8 ST .00 .00 15.00 1 24 0 1706 6835 94 BRICKELL AV SE 8 ST .00 .80 7.80 1 24 0 1741 6835 94 BRICKELL AV SE 8 ST .00 .00 13.20 1 24 0 1808 6835 94 BRICKELL AV SE 8 ST .33 .00 7.33 1 24 0 1921 6835 94 BRICKELL AV SE 8 ST .00 .00 6.00 1 24 0 2049 6835 94 BRICKELL AV SE 8 ST .00 .67 5.67 1 24 0 2157 6835 94 BRICKELL AV SE 8 ST .00 .00 14.00 1 24 0 2309 6835 94 BRICKELL AV SE 8 ST .00 .00 6.33 1 24 1 525 6820 4 BRICKELL AV SE 8 ST .00 1.75 5.50 1 24 1 555 6820 4 BRICKELL AV SE 8 ST .00 .00 6.20 1 24 1 625 6820 4 BRICKELL AV SE 8 ST .00 .80 10.00 1 24 1 655 6820 4 BRICKELL AV SE 8 ST .00 1.00 23.00 1 24 1 720 6820 4 BRICKELL AV SE 8 ST .00 .00 18.00 1 24 1 740 6820 4 BRICKELL AV SE 8 ST .00 2.00 11.33 1 24 1 800 6820 4 BRICKELL AV SE 8 ST .00 .67 9.33 1 24 1 820 6820 4 BRICKELL AV SE 8 ST .00 .40 10.20 1 24 1 840 6820 4 BRICKELL AV SE 8 ST .00 .00 10.67 1 24 1 900 6820 4 BRICKELL AV SE 8 ST .00 .00 7.60 1 24 1 920 6820 4 BRICKELL AV SE 8 ST .00 .00 15.00 1 24 1 940 6820 4 BRICKELL AV SE 8 ST .00 .00 10.60 1 24 1 1000 6820 4 BRICKELL AV SE 8 ST .00 .00 5.40 1 24 1 1020 6820 4 BRICKELL AV SE 8 ST .00 .00 16.00 1 24 1 1040 6820 4 BRICKELL AV SE 8 ST .00 1.60 6.80 1 24 1 1100 6820 4 BRICKELL AV SE 8 ST .00 1.33 6.67 1 24 1 1120 6820 4 BRICKELL AV SE 8 ST .20 .00 8.20 1 24 1 1140 6820 4 BRICKELL AV SE 8 ST .00 .00 15.00 1 24 1 1200 6820 4 BRICKELL AV SE 8 ST .00 .00 6.50 1 24 1 1220 6820 4 BRICKELL AV SE 8 ST .00 .00 22.00 1 24 1 1240 6820 4 BRICKELL AV SE 8 ST .00 .00 11.00 1 24 1 1300 6820 4 BRICKELL AV SE 8 ST .00 .00 9.00 1 24 1 1320 6820 4 BRICKELL AV SE 8 ST .00 .33 10.67 1 24 1 1340 6820 4 BRICKELL AV SE 8 ST .20 .00 9.80 1 24 1 1400 6820 4 BRICKELL AV SE 8 ST .00 .67 10.33 1 24 1 1420 6820 4 BRICKELL AV SE 8 ST .00 .00 9.75 �---.. 1 24 1 1440 6820 4 BRICKELL AV SE 8 ST .00 .00 7.00 f 1 24 1 1500 6820 4 BRICKELL AV SE 8 ST .00 .00 9.40 1 24 1 1520 6820 4 BRICKELL AV SE 8 ST .00 .00 12.00 1 24 1 1540 6820 4 BRICKELL AV SE 8 ST .00 .00 18.00 1 24 1 1555 6820 4 BRICKELL AV SE 8 ST .00 .40 5.80 1 24 1 1620 6820 4 BRICKELL AV SE 8 ST .00 .00 11.75 1 24 1 1640 6820 4 BRICKELL AV SE 8 ST .00 .00 11.20 1 24 1 1700 6820 4 BRICKELL AV SE 8 ST .00 .00 8.67 1 24 1 1720 6820 4 BRICKELL AV SE 8 ST .00 .00 10.60 1 24 1 1740 6820 4 BRICKELL AV SE 8 ST .00 .00 21.00 1 24 1 1800 6820 4 BRICKELL AV SE 8 ST .00 .00 17.00 1 24 1 1830 6820 4 BRICKELL AV SE 8 ST .00 .00 7.33 1 24 1 1905 6820 4 BRICKELL AV SE 8 ST .00 .00 8.80 1 24 1 1930 6820 4 BRICKELL AV SE 8 ST .00 .00 7.00 1 24 1 2000 6820 4 BRICKELL AV SE 8 ST .00 .00 2.00 1 24 1 2035 6820 4 BRICKELL AV SE 8 ST .00 .00 .00 1 24 1 2210 6820 4 BRICKELL AV SE 8 ST .00 .00 5.50 1 24 1 2310 6820 4 BRICKELL AV SE 8 ST .00 .00 10.00 1 24 1 2410 6820 4 BRICKELL AV SE 8 ST .00 .00 3.50 0 ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 1 48 0 640 78 1 BRICKELL STATION SW 1 AV 6.00 .00 6.00 1 48 0 740 78 1 BRICKELL STATION SW 1 AV 7.33 2.00 7.33 1 48 0 840 78 1 BRICKELL STATION SW 1 AV 10.00 .00 10.00 1 48 0 940 78 1 BRICKELL STATION SW 1 AV 4.50 .00 4.50 1 48 0 1035 78 1 BRICKELL STATION SW 1 AV 8.00 .00 8.00 1 48 0 1135 78 1 BRICKELL STATION SW 1 AV 4.33 .00 4.33 1 48 0 1235 78 1 BRICKELL STATION SW 1 AV 4.00 .00 4.00 1 48 0 1335 78 1 BRICKELL STATION SW 1 AV 5.00 .00 5.00 1 48 0 1435 78 1 BRICKELL STATION SW 1 AV 3.00 .00 3.00 1 48 0 1535 78 1 BRICKELL STATION SW 1 AV 2.20 .00 2.20 1 48 0 1635 78 1 BRICKELL STATION SW 1 AV 4.00 .00 4.00 1 48 0 1735 78 1 BRICKELL STATION SW 1 AV .80 .00 1.20 1 48 0 1845 78 1 BRICKELL STATION SW 1 AV 9.25 .00 9.25 1 48 1 644 78 60 BRICKELL STATION SW 1 AV - EOL .00 5.00 .00 1 48 1 744 78 60 BRICKELL STATION SW 1 AV - EOL .00 3.00 .00 1 48 1 844 78 60 BRICKELL STATION SW 1 AV - EOL .00 3.00 2.50 1 48 1 944 78 60 BRICKELL STATION SW 1 AV - EOL .00 7.00 .00 1 48 1 1044 78 60 BRICKELL STATION SW 1 AV - EOL .00 4.00 .00 1 48 1 1144 78 60 BRICKELL STATION SW 1 AV - EOL .00 8.67 .00 1 48 1 1244 78 60 BRICKELL STATION SW 1 AV - EOL .00 3.80 .00 1 48 1 1344 78 60 BRICKELL STATION SW 1 AV - EOL .00 10.67 .00 1 48 1 1443 78 60 BRICKELL STATION SW 1 AV - EOL .00 8.80 .80 1 48 1 1542 78 60 BRICKELL STATION SW 1 AV - EOL .00 11.75 .00 1 48 1 1642 78 60 BRICKELL STATION SW 1 AV - EOL .00 5.80 1.40 1 48 1 1742 78 60 BRICKELL STATION SW 1 AV - EOL .00 10.75 .00 1 48 1 1842 78 60 BRICKELL STATION SW 1 AV - EOL .00 4.60 .20 O ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 1 95 0 618 6820 56 BRICKELL AV SE 8 ST .00 1.40 .60 1 95 0 703 6820 56 BRICKELL AV SE 8 ST .00 1.00 2.40 1 95 0 718 6820 56 BRICKELL AV SE 8 ST .00 .20 1.60 1 95 0 733 6820 56 BRICKELL AV SE 8 ST .00 .60 4.00 1 95 0 743 6820 56 BRICKELL AV SE 8 ST .00 .40 1.40 1 95 0 753 6820 56 BRICKELL AV SE 8 ST .00 .40 4.40 1 95 1 1552 6836 25 BRICKELL AV SE 8 ST .67 .67 2.33 1 95 1 1615 6836 25 BRICKELL AV SE 8 ST 2.00 .00 3.00 1 95 1 1637 6836 25 BRICKELL AV SE 8 ST .00 .00 .00 1 95 1 1647 6836 25 BRICKELL AV SE 8 ST .75 .00 12.50 1 95 1 1657 6836 25 BRICKELL AV SE 8 ST 1.33 .00 1.67 1 95 1 1707 6836 25 BRICKELL AV SE 8 ST 1.33 .00 2.67 1 95 1 1802 6836 25 BRICKELL AV SE 8 ST 1.33 .00 2.67 ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP 1 207 0 555 8122 5 SW 7 ST SW 2 AV 1 207 0 610 8122 5 SW 7 ST SW 2 AV 1 207 0 625 8122 5 SW 7 ST SW 2 AV 1 207 0 640 8122 5 SW 7 ST SW 2 AV 1 207 0 655 8122 5 SW 7 ST SW 2 AV 1 207 0 710 8122 5 SW 7 ST SW 2 AV 1 207 0 725 8122 5 SW 7 ST SW 2 AV 1 207 0 755 8122 5 SW 7 ST SW 2 AV 1 207 0 810 8122 5 SW 7 ST SW 2 AV 1 207 0 825 8122 5 SW 7 ST SW 2 AV 1 207 0 840 8122 5 SW 7 ST SW 2 AV 1 207 0 855 8122 5 SW 7 ST SW 2 AV 1 207 0 915 8122 5 SW 7 ST SW 2 AV 1 207 0 935 8122 5 SW 7 ST SW 2 AV 1 207 0 955 8122 5 SW 7 ST SW 2 AV 1 207 0 1015 8122 5 SW 7 ST SW 2 AV 1 207 0 1035 8122 5 SW 7 ST SW 2 AV 1 207 0 1055 8122 5 SW 7 ST SW 2 AV 1 207 0 1115 8122 5 SW 7 ST SW 2 AV 1 207 0 1135 8122 5 SW 7 ST SW 2 AV 1 207 0 1155 8122 5 SW 7 ST SW 2 AV 1 207 0 1215 8122 5 SW 7 ST SW 2 AV 1 207 0 1235 8122 5 SW 7 ST SW 2 AV 1 207 0 1255 8122 5 SW 7 ST SW 2 AV 1 207 0 1315 8122 5 SW 7 ST SW 2 AV 1 207 0 1335 8122 5 SW 7 ST SW 2 AV 1 207 0 1355 8122 5 SW 7 ST SW 2 AV 1 207 0 1415 8122 5 SW 7 ST SW 2 AV 1 207 0 1435 8122 5 SW 7 ST SW 2 AV 1 207 0 1455 8122 5 SW 7 ST SW 2 AV 1 207 0 1515 8122 5 SW 7 ST SW 2 AV 1 207 0 1535 8122 5 SW 7 ST SW 2 AV 1 207 0 1555 8122 5 SW 7 ST SW 2 AV 1 207 0 1610 8122 5 SW 7 ST SW 2 AV 1 207 0 1625 8122 5 SW 7 ST SW 2 AV 1 207 0 1640 8122 5 SW 7 ST SW 2 AV 1 207 0 1655 8122 5 SW 7 ST SW 2 AV 1 207 0 1710 8122 5 SW 7 ST SW 2 AV 1 207 0 1725 8122 5 SW 7 ST SW 2 AV 1 207 0 1740 8122 5 SW 7 ST SW 2 AV 1 207 0 1755 8122 5 SW 7 ST SW 2 AV 1 207 0 1810 8122 5 SW 7 ST SW 2 AV 1 207 0 1825 8122 5 SW 7 ST SW 2 AV 1 207 0 1840 8122 5 SW 7 ST SW 2 AV 1 207 0 1915 8122 5 SW 7 ST SW 2 AV 1 207 0 1935 8122 5 SW 7 ST SW 2 AV A0N AOFF ALOAD 1.60 .60 2.00 1.00 1.00 1.50 8.25 3.00 9.25 .50 .50 4.17 2.50 .00 3.50 .33 .00 7.00 2.33 .00 12.67 2.80 1.20 7.40 1.17 .00 3.67 2.25 2.00 3.25 .50 .00 3.50 1.25 .25 6.75 .50 .00 15.00 3.00 .00 8.50 5.00 1.50 7.25 .67 .33 17.33 3.50 1.00 8.00 3.40 .40 9.20 1.67 .00 16.67 8.50 1.00 22.00 3.00 .40 9.80 4.00 .33 7.00 1.50 .50 35.50 4.00 .40 12.60 7.00 .33 23.00 2.33 .00 9.67 1.50 .25 8.75 3.00 .67 14.33 11.25 1.25 17.50 3.50 1.00 13.25 13.00 .50 25.50 7.33 .67 14.33 10.50 .50 18.50 3.00 2.00 15.00 14.67 2.00 29.33 7.40 1.00 19.20 7.50 1.25 17.25 .50 1.00 4.50 10.33 1.00 28.67 13.00 .20 22.20 7.00 .25 20.50 1.50 .00 7.50 16.33 .67 23.00 7.00 4.25 13.00 5.33 .33 22.33 13.75 .50 22.75 0 ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP AON AOFF ALOAD NSAMPLES 1 208 0 618 6947 36 SW 2 AV SW 8 ST .20 16.80 7.80 5 208 0 633 6947 36 SW 2 AV SW 8 ST .40 19.80 11.80 5 208 0 703 6947 36 SW 2 AV SW 8 ST 1.00 12.80 12.60 5 1 208 0 718 6947 36 SW 2 AV SW 8 ST .20 19.80 11.20 5 1 208 0 733 6947 36 SW 2 AV SW 8 ST .00 13.33 13.67 3 1 208 0 748 6947 36 SW 2 AV SW 8 ST 1.00 21.50 4.00 2 1 208 0 803 6947 36 SW 2 AV SW 8 ST .33 21.33 7.33 3 1 208 0 818 6947 36 SW 2 AV SW 8 ST .50 5.00 2.50 2 1 208 0 848 6947 36 SW 2 AV SW 8 ST 1.40 10.60 12.80 5 1 208 0 905 6947 36 SW 2 AV SW 8 ST .80 .00 13.60 5 1 208 0 945 6947 36 SW 2 AV SW 8 ST .25 10.75 12.00 4 1 208 0 1005 6947 36 SW 2 AV SW 8 ST .50 .00 9.50 4 1 208 0 1045 6947 36 SW 2 AV SW 8 ST .33 7.33 7.67 3 1 208 0 1105 6947 36 SW 2 AV SW 8 ST 1.00 10.00 13.00 1 1 208 0 1145 6947 36 SW 2 AV SW 8 ST 1.20 8.00 19.60 5 1 208 0 1205 6947 36 SW 2 AV SW 8 ST .00 2.00 20.00 1 1 208 0 1245 6947 36 SW 2 AV SW 8 ST 1.20 6.40 7.00 5 1 208 0 1305 6947 36 SW 2 AV SW 8 ST 1.00 5.00 16.00 1 1 208 0 1325 6947 36 SW 2 AV SW 8 ST .33 4.33 11.67 3 1 208 0 1345 6947 36 SW 2 AV SW 8 ST 1.20 6.20 9.00 5 1 208 0 1405 6947 36 SW 2 AV SW 8 ST .00 .00 8.00 1 1 208 0 1425 6947 36 SW 2 AV SW 8 ST .33 8.33 10.00 3 1 208 0 1445 6947 36 SW 2 AV SW 8 ST 1.60 4.20 5.80 5 1 206 0 1505 6947 36 SW 2 AV SW 8 ST 1.00 3.00 7.00 1 1 208 0 1525 6947 36 SW 2 AV SW 8 ST 2.33 10.00 13.33 3 1 208 0 1545 6947 36 SW 2 AV SW 8 ST 2.20 3.60 5.80 5 1 208 0 1603 6947 36 SW 2 AV SW 8 ST 1.00 9.00 5.00 1 1 208 0 1633 6947 36 SW 2 AV SW 8 ST 1.00 2.67 8.00 3 1 208 0 1648 6947 36 SW 2 AV SW 8 ST .67 5.33 3.00 3 1 208 0 1703 6947 36 SW 2 AV SW 8 ST .00 .00 15.00 1 1 208 0 1733 6947 36 SW 2 AV SW 8 ST 1.00 5.33 12.00 3 1 208 0 1748 6947 36 SW 2 AV SW 8 ST .00 .75 4.50 4 1 208 0 1803 6947 36 SW 2 AV SW 8 ST .00 .00 7.00 1 1 208 0 1833 6947 36 SW 2 AV SW 8 ST .00 4.67 7.33 3 1 208 0 1848 6947 36 SW 2 AV SW 8 ST .40 3.60 10.60 5 1 208 0 1925 6947 36 SW 2 AV SW 8 ST .75 3.50 3.75 4 1 208 0 1945 6947 36 SW 2 AV SW 8 ST 1.00 5.00 9.00 1 1 208 0 2005 6947 36 SW 2 AV SW 8 ST 1.00 7.00 4.75 4 ADAY ROUTE AADRCTN TRIPTIME AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 1 248 0 1500 1083 1 BRICKELL MOVER SW 1 AV/11 .80 .00 .80 1 248 0 1520 1083 1 BRICKELL MOVER SW 1 AV/11 1.00 .00 1.00 1 248 0 1540 1083 1 BRICKELL MOVER SW 1 AV/11 1.40 .00 1.40 1 248 0 1600 1083 1 BRICKELL MOVER SW 1 AV/11 1.00 .00 1.20 1 248 0 1620 1083 1 BRICKELL MOVER SW 1 AV/11 .80 .00 .80 1 248 0 1640 1083 1 BRICKELL MOVER SW 1 AV/11 2.00 .00 2.00 1 248 0 1700 1083 1 BRICKELL MOVER SW 1 AV/11 .80 .00 .80 1 248 0 1720 1083 1 BRICKELL MOVER SW 1 AV/11 .80 .00 .80 1 248 0 1740 1083 1 BRICKELL MOVER SW 1 AV/11 .40 .00 .80 1 248 0 1800 1083 1 BRICKELL MOVER SW 1 AV/11 1.20 .00 1.20 1 248 0 1820 1083 1 BRICKELL MOVER SW 1 AV/11 1.20 .00 1.40 1 248 0 1840 1083 1 BRICKELL MOVER SW 1 AV/11 2.00 .00 2.00 1 248 1 1507 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 4.80 .00 1 248 1 1527 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 2.80 .00 1 248 1 1547 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 2.20 .40 1 248 1 1607 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 3.40 .40 1 248 1 1627 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 4.20 .00 1 248 1 1647 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 3.00 .60 1 248 1 1707 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .0D 5.80 .40 1 248 1 1727 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 3.40 .60 1 248 1 1747 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 3.20 .60 1 248 1 1806 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 3.20 .80 1 248 1 1826 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 4.80 .00 1 248 1 1846 1083 8 BRICKELL MOVER SW 1 AV/1 - EOL .00 4.00 .00 APPENDIX D: Existing Conditions Analysis Miami -Dade County Public Works Department Existing Timing Plan RT000-304, RESIDENCE .r."..nrgoare43141ttr-"E- 4.74-i34rocoo, -11"7, ' • • • „ -4-- ONE WAY a - TNEISMTDI- 12ZWIHMUIVINISOMMESEI111111WT7" .40 LO apagel new Linc—,i )12 SE TE d -SIGNAL HEAD DETAILS • '2 4 P1 P 0 0 D w D W w D W • 3-SECTOT ,I -WAY VSECT.I•WAY i.SECX SOW '34 ;11. „A MIRE REWIRED NAND R • I T I: 1.0 :TIE1 ZT.,D • • C' • NCOUIRCO 197 T • PEAK HOUR VOLUMES. A.M. CONFLIEEIND SECONDARY LINES OLVIESTLLEE., 11.1;ARE INTT,E;COglzo_. L. . R ICED ' EST'ID::MEROENCY PHONE PEOETEALIST OTROS) ' Ets.ELL_mmo.mtlYSTORE INSTALLED TV =mum OF ITEM NO.E460-IS '11.ALL PAVEMENT MARKINGS WHITE °NEES, OTHERWISE NOTED ON PLANS. 1AP03ON:909T OF CONCRETE RECURRED op oCINVIl000 W 01TRAMP9. SIGN INVENTORY Ent MORIN 1104, RD•1110 PROPOSED • • IRECUIRED • 1011IL OWELN POR LOOPE ion I II APARTMENT SD 1.1.9D RED. " • 0 ClaiNa GOO M60.1•/Y SAS IEm C 1 ISIC e Avl Epp. C 03-I3 <aAvl.6-t' IEA SICHAL HEAD DETN15 i80®® Qd2m D3-l5 [ �-N-Si0 SEA (AS N. I�•I aSF.. 6 A0 /d1 C0w-w O IEA IEA CONTROLLER OPERATIONS !. THE 0AIOR STREET 15 521.71E STREET AND THE 0INOR STREET IS SW 2N AVENUE. 2. SEW HEADS 6 TO HASH TELLAY. STOOL HEADS 3, 4. 5 TO PLASH RED. Raul 0Y11Aro9 Put' 0! 62 03 �Tf I�TF ZI Tf 3� 0•©0•© 0 P6 P2 P4 P8 srn DETECTORS FOR LOOPS 320r. HO.DP LD1P5 O CONTROLLER T/LIINGS .. 5400 AXIS. I 2 3 1225.56N.0NTA C N D 33 33 0r.1PASA .a s.I 30 31 01 rE1d C. I I NL MO CN. I. I f E$ P30.1140 2 20 23 KO.OtEM 0 0 A EY 1121E-0.2 GWNrT 3F.1'K LW. • Oroa-eNDD LEA • Inlenama(L.'rdull £CamPPS SI mvr r. 12 -.50 RV -1u . 29 Nl_ REND/AL !TENS (7 ra < a2T-e, 3 EA C2.30-50) /EA CO In RAY LINE--1 TRAY LINE S. OSL1SOUTH REPRESEN7ATNE55551 CASTELLANOS. TEL. /3051222 922E FPIREPRESERTATN£,TQI NOTSCON TEL DO51T5Y7954 2q 5 L t 56 .A 25868-152-0i 87100-368 F75 I1 i r v@Iglo Ns as, KUNOE SPRECHFR WIDE SP!E4HE4 61S0UC .1 NC li5.e1 • • rsaieU L• r• O'.e�n.iliM^I FLORIDA DEPARTMENT OF 10 asters Scale 1/400 RAT LANE PREENPTEN C011xllT TD BIOME SONAL RAO LW Czsmr) 6 v 26 <24.1.e4-.3 ea Carr-0-ID /As MAIN RRKKF!! HMG SHIPPINYA 2 STORIES SLOG a-4 e� Lla/6Ts 51,1 3.31- o0 • D/TERSECTTJ4 !D S.W. 2nd AVENUEAND S.W.7f1? STREET - ---SIGNAUZATION PIS NS Print Date: 4/17/2011 Asset Intersection 2241 2241: SW 2 Av&SW 7 St Splits TOD Schedule Report for 2241: SW 2 Av&SW 7 St TOD Oo Mode Plan # Cycle Offset TOD Active Active Schedule Settin PhaseBank Maximum DOW-1 N/A 0 0 N/A 0 Max 0 PR PH PH PH PH PH PH PH NBL SBT WBT NBT 0 0 0 0 0 0 0 0 hi t Active Phase Bank: Phase Bank 1 Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 1 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 -z, NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 20 - 20 - 20 3 0 SBT 7 7 7 8 - 8 - 8 7 - 7 - 7 1 - 1 - 1 15 - 15 - 15 28 - 28 - 28 4 0.1 - - 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 -J1 WBT 7 7- 7 14-14 -14 7 - 7 - 7 1 -1 - 1 25- 25- 25 0 - 28-28 4 0.3 6 - 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 7 8 NBT 7 - 7 - 7 8 - 8 - 8 7 - 7 - 7 1 - 1 - 1 15 - 15 - 15 28 - 28 - 28 4 0.1 Print Time: 2:02 AM Last In Service Date: unknown Permitted Phases 12345678 Default--34-6-8 External Permit 0 ---- External Permit 1 External Permit 2 Current Plan Cvcle 1 2 3 NBL Green Time 6 WBT 7 8 NBT Ring Offset Offset 4 5 SBT TOD Schedule 110 0 0 16 48 0 35 0 67 0 105 1 1 80 0 0 8 15 0 46 0 26 0 45 3 3 70 0 0 11 15 0 33 0 29 0 20 4 4 100 0 0 20 34 0 35 0 34 0 27 6 6 115 0 0 14 34 0 56 0 34 0 78 7 7 100 0 0 10 37 0 42 0 37 0 60 8 8 70 0 0 10 22 0 27 0 22 0 45 9 9 60 0 0 5 17 0 27 0 17 0 29 1 19 65 0 0 5 17 0 32 0 17 0 34 2 22 65 0 0 15 17 0 22 0 17 0 32 23 Current Time of Day Function 7 - Ime Function 00 TOD OUTPUTS Settings * alvof Week ---_--- SuM T W ThF S Local TOD Schedule Time 0000 0000 0030 0030 0100 0130 0200 0445 0600 0600 0700 0800 0930 1530 1830 1830 2130 2300 Plan DOW 9 Su S 22 MTWThF 22 Su S 23 MTWThF 19 MTWThF 23 Su S 19 Su S 3 MTWThF 9 Su S 4 MTWThF 1 MTWThF 6 Su S 6 MTWThF 7 MTWThF 9 Su S 8 MTWThF 9 MTWThF 22 MTWThF Local Time of Day Function Time Function Settinos • Dav of Week 0000 TOD OUTPUTS ---- SuM T W ThF S No Calendar Defined/Enabled Page 2 of 2 *Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6- EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA MEAL OPERATES PLAN T x ♦ aM. i/ vn[02 WM 0 R�R�[FF[.. �� i R sx Y �2 . . Ti. at R 0 4141 1 : : X e.[u i k> Y R Sr CAW. Otralt101. Esr Ow... 000000 to 1-nne Is ..11•1411.1Dutaa comnii11•1r. Or [e'E[.M[ OM TONAL HEAD DETAILS .411 s14NAL12AT10N PLAN S W I AVENUE a SW 7 STREET Print Date: 12/412009 Miami -Dade County Traffic Signals TOD Schedule Report for 2240: SW 1 Av&SW 7 St Print Time: 11:11 AM MIAMI—DADE nk: Phase Bank Min Initial Veh Ext Max Limit Max 2 Yellow Red, Phase Walk Don't Walk Phase Bank I 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 0- 0- 0 0- 0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 2 WBT 5 - 5 - 5 12- 12 - 12 7 - 7 - 7 1 - 1 - 1 40- 40 - 40 0 - 45 - 45 4 1.8 3 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0-0-0 0-0-0 0 0 5 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 7 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 5 - 5-5 10- 10 - 10 7 - 7 - 7 1 - 1 - 1 25- 25 - 25 45 - 45 - 45 4 0.6 Green Time Current 1 2 3 4 5 6 7 8 Rine Offset Offset TOD Schedule Plan Cycle WBT SBT 1 110 0 48 0 0 0 0 0 51 0 70 3 80 0 44 0 0 0 0 0 25 0 56 4 70 0 39 0 0 0 0 0 20 0 5 6 105 0 63 0 0 0 0 0 31 0 8 7 100 0 53 0 0 0 0 0 36 0 77 8 100 0 59 0 0 0 0 0 30 0 74 9 70 0 38 0 0 0 0 0 21 0 39 22 65 0 34 0 0 0 0 0 20 0 8 Page 1 of 2 Last In Service Date: Permitted Phases 12345678 Default -2---8 External Permit 0------- External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 9 Su S 0000 22 M T W Th F 0030 22 Su S 0030 Flash M T W Th F 0130 Flash Su S 0600 9 Su S 0600 4 M T W Th F 0700 1 MTWThF 0800 6 Su S 0930 6 M T W Th F 1530 7 M T W Th F 1830 9 Su S 1830 8 MTWThF 2130 9 M T W Th F 2300 22 M T W Th F TOD Schedule Report for 2240: SW 1 Av&SW 7 St Current Time of Day Function Time Function Settinos * Day of Week 0000 TOD OUTPUTS ---- SuM T W ThF S Local Time of Day Function Time Function Settinos * Pay of Week 0000 TOD OUTPUTS ------ SuM T W ThF S Page 2 of 2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA SIGNAL OPERATING PLAN PNASE IMW A a Pa PA Pe Pa P N:W r.[C ou-m[w W R a mg MN ow —. —'IG_ V Tigr P OW OW OW oW a mwow rtw ax %7. n L n, P(W R oW Pw oW •m nw S a y0 QQ��LNNA -Eg I I NI—_ E al r ow-v nu S.un 0 p. o OW r N OW OWsow OW W OR RNi,irc`ox P tW 6 OW OW OW OW I '8. —[a —u ''''4YWtr- GN a r ow ow ow a. B i a • I 1130010.. ow OP SIGNAL MEAD DETAILS PG--® iImNALIZATI N PLAN s MIAMI AVENUE 8 S 7 STREET Print Date: 9/1/2010 Miami -Dade County Traffic Signals TOD Schedule Report for 3449: S Miami Av&S 7 St Print Time: 2:01 AM MIAMI-DADE e Bank: Phase Bank 1 Initial Veh Ext Max Limit Max 2 Yellow Red Phase Walk Don't Walk Min Phase Bank 1 2 3 I 2 3 I 2 3 1 2 3 1 2 3 1 2 3 1 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 NBT 7 - 7 - 7 6 - 6 - 6 7 - 7 - 7 1 - 1 - 1 30 - 41 - 41 0 - 42 - 42 4 0.2 3 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 4 EBT 4 - 4- 4 6- 6 - 6 4- 4 - 4 1 -1 - 1 30-41-41 50-50-50 4 0.2 5 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 6 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 7 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 Green Time Current 1 2 3 4 5 6 7 8 Ring Offset Offset TOD Schedule El a Cycle NBT EBT 1 110 0 61 0 41 0 0 0 0 0 29 3 80 0 26 0 46 0 0 0 0 0 76 4 70 0 44 0 18 0 0 0 0 0 19 6 100 0 56 0 36 0 0 0 0 0 58 7 115 0 64 0 43 0 0 0 0 0 107 8 100 0 56 0 36 0 0 0 0 0 88 9 70 0 36 0 26 0 0 0 0 0 42 19 60 0 32 0 20 0 0 0 0 0 38 22 65 0 36 0 21 0 0 0 0 0 15 23 65 0 36 0 21 0 0 0 0 0 42 Page 1 of 2 Last In Service Date: unknown Permitted Phases 12345678 Default External Permit 0 External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 9 Su S 0000 22 M T W Th F 0030 22 Su S 0030 23 M T W Th F 0100 Free M T W Th F 0130 23 Su S 0200 19 Su S 0445 3 M T W Th F 0600 9 Su S 0600 4 M T W Th F 0700 1 M T W Th F 0800 6 Su S 0930 6 M T W Th F 1530 7 M T W Th F 1830 9 Su S 1830 8 M T W Th F 2130 9 MTWThF 2300 22 M T W Th F TOD Schedule Report for 3449: S Miami Av&S 7 St Current Time of Day Function Time Function Settings* Day of Week 0000 TOD OUTPUTS ---- SuM T W ThF S Local Time of Day Function Time Function Settings* Dav of Week 0000 TOD OUTPUTS ----- SuM T W ThF S Page 2of2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA �! N SCALEI"= 20 . USE F,XI$'jING FPLr SERVICE, -W A(ID INTERCONNECT CABLE:?;: 653-171 665.-11 • 635- I I I 620-1=1 (20 L F.)' 630 I 13 (1(0 659-107 EXISTING../U,. CABINET 690-90 535-1-11 690-100 :632-7-1 690-70 630-1-13(IOL.F.) /48-II-42 EXISTING INLET,., 36 a A� oGiOia _..).. 14'. ,... t\ 6'x30' 648-11-34 620-1-I (20 L.F.) 635-I-II 630-1-13 (115 L.F.) r STREET i:.LIGNT CABLE' RUNS'-: EXI,ETING MEDIAN w R/W;,UNE d-50 620 1 I (. 635 1 II 630-1-13 (95. L'.F.)' EASEMENT REQUIRED BEFORE CON0-RUCTt0 660-2-101 ( 2 REQ'D.). Print Date: 3/11/2011 k1 Miami -Dade County Traffic Signals TOD Schedule Report for 3448: US 1 &SE 7 St 4065: NW 10 Av&NW 119 St Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow E. Phase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0- 0- 0 0- 0 - 0 5- 5- 5 5- 2 - 2 20 - 7- 7 45 - 45 - 45 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 16-16- 16 1 -1 - 1 30- 30- 30 0 - 35-35 4 1 3 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 WBT 7 - 7 - 7 22 - 22 - 22 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 40 - 40 - 40 4 1 4 SBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 7- 7 45 - 45 - 45 3 0 5 6 NBT 0 - 0 - 0 0 - 0 - 0 16- 16 - 16 1 - 1 - 1 30- 30 - 30 0 - 35 - 35 4 1 7 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- 0- 0 0- 0- 0 0- 0- 0 0" -0 - 0 0- 0- 0 0- 0- 0 0 0 urrent Cvcle 1 NBL 2 SBT 3 Green Time 6 NBT 7 8 Rina Offset Offset 4 5 WBT SBL TOD Schedule _Plan 2 3 90 10 45 0 22 10 45 0 0 0 58 4 4 100 10 55 0 22 10 55 0 0 0 62 5 6 120 37 41 0 29 18 60 0 0 D 86 7 7 115 33 44 0 25 33 44 0 0 0 94 9 1 13 130 37 52 0 28 37 52 0 0 0 16 Print Time: 2:05 AM Last In Service Date: unknown Permitted Phases 12345678 Default 12-456-- External Permit 0 12-4-6-- External Permit 1 12-4-6-- External Permit 2 12-4-6-- Default External Permit 0 External Permit 1 External Permit 2 12-456-8 -2-4-6-8 Local TOD Schedule Time Ela0. DOW 0000 Free Su M T W Th F S 0030 Free M T W Th F 0115 Free Su S 0600 Free Su S 0600 5 M T W Th F 0700 6 M T W Th F 0930 7 M T W Th F 1000 9 Su S 1545 13 M T W Th F 1900 12 M T W Th F 2000 9 M T W Th F 2300 Free M T W Th F Current Time of Day Function Time Function Settinos * Dav of Week 0000 TOD OUTPUTS ------ SuM T W ThF S Local Time of Day Function Time Function Settings * Dav of Week 0000 TOD OUTPUTS ----- SuM T W ThF S No Calendar Defined/Enabled Page 2 of 2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA HEAD • lo1(31 •".•'•':,••• • • Ow ,w SIGN INVENTORY :law- • ittiVEC ,• • "egt-o:re.o CD '4';'...:••.,.•: •'• ••••••.':•.... • 7 ,••• ' ' :-• I ,•": •:•., ...:',' -2•• ••• • ' ?.:•.`' '.. .... 114i4CLVT4*7,1:,4,i4-,,,ILiiii,,,L2211F,I., ' '1:141CiFili:IF! 7", Iii,o+,4, Cilia.P,igliFYVI4nr'' '.":22:17;4125ir:.1101F!Ir!*'...`. • ' .. 1 . , LJ 3 •• • : ; •".• • ••, •••:' • : 5." ..7i•jit, a St!, .74 •?"-• ? . . • , , • „ • il •Ii;•60: I . _..=7 • INTEIRSKTI.ON ireurnopoN ' . Print Date: 9/15/2010 Miami -Dade County Traffic Signals TOD Schedule Report for 3326: SW 3 Av&SW 8 St Print Time: 2:01 AM MIAMI—DADE NLiLIVG r31P0c u.a..... . ......... ------ Ext Max Limit Max 2 Yellow Red Phase Walk Don't Walk Min Initial Veh Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 1 EBT 7 7- 7 11-11 - 11 7 - 7 - 7 2.5-2.5-2.5 27- 27 - 27 0 - 43-43 4 0 2 - 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 3 NS 6 6 - 6 8 - 8 - 8 7 - 7 - 7 2.5 -2.5 - 2.5 12 - 12 - 12 43 - 43 - 43 4 0 4 - 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 5 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 7 0- 0- 0 0- 0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 8 Green Time Current 1 2 3 4 5 6 7 8 Rine Offset Offset TOD Schedule Plan Cycle EBT NS 1 110 0 87 0 15 0 0 0 0 0 47 80 0 57 0 15 0 0 0 0 0 26 3 70 0 47 0 15 0 0 0 0 0 59 4 6 100 0 76 0 16 0 0 0 0 0 35 7 115 0 89 0 38 0 0 0 0 0 25 8 100 0 77 0 15 0 0 0 0 0 48 9 70 0 43 0 19 0 0 0 0 0 8 22 65 0 38 0 19 0 0 0 0 0 11 Page 1 of 2 Last In Service Date: unknown Permitted Phases 12345678 Default -2-4-- External Permit 0 --- External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 9 Su S 0000 22 M T W Th F 0030 22 Su S 0030 Flash M T W Th F 0130 Flash Su S 0600 9 Su S 0600 4 M T W Th F 0700 1 M T W Th F 0800 6 Su S 0930 6 MTWThF 1530 7 M T W Th F 1830 9 Su S 1830 8 M T W Th F 2130 9 MTWThF 2300 22 M T W Th F TOD Schedule Report for 3326: SW 3 Av&SW 8 St Current Time of Day Function Time Function Settings* Dav of Week 0000 TOD OUTPUTS —_-- SuM T W ThF S 1530 VEH MAX RECALL --4-- MTWThF 1830 VEH MAX RECALL ----- MTWThF Local Time of Day Function Time Function Settings * Dav of Week 0000 TOD OUTPUTS 1530 VEH MAX RECALL 1830 VEH MAX RECALL SuM TWThFS MTWThF MTWThF Page 2 of 2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA 53 0EECT17N,FWAY 5.W ST1 LENS SIGNAL HEAD DETAILS fis 3 6STE. LE NS I -WAY WITH DISC. PLATESHANGERS S-DOSTING mix ON NO L NO LEFT TORN Enwsc R<xDER XISTING SO.E (EXISTING) 01 02 TFI 172_I TF] 1-� . n+�. Q+©' Q 111 DW W CP] 2.1 D T DISC. TERN xRANGER SC DW DW W W R 2REOOIR�D el (7OD 1-10) CONTROLLER OPERATIONS MI. 00 20 02rr i1 sw.B77 STAI ET0HO THE B. EXISTING CONTROLLERRN. C. STANDARD LOOP ASSEMBLY rI TYPE Y. 2RE= • A03 ON OI IP2L ON 02 0 25BP0IA 03IPan PB1. E. FERVISSINE LEFT TURNS. FOR MONEM.2 5 LINE NOTES: ONE WA 10 10.1.1 11 DI al 11 I. THE RELOCATION OF TEE EX.ING SIGNAL L SIGNAL EQUIP. AS eNOWN . FLANS, SHAL , BE INCLUDE, IN TIE tort Pm ITEM STALL•ALSO BE INCL.. IN THESE. ITEMS. ` RLW TxE RELGCA LEs 2.o #bTt®AIAN-SIGNAL-11.06-,1.2.-HEW-STEE2-..52n6-01.2. E 3. THEN R IMAnDN 02.110E E% EADS, ATTAO0E0 SIGNS������ SIGNAL _OUIPM U UNTIE COST FOP ITEM /\'-J a, EXISTING LODP OETEGEGNS THAT WILL GE REPLACED SHALL FE AFIAREGNED u ONE WAT • S.W.:8fh. ST.. Sew IFS Aa MILAIIIMICIMMUM S.W.8ih ST. 81 S.W.2nd AV,E C Print Date: 4/17/2011 Asset Intersection TOD On Made Plan 1/ Cycle Offset TOD Schedule et .tin TOD Schedule Report for 2246: SW 2 Av&SW 8 St Print Time: 2:02 AM Active Active PhaseBank Maximum 2246 2246: SW 2 Av&SW 8 St DOW-1 N/A 0 0 N/A 0 Max 0 Splits PHI PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBL NBT EBT SBT 0 0 0 0 0 0 0 0 10. t Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 23 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 SBL 0- 0- 0 0- 0- 0 5- 5- 5 1- 1 - 1 5- 5- 5 7- 7- 7 3 0 2 NBT 4 - 4 - 4 8 - 8 - 8 4 - 4 - 4 1 - 1 - 1 19 - 19 - 19 0 - 72 - 72 4 0 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 ) EBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 24 - 24 - 24 72 - 72 - 72 4 0 b 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 6 SBT 4 - 4 - 4 8 - 8 - 8 4 - 4 - 4 1 - 1 - 1 19 - 19 - 19 0 - 72 - 72 4 0 7 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases Default Extemal Permit 0 Extemal Permit 1 External Permit 2 12345678 12-4-6-- Current cask 1 SBL 2 NBT Green Time 7 8 Ring Offset Offset 3 4 EBT 5 6 SBT Schedule Plan TOD 1 110 5 20 0 74 0 28 0 0 0 81 3 80 15 21 0 33 0 39 0 0 0 10 4 70 5 26 0 28 0 34 0 0 0 25 6 100 7 18 0 64 0 28 0 0 0 49 7 115 5 50 0 49 0 58 0 0 0 56 8 100 5 39 0 45 0 47 0 0 0 44 9 70 5 24 0 30 0 32 0 0 0 59 19 60 5 20 0 24 0 28 0 0 0 45 22 65 5 19 0 30 0 27 0 0 0 58 23 65 5 25 0 24 0 33 0 0 0 50 Current Time of Day Function Time Function \00 TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local TOD Schedule Time Plan DOW 0000 9 Su S 0000 22 M T W Th F 0030 22 Su S 0030 23 M T W Th F 0100 19 M T W Th F 0130 23 Su S 0200 19 Su S 0600 9 Su S 0600 4 M T W Th F 0700 1 M T W Th F 0800 6 Su S 0930 6 M T W Th F 1530 7 M T W Th F 1830 9 Su S 1830 8 M T W Th F 2130 9 M T W Th F 2300 22 M T W Th F Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week --- SuMTWThFS No Calendar Defined/Enabled Page 2 of 2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5- EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7-X-PED OMIT 8-TBA 0 0 0 0 W z J 0 t— Q LIMITS DF PAVEMENT NARKING (OFT. 29.160 LT.) MEET AND MATCH 6TS11N0 PAVEMENT MARKINGS TFL.tilljG051, SG� (t0 i fi t.l i=r•,1 �'.`.° =y= ---f— =. �'104 ss t G Am sam 5 SOWiow *FE EOS EouOo '� seo a57'E rm TREEiE (rn.) wo� �AOD 0 =_ S.W. 8th STREELC (` w gam were (hp.) J t nnag(rrga 'b �.�303 SW • mow wore (re.) 3 i o ON 1NI�1��ItlIF �Yo, wG MU. 901 I 011a-091 A: PIRG KIENS LIMITS OF PAVEMENT MARKING (OFF. 19.035 RT.) I MEET AND MATCH EASTNG PAVEMENT MARKINGS Ski 00 INSTAILE pp STA MS. I I I OONE�NAY NOTES: Imola S �I 2,31 . 1/ cL`,.®i esmGn .11 end sdNee le (I ERL.SSRE CE PSINTI YOx AL Lm IPNO[1N iFsxALL uE Nncsu9ep 00si POC NTF.N !C�11W L BO NrTaU 095P8R SIONM1LTEM EO 9•FIENTWICTtCCICL1E0 O TxO[ T f%BiInE00sTE BTAL AS WEU C9 THE SPROVISION FOR NEW MEM, FOYNOATION9. EXIST/NG SIGNAL CONOUITS TO OE ABA110011E0, UNLESS OTHPAWIBE 11191<TEB VAPPI PA l+' `PAW LOIN EE 7,xN10tN. Bth.ST. S. Sok 174 : le 4�s /Pe pNRIoffNE CV TxANSwsTASION S.W. 8th 5T. & S.W. 1st AVE. (EAS I Print Date: 11712011 Miami -Dade County Traffic Signals TOD Schedule Report for 2245: SW 1 Av E&SW 8 St Print Time: 2:00 AM MIAMI-DADE Active Phase Bank: Phase Bank 1 Don't Walk Min Initial Veh Ext Max Limit Max Yellow Red Phase Walk Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 EBT 7 - 7 - 7 9 - 9 - 9 7 - 7 - 7 1 - 1 - 1 70 - 70 - 70 70 - 70 - 70 4 0.6 3 0- 0- 0 0- 0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 4 SBT 7 - 7 - 7 9 - 9 - 9 7 - 7 - 7 1 - 1 - 1 45 - 45 - 45 45 - 45 - 45 4 0.6 5 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0- 0- 0 0- 0- 0 0 0 6 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 7 0- 0- 0 0- 0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- o- o o- o- o o- o- o o- o- o o- o- o o- o- 0 0 0 Green Time Current 1 2 3 4 5 6 7 8 Offset TOD Schedule Plan Cycle EBT SBT Ring Offset 1 110 0 74 0 26 0 0 0 0 0 54 3 80 0 45 0 25 0 0 0 0 0 50 l 4 70 0 38 0 22 0 0 0 0 0 61 / 6 100 0 64 0 26 0 0 0 0 0 32 7 115 0 51 0 54 0 0 0 0 0 80 8 100 0 51 0 39 0 0 0 0 0 74 9 70 0 37 0 23 0 0 0 0 0 10 Page 1 of 2 Last In Service Date: unknown Permitted Phases 12345678 Default -2-4-- External Permit 0 ----- External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 9 Su S 0000 Flash M T W Th F 0130 Flash M T W Th F 0230 Flash Su S 0530 4 M T W Th F 0600 9 Su S 0700 1 M T W Th F 0800 6 Su S 0930 6 M T W Th F 1530 7 M T W Th F 1830 9 Su S 1830 8 M T W Th F 2130 9 MTWThF 2300 9 M T W Th F TOD Schedule Report for 2245: SW 1 Av E&SW 8 St Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Dav of Week --- SuM T W ThF S Local Time of Day Function Time Function Settings * pay of Week 0000 TOD OUTPUTS ---- SuM T W ThF S Page 2 of 2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5- EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7-X-PED OMIT 8-TBA SIGNAL HEAD DETAILS ME 'MIMED POmuND ORANe, LUNAR WRITE Mu NA. .ALSENT..2.W R nyit !•SER. IWAT 01 ANGER SIGN INVENTORY NLWN. NOD�LLR �L WM N�001Po61T Kis 111 ul SERVICE STATIO S MIAMI AVE. r roer % 0A e L1NE ASitENt STATIO VACANT LOT IVAY T iEYLNO 'E PANNING LOT • S. MIAMI AVENUE a S.W. 8th. STREET:::' INTERSECTION .IDENTIFICATION NO 32244 Print Date: 1/7/2011 Miami -Dade County Traffic Signals TOD Schedule Report for 2244: S Miami Av&S 8 St Print Time: 2:00 AM MIAMI-DARE Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 2 NBT 7 - 7 - 7 9 - 9 - 9 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 50 - 50 - 50 4 0.6 3 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 EBT 7 - 7 - 7 7 - 7 - 7 7 - 7 - 7 1 - 1 - 1 70 - 70 - 70 70 - 70 - 70 4 0.6 5 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 6 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 7 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 Green Time Current 1 2 3 4 5 6 7 8 TOD Schedule Plan Cycle NBT EBT Ring Offset Offset 1 110 0 26 0 74 0 0 0 0 0 93 3 80 0 43 0 27 0 0 0 0 0 76 1 4 70 0 30 0 30 0 0 0 0 0 23 6 100 0 26 0 64 0 0 0 0 0 74 7 115 0 56 0 49 0 0 0 0 0 28 8 100 0 39 0 51 0 0 0 0 0 42 9 70 0 29 0 31 0 0 0 0 0 38 19 60 0 25 0 25 0 0 0 0 0 34 22 65 0 29 0 26 0 0 0 0 0 8 23 65 0 29 0 26 0 0 0 0 0 38 Page 1 of 2 Last In Service Date: unknown Permitted Phases 12345678 Default -2-4-- External Permit 0 ----- External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 9 Su S 0000 22 M T W Th F 0030 22 Su S 0030 23 M T W Th F 0100 19 M T W Th F 0130 23 Su S 0200 19 Su S 0600 9 Su S 0600 4 M T W Th F 0700 1 M T W Th F 0800 6 Su S 0930 6 M T W Th F 1530 7 M T W Th F 1830 9 Su S 1830 8 M T W Th F 2130 9 M T W Th F 2300 22 M T W Th F TOD Schedule Report for 2244: S Miami Av&S 8 St Current Time of Day Function Time, Function Settings * Day of Week 0000 TOD OUTPUTS ---- SuM T W ThF S Local Time of Day Function im Function Settings* Dav of Week 0000 TOD OUTPUTS ------ SuM T W ThF S Page 2 of 2 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA 63571-11 648-.1I-50 653-1,71 ` (2 REO.D.) 665 -11: • PED.- RAMPS PED. RAMP--- . 620-1-1 (20 LE.) 635-1-1•1 648-11-42 653-171 (2RE0D.) 665- IF 630 1-13(120 L.F: ' 660-2-1.01 (3 RE0'0. �I -sr so, *St 20-1-1 (20 L.F:)• *630-1-13 (125 L.F.); 635.1-11 ' ,648-II-40 663 -171 PEO. RAMP 45 ED. RAMP SEE NOTE N0: 11 . \ 639-212 (70 L.F.) . 639-1-I-23 630-1-12(230 Lf.). 660'17105 (3 RE0 D) 639-2-6(230, L.E):: 620-1-1 . (70.L.F.) BRICKELL .AVE. SET"8FT SERVICE POINT 648,13-86 653-171 620-1-1 (20 L.F.) 630-1-13 (130L.F.) 632-7-1' 635-1-1 (2 REO.D.) R/YJ LIN: Print Date: 2/1212011 Miami -Dade County Traffic Signals TOD Schedule Report for 2243: US 1 &SE 8 St Print Time: 2:01 AM MIAMI-DADE Active Phase Bank: Phase Bank 1 Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 1 - 1 - 1 45 - 45 - 52 0 - 40 - 40 4 1.2 3 EBT 7 - 7 - 7 24 - 24 - 24 7 - 7 - 7 2.5 -2.5 - 2.5 35 - 39 - 25 40 - 40 - 40 4 1 4 WBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 35 - 39 - 25 40 - 40 - 40 4 1 5 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 15 - 18 - 12 17 - 20 - 17 3 1 6 NBT 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 1 - 1 - 1 45 - 45 - 52 0 - 40 - 40 4 1.2 7 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Green Time Current 1 2 3 4 5 6 7 8 TOD Schedule Plan Cycle SBT EBT WBT SBL NBT Ring Offset Offset 2 90 0 45 20 10 6 35 0 0 0 70 3 90 0 47 20 8 6 37 0 0 0 48 4 100 0 67 10 8 6 57 0 0 0 70 5 70 0 39 8 8 6 29 0 0 0 22 6 125 0 50 32 28 16 30 0 0 0 81 7 115 0 45 33 22 11 30 0 0 0 97 9 120 0 50 33 22 11 35 0 0 0 58 12 120 0 53 32 20 9 40 0 0 0 40 13 130 0 51 32 32 13 34 0 0 0 6 Current Time of Day Function Time Function Settings * Dav of Week 0000 TOD OUTPUTS ----- SuM T W ThF S Last In Service Date: 03/08/2010 13:29 Permitted Phases Default External Permit 0 External Permit 1 External Permit 2 12345678 -23456-- Local TOD Schedule Time Plan DOW 0000 Free SuMTWThF S 0030 Free M T W Th F 0115 Free Su S 0600 Free Su S 0600 Free MTWThF 0700 Free MTWThF 0930 Free MTWThF 1000 Free Su S 1545 Free MTWThF 1900 Free M T W Th F 2000 Free M T W Th F 2300 Free M T W Th F Local Time of Day Function Time Function Settings * Dav of Week 0000 TOD OUTPUTS ------- SuM T W ThF S 1515 TOD OUTPUTS------1 MTWThF 1900 TOD OUTPUTS----3-- M T W ThF 2100 TOD OUTPUTS SuMTWThF Page 1 of 1 *Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA SIGNAL DISPLAY DETAILS 10101000 aso-1-1511 1650-1 1311 (2 55) 155a-(71e (6 As) SIGN DETAILS NO TURN DN RED 1010101 a o-Hal I A A Lel (]11 22) (2.•• 50T (2.�.12.T 1709-M-451 1200-4-191 1,0 -b-I51 (a E5 (2 00 (1 V) MAN- 6 MIAMI AV S 4 Si A Tex LT (2w .2 eio• wru5eum. ,o NAM 2 EA (0' 2(10') 390 , xom uo u vial2�eei alwnae'""'" 45 B IFI 555-1-) 530-1-10 RIVERFRONT (2 RUNS) DEVELOPMENT MATCH LINE - SEE SHEET 5 1 i� It 11 1 1 1 11 1 1 el 1 l _ // �1 Mill SW trN sn._EEr_Y,_.--� ,4.s•► 23 �� 1� a 1 �L J S 1I jd 1 1 II _ Ir I I11I 1 (5 PUNS) PIIVERFRONT O ELOPMENT TO, 10 IF IE EA EA 1001F 4001E =1 1 EA(5.X 00') (A au20) INTERSECTION NO. 5172 11 p O EA 2 '.IMIGRATION FFIC£ 1 EA !/..) IF (2 alNS) . ORIGINAL IUD INK 2euiws 5'.32.5 runNim'sy521 __ PsdA32 23(es, Irc RIVER FRONT DEVELOPMENT "" •2 PROPOSED SIGNAL IMPROVEMENTS NEOEPOCH, LTD./MIAMI RIVER LLC. art OF 011)A FLORIDA 5n4/0? tmEci NO, 0.2135002 SIGNALIZATION PLAN SOUTH MIAMI AVENUE AT 4TH STREET 51a1,'wm I T-6 6 of ID Print Date: 3124/2011 Miami -Dade County Traffic Signals TOD Schedule Report for 6543: S Miami Av&S 3 St Print Time: 2:03 AM MIAMI-DADE Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Jalax 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2 - 2 - 2 7 - 12 - 15 15 - 10 - 15 4 1 2 SBT 7 - 7 - 7 13- 13 - 13 7 - 7 - 7 1 - 1 - 1 35- 40 - 20 0 - 20 - 35 4 1 3 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 D- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 5 NWR 0- 0- 0 0- 0 - 0 7- 7- 7 2.5 -2.5 - 2.5 7- 7- 7 7- 7- 7 4 1 6 NBT 7 - 7 - 7 13- 13 - 13 7 - 7 - 7 1 - 1 - 1 35- 40 - 30 0 - 20 - 35 4 1 7 EBR 7 - 7 - 7 5 - 5 - 5 7 - 7 - 7 2.5 -2.5 - 2.5 35 - 40 - 40 35 - 55 - 35 4 1 8 EBT 7 - 7 - 7 18 - 18 - 18 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 25 - 15 30 - 9 - 30 4 1 Current 1 2 3 4 5 6 7 8 Plan Cycle NBL SBT NWR NBT EBR EBT Ring Offset Offset TOD Schedule Last In Service Date: unknown Permitted Phases 12345678 Default 12-5678 External Permit 0 — External Permit 1 12--5678 External Permit 2 12--5678 Local TOD Schedule Time 0000 Plan DOW Free SuMTWThF S 7urrent Time of Day Function Time Function 0000 TOD OUTPUTS 0630 TOD OUTPUTS 0700 TOD OUTPUTS Settings* Day of Week SuMTWThF S MTWThF MTWThF 0900 TOD OUTPUTS ---3— SuM T W ThF 1200 TOD OUTPUTS --4-- MTWThF 1330 TOD OUTPUTS ---3— MTWThF 1600 TOD OUTPUTS-----2- MTWThF 1900 TOD OUTPUTS----3-- MTWTh 2200 TOD OUTPUTS ---1 MTWTh Local Time of Day Function Time Function Settings* Day of Week 0000 TOD OUTPUTS ------ SuM T W ThF S 0630 TOD OUTPUTS -----1 MTWThF 0700 TOD OUTPUTS-----2- MTWThF 0800 TOD OUTPUTS ---3-- S 0900 TOD OUTPUTS ---3-- SuM T W ThF 1200 TOD OUTPUTS --4--- MTWThF 1330 TOD OUTPUTS----3-- M T W ThF 1600 TOD OUTPUTS ----2- MTWThF 1900 TOD OUTPUTS ---3-- MTWTh 1900 TOD OUTPUTS ---4-- Su F S 2200 TOD OUTPUTS ---1 MTWTh 2330 TOD OUTPUTS ----1 Su F S No Calendar Defined/Enabled Page 1 of 1 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA SIGNAL HEAD & SIGN DETAILS CD 0 0 4Ei) SE •E "LIED, • BRICNELL AS u S I er 3.1. 1 IV S E 5 ST .A • WINO INT ..ms. 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Print Date: 12/10/2010 Miami -Dade County Traffic Signals TOD Schedule Report for 4579: US 1 &SE 5 St Print Time: 2:02 AM MIAMI-DADE Active Phase Bank: Phase Bank 1 Phase Walk Pon't Walk Min Initial Veh Ext Max Limit Max Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 I 2 3 1 2 3 1 2 3 1 SBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 9- 9- 9 24 - 24 - 24 3 0 2 NBT 7 - 7 - 7 18- 18 - 18 7 - 7 - 7 1 - 1 - 1 40- 40 - 40 0 - 40 - 40 4 1 3 0- 0- 0 0- 0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 4 EBT 7 - 7 - 7 24 - 24 - 24 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 30 - 30 - 30 4 1 5 NBL r r 0®2 - 2 - 29 - 9 - 9 24 - 24 - 24© 0 6 SBT 7 - 7 - 7 18- 18 - 18 7 - 7 - 7 1 - 1 - 1 40- 40 - 40 0 - 40 - 40 4 1 7 0- 0- 0 0- 0- 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 8 WBT 7 - 7 - 7 24 - 24 - 24 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 30 - 30 - 30 4 1 Current TOD Schedule Plan Green Time 1 2 3 4 5 6 7 8 Cycle SBL NOT EBT NBL SBT WBT Ring Offset Offset 90 10 47 0 20 10 47 0 20 2 3 4 5 6 7 9 10 12 13 90 6 51 0 20 6 51 0 20 100 10 57 0 20 10 57 0 20 70 6 39 0 12 6 39 0 12 120 14 71 0 22 14 71 0 22 115 11 75 0 16 11 75 0 16 120 9 73 0 25 9 73 0 25 90 10 55 0 12 10 55 0 12 120 10 72 0 25 10 72 0 25 130 9 80 0 28 9 80 0 28 0 0 0 0 0 0 0 0 0 0 78 72 64 25 25 5 59 47 59 5 Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS ----- SuM T W ThF S Last In Service Date: unknown Permitted Phases 12345678 Default 12-456-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0030 Free M T W Th F 0115 Free Su S 0600 Free Su S 0600 5 M T W Th F 0700 6 M T W Th F 0930 7 M T W Th F 1000 9 Su S 1545 13 M T W Th F 1900 12 M T W Th F 2000 9 M T W Th F 2300 Free M T W Th F Local Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS ----- SuM T W ThF S Page 1 of 1 * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT B-TBA Existing Conditions Analysis Worksheets Timings 2011 Existing Conditions - AM PEAK 1: SW 7th Street & SW 3rd Avenue •1— f Lane Group WBT NBL NBT Lane Configurations 40 'Pi + Volume (vph) 993 113 87 Turn Type Perm Protected Phases 6 8 Permitted Phases 8 Detector Phases 6 8 8 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 25.0 22.0 22.0 Total Split (s) 64.0 46.0 46.0 Total Split (%) 58.2% 41.8% 41.8% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 33 (30%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 1: SW 7th Street & SW 3rd Avenue 06 t 08 K:\FTL TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2011---Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 1: SW 7th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '� + Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.99 1.00 1.00 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 4998 1770 1863 Fit Permitted 0.99 0.95 1.00 Satd. Flow (perm) 4998 1770 1863 Volume (vph) 0 0 0 269 993 64 113 87 0 0 0 0 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 302 1116 72 127 98 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1488 0 127 98 0 0 0 0 Turn Type Perm Perm Protected Phases 6 8 Permitted Phases 6 8 Actuated Green, G (s) 91.2 10.8 10.8 Effective Green, g (s) 91.2 10.8 10.8 Actuated g/C Ratio 0.83 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 4144 174 183 v/s Ratio Prot 0.05 v/s Ratio Perm 0.30 c0.07 v/c Ratio 0.36 0.73 0.54 Uniform Delay, d1 2.3 48.2 47.2 Progression Factor 1.52 1.14 1.14 Incremental Delay, d2 0.2 11.8 1.5 Delay (s) 3.7 66.5 55.4 Level of Service A E E Approach Delay (s) 0.0 3.7 61.7 0.0 Approach LOS A A E A Intersection Summary HCM Average Control Delay 11.3 HCM Level of Service B HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2011-- E-xising-Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 2: SW 7th Street & SW 2nd Avenue Lane Group WBT NBL NBT SBT Lane Configurations '4T) 44 4 Volume (vph) 961 243 519 184 Turn Type pm+pt Protected Phases 6 3 8 4 Permitted Phases 8 Detector Phases 6 3 8 4 Minimum Initial (s) 7.0 5.0 7.0 7.0 Minimum Split (s) 25.5 8.5 19.5 19.5 Total Split (s) 39.0 19.0 71.0 52.0 Total Split (%) 35.5% 17.3% 64.5% 47.3% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 105 (95%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 2: SW 7th Street & SW 2nd Avenue 03 04 08 ir 06 [i., Ti Pi].: J� K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\S nchro\AM 2011- Exisin Conditions.s 7 - Y 9 Y Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 2: SW 7th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41't Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util, Factor 0.91 1.00 0.95 0.95 Frt 0.98 1.00 1.00 0.96 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 4968 1770 3539 3392 Flt Permitted 0.99 0.28 1.00 1.00 Satd. Flow (perm) 4968 525 3539 3392 Volume (vph) 0 0 0 133 961 147 243 519 0 0 184 70 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 151 1092 167 276 590 0 0 209 80 RTOR Reduction (vph) 0 0 0 0 8 0 0 0 0 0 59 0 Lane Group Flow (vph) 0 0 0 0 1402 0 276 590 0 0 230 0 Turn Type Perm pm+pt Protected Phases 6 3 8 4 Permitted Phases 6 8 Actuated Green, G (s) 73.1 28.9 28.9 10.2 Effective Green, g (s) 73.1 28.9 28.9 10.2 Actuated g/C Ratio 0.66 0.26 0.26 0.09 Clearance Time (s) 4.0 3.0 4.0 4.0 Vehicle Extension (s) 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 3301 304 930 315 v/s Ratio Prot c0.12 0.17 0.07 v/s Ratio Perm 0.28 c0.12 v/c Ratio 0.42 0.91 0.63 0.73 Uniform Delay, d1 8.6 36.1 35.9 48.6 Progression Factor 0.57 0.95 0.91 1.00 Incremental Delay, d2 0.4 21.4 0.7 7.3 Delay (s) 5.3 55.6 33.3 55.9 Level of Service A E C E Approach Delay (s) 0.0 5.3 40.4 55.9 Approach LOS A A D E Intersection Summary HCM Average Control Delay 22.8 HCM Level of Service C HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 3: SW 7th Street & SW lst Avenue # 4/ Lane Group WET SWL SWR Lane Configurations 444 r Volume (vph) 759 591 294 Turn Type Perm Protected Phases 2 8 Permitted Phases 8 Detector Phases 2 8 8 Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.0 21.0 21.0 Total Split (s) 54.0 56.0 56.0 Total Split (%) 49.1% 50.9% 50.9% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 70 (64%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 3: SW 7th Street & SW 1st Avenue 7 02BiliMMIIIMMINOMMIIIIIIIMINIE , 06 1 -K:\FTL-_TP-T-O\043400000-Brickell CitiCentre\Calcs\Synchro\AM2011_- Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 3: SW 7th Street & SW 1st Avenue --N. c "'- 4\ r t 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBR SWL SWR Lane Configurations 4+ ? Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.97 0.91 Frt 1.00 0.99 0.85 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 5050 3424 1441 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 5050 3424 1441 Volume (vph) 0 0 0 122 759 0 0 0 591 294 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 127 791 0 0 0 616 306 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 918 0 0 0 649 273 Turn Type Perm Perm Protected Phases 2 8 Permitted Phases 2 8 Actuated Green, G (s) 76.1 22.9 22.9 Effective Green, g (s) 78.1 23.9 23.9 Actuated g/C Ratio 0.71 0.22 0.22 Clearance Time (s) 6.0 5.0 5.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3586 744 313 v/s Ratio Prot c0.19 v/s Ratio Perm 0.18 0.19 v/c Ratio 0.26 0.87 0.87 Uniform Delay, d1 5.7 41.6 41.6 Progression Factor 0.53 1.00 1.00 Incremental Delay, d2 0.1 10.7 21.8 Delay (s) 3.1 52.3 63.4 Level of Service A D E Approach Delay (s) 0.0 3.1 0.0 55.5 Approach LOS A A A E Intersection Summary HCM Average Control Delay 29.4 HCM Level of Service HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 110.0 Sum of lost time (s) Intersection Capacity Utilization 43.7% ICU Level of Service Analysis Period (min) 15 c Critical Lane Group 8.0 A - K:\FTL-TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2011_- Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue 41--- t Lane Group WBT NBL NBT Lane Configurations M4it) 4+ Volume (vph) 639 274 515 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 45.0 65.0 65.0 Total Split (%) 40.9% 59.1% 59.1% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 29 (26%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue 4-- m2 04 K:\FTL_TPT-O\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2011 - Exising Co_n_ditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt" 'I 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.98 1.00 1.00 Flt Protected 1.00 0.95 1.00 Satd. Flow (prot) 5008 1610 3387 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm) 5008 1610 3387 Volume (vph) 0 0 0 0 639 72 274 515 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 673 76 288 542 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 17 0 24 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 732 0 252 554 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 17.9 84.1 84.1 Effective Green, g (s) 17.9 84.1 84.1 Actuated g/C Ratio 0.16 0.76 0.76 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 815 1231 2590 v/s Ratio Prot c0.15 v/s Ratio Perm 0.16 0.16 v/c Ratio 0.90 0.21 0.21 Uniform Delay, d1 45.2 3.6 3.6 Progression Factor 1.00 1.17 1.04 Incremental Delay, d2 12.3 0.3 0.2 Delay (s) 57.5 4.6 4.0 Level of Service E A A Approach Delay (s) 0.0 57.5 4.2 0.0 Approach LOS A E A A Intersection Summary HCM Average Control Delay 29.5 HCM Level of Service C HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL- TP- TO\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditio_n_s.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 5: SW 7th Street & Brickell Avenue ■-- Lane Group WBT NBL NBT SBL SBT SBR Lane Configurations Mk VI) +Aft ' ++ Volume (vph) 40 365 1291 203 1135 164 Turn Type Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 2 Detector Phases 4 1 6 5 2 2 Minimum Initial (s) 7.0 5.0 16.0 5.0 16.0 16.0 Minimum Split (s) 34.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 34.0 40.0 65.0 21.0 46.0 46.0 Total Split (%) 28.3% 33.3% 54.2% 17.5% 38.3% 38.3% Yellow Time (s) 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 86 (72%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 5: SW 7th Street & Brickell Avenue 4\ 01 * m2 V m4 it :., I■(1 ;. l■.. K:\FTL_TPTO\043400000-BrickellCitiCentre\Gales\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 5: SW 7th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 411, '1111 11+ vi 44 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 0.91 1.00 0.95 1.00 Frt 0.93 1.00 0.98 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3267 3433 4960 1770 3539 1583 Flt Permitted 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3267 3433 4960 1770 3539 1583 Volume (vph) 0 0 0 4 40 44 365 1291 253 203 1135 164 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 4 43 47 388 1373 269 216 1207 174 RTOR Reduction (vph) 0 0 0 0 44 0 0 16 0 0 0 42 Lane Group Flow (vph) 0 0 0 0 50 0 388 1626 0 216 1207 132 Turn Type Perm Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 6.2 17.7 79.2 21.6 83.1 83.1 Effective Green, g (s) 7.2 16.7 80.2 20.6 84.1 84.1 Actuated g/C Ratio 0.06 0.14 0.67 0.17 0.70 0.70 Clearance Time (s) 5.0 3.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 196 478 3315 304 2480 1109 v/s Ratio Prot c0.11 0.33 0.12 c0.34 v/s Ratio Perm 0.02 0.08 v/c Ratio 0.25 0.81 0.49 0.71 0.49 0.12 Uniform Delay, d1 53.8 50.1 9.8 46.9 8.1 5.9 Progression Factor 1.00 1.00 1.00 0.91 1.45 2.40 Incremental Delay, d2 0.7 10.1 0.5 7.3 0.7 0.2 Delay (s) 54.5 60.2 10.3 50.0 12.5 14.3 Level of Service D E B D B B Approach Delay (s) 0.0 54.5 19.9 17.7 Approach LOS A D B B Intersection Summary HCM Average Control Delay 19.8 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group _ K:\FTL. TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM2011-_Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 6: SW 8th Street & SW 3rd Avenue -�► `ir fi Lane Group EBT EBR NBT NBR SBL SBT Lane Configurations 4++ r Volume (vph) 2275 185 139 343 17 245 Turn Type Free Perm Perm Protected Phases 2 4 4 Permitted Phases Free 4 4 Detector Phases 2 4 4 4 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 18.0 18.0 18.0 18.0 Total Split (s) 91.0 0.0 19.0 19.0 19.0 19.0 Total Split (%) 82.7% 0.0% 17.3% 17.3% 17.3% 17.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 47 (43%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 6: SW 8th Street & SW 3rd Avenue #' 04 -M. 02 K:\FTL- TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 201.1 _-_Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 6: SW 8th Street & SW 3rd Avenue --i► `'qr - 41- ak- 4\ t 1* \* 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Of l 1' r i 1' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Fit Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5080 1583 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.64 1.00 Satd. Flow (perm) 5080 1583 1863 1583 1183 1863 Volume (vph) 52 2275 185 0 0 0 0 139 343 17 245 0 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 53 2321 189 0 0 0 0 142 350 17 250 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 13 0 0 0 Lane Group Flow (vph) 0 2374 189 0 0 0 0 142 337 17 250 0 Turn Type Perm Free Perm Perm Protected Phases 2 4 4 Permitted Phases 2 Free 4 4 Actuated Green, G (s) 61.1 110.0 40.9 40.9 40.9 40.9 Effective Green, g (s) 61.1 110.0 40.9 40.9 40.9 40.9 Actuated g/C Ratio 0.56 1.00 0.37 0.37 0.37 0.37 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 2822 1583 693 589 440 693 v/s Ratio Prot 0.08 0.13 v/s Ratio Perm 0.47 0.12 c0.21 0.01 v/c Ratio 0.84 0.12 0.20 0.57 0.04 0.36 Uniform Delay, d1 20.4 0.0 23.5 27.6 22.0 25.1 Progression Factor 1.00 1.00 1.00 1.00 0.66 0.73 Incremental Delay, d2 3.2 0.2 0.1 1.1 0.0 0.2 Delay (s) 23.6 0.2 23.6 28.7 14.6 18.5 Level of Service C A CCBB Approach Delay (s) 21.9 0.0 27.2 18.2 Approach LOS C A C B Intersection Summary HCM Average Control Delay 22.4 HCM Level of Service C HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL- TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM-2011 Exising_Conditions.sy7 Kimley Horn and Associates n 0 Timings 2011 Existing Conditions - AM PEAK 7: SW 8th Street & SW 2nd Avenue Lane Group EBT NBT SBL SBT Lane Configurations 441+ 4t* 4+ Volume (vph) 2030 460 131 159 Turn Type pm+pt Protected Phases 4 2 1 6 Permitted Phases 6 Detector Phases 4 2 1 6 Minimum Initial (s) 7.0 4.0 5.0 4.0 Minimum Split (s) 21.0 16.0 8.0 16.0 Total Split (s) 78.0 24.0 8.0 32.0 Total Split (%) 70.9% 21.8% 7.3% 29.1% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 81 (74%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 7: SW 8th Street & SW 2nd Avenue 01 t 02 04 NM 111 IN IIII Ill MI la I NI J K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 Kimley Horn and Associates Exising Conditions.sy7 HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 7: SW 8th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414) +'fir 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 Frt 0.98 0.98 1.00 Flt Protected 0.99 1.00 0.98 Satd. Flow (prot) 4800 3456 3461 Flt Permitted 0.99 1.00 0.57 Satd. Flow (perm) 4800 3456 2016 Volume (vph) 276 2030 321 0 0 0 0 460 86 131 159 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 297 2183 345 0 0 0 0 495 92 141 171 0 RTOR Reduction (vph) 0 15 0 0 0 0 0 13 0 0 0 0 Lane Group Flow (vph) 0 2810 0 0 0 0 0 574 0 0 312 0 Parking (#/hr) 0 0 0 Turn Type Perm pm+pt Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G (s) 77.8 24.2 24.2 Effective Green, g (s) 77.8 24.2 24.2 Actuated g/C Ratio 0.71 0.22 0.22 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3395 760 444 v/s Ratio Prot c0.17 v/s Ratio Perm 0.59 0.15 v/c Ratio 0.83 0.75 2.07d1 Uniform Delay, d1 11.4 40.1 39.6 Progression Factor 1.11 1.00 1.02 Incremental Delay, d2 1.6 3.8 3.2 Delay (s) 14.1 43.9 43.7 Level of Service B D D Approach Delay (s) 14.1 0.0 43.9 43.7 Approach LOS B A D D Intersection Summary HCM Average Control Delay 21.3 HCM Level of Service C HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 85.6% ICU Level of Service E Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group K:\FTL TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 8: SW 8th Street & SW 1st Avenue Lane Group EBT SBT Lane Configurations 4'4'I 4+ Volume (vph) 1747 449 Turn Type Protected Phases 2 4 Permitted Phases Detector Phases 2 4 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 21.0 21.0 Total Split (s) 79.0 31.0 Total Split (%) 71.8% 28.2% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 54 (49%), Referenced to phase 2:EBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 8: SW 8th Street & SW 1st Avenue —•02 1 04 - K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 --Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 8: SW 8th Street & SW 1st Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations fit Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.97 1.00 Flt Protected 1.00 0.98 Satd. Flow (prot) 4922 3485 Flt Permitted 1.00 0.98 Satd. Flow (perm) 4922 3485 Volume (vph) 0 1747 477 0 0 0 0 0 0 201 449 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1878 513 0 0 0 0 0 0 216 483 0 RTOR Reduction (vph) 0 24 0 0 0 0 0 0 0 0 20 0 Lane Group Flow (vph) 0 2367 0 0 0 0 0 0 0 0 679 0 Turn Type Perm Protected Phases 2 4 Permitted Phases 4 Actuated Green, G (s) 76.3 23.7 Effective Green, g (s) 77.3 24.7 Actuated g/C Ratio 0.70 0.22 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 3459 783 � v/s Ratio Prot c0.48 v/s Ratio Perm 0.19 v/c Ratio 0.68 0.87 Uniform Delay, d1 9.4 41.1 Progression Factor 1.03 0.77 Incremental Delay, d2 0.6 6.3 Delay (s) 10.2 37.7 Level of Service B D Approach Delay (s) 10.2 0.0 0.0 37.7 Approach LOS B A A D Intersection Summary HCM Average Control Delay 16.4 HCM Level of Service B HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL -TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011- Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 9: SW 8th Street & S Miami Avenue Lane Group —rt EBT NBT Lane Configurations ' + +1't Volume (vph) 1586 578 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 19.0 21.0 Total Split (s) 79.0 31.0 Total Split (%) 71.8% 28.2% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 93 (85%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: t m2 9: SW 8th Street & S Miami Avenue 1 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 9: SW 8th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '+4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.91 Frt 1.00 0.98 Flt Protected 0.99 1.00 Satd. Flow (prot) 5054 5006 Flt Permitted 0.99 1.00 Satd. Flow (perm) 5054 5006 Volume (vph) 223 1586 0 0 0 0 0 578 67 0 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 230 1635 0 0 0 0 0 596 69 0 0 0 RTOR Reduction (vph) 0 22 0 0 0 ,0 0 9 0 0 0 0 Lane Group Flow (vph) 0 1843 0 0 0 0 0 656 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 4 Actuated Green, G (s) 50.1 49.9 Effective Green, g (s) 51.1 50.9 Actuated g/C Ratio 0.46 0.46 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 2348 2316 v/s Ratio Prot c0.13 v/s Ratio Perm 0.36 v/c Ratio 0.78 0.28 Uniform Delay, d1 24.8 18.3 Progression Factor 1.09 1.00 Incremental Delay, d2 1.2 0.3 Delay (s) 28.2 18.6 Level of Service C B Approach Delay (s) 28.2 0.0 18.6 0.0 Approach LOS C A B A Intersection Summary HCM Average Control Delay 25.7 HCM Level of Service C HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group --K:\FTL-TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 10: SW 8th Street & Brickell Plaza Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 't 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 941 264 0 0 0 0 0 69 4 4 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 1107 311 0 0 0 0 0 81 5 5 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 199 452 pX, platoon unblocked vC, conflicting volume 0 1418 1265 1262 709 635 1418 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 1418 1265 1262 709 635 1418 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 78 98 97 100 cM capacity (veh/h) 1622 476 123 169 377 285 136 1084 Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total 738 680 81 9 Volume Left 0 0 0 5 Volume Right 0 311 81 0 cSH 1700 1700 377 184 Volume to Capacity 0.43 0.40 0.22 0.05 Queue Length 95th (ft) 0 0 20 4 Control Delay (s) 0.0 0.0 17.2 25.6 Lane LOS C D Approach Delay (s) 0.0 17.2 25.6 Approach LOS C D Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 52.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 11: SW 8th Street & Brickell Avenue Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Configurations 11 'j r ++t VI ft+ Volume (vph) 526 697 231 0 540 837 341 807 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Detector Phases 8 8 4 4 4 6 5 2 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 12.0 12.0 12.0 32.0 9.0 32.0 Total Split (s) 37.0 37.0 33.0 33.0 33.0 35.0 20.0 55.0 Total Split (%) 29.6% 29.6% 26.4% 26.4% 26.4% 28.0% 16.0% 44.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 81 (65%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Splits and Phases: 11: SW 8th Street & Brickell Avenue 02 ` 05 t 06 04 08 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 11: SW 8th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'VI fri. II 4 i file) Nil +44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 , 0.95 0.91 0.95 0.91 0.97 0.91 Frt 1.00 0.96 1.00 0.86 0.85 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3413 1681 1452 1504 4920 3433 5085 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3413 1681 1452 1504 4920 3433 5085 Volume (vph) 526 697 217 231 0 540 0 837 231 341 807 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 560 741 231 246 0 574 0 890 246 363 859 0 RTOR Reduction (vph) 0 22 0 0 0 201 0 40 0 0 0 0 Lane Group Flow (vph) 560 950 0 231 247 141 0 1096 0 363 859 0 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Actuated Green, G (s) 36.3 36.3 24.8 24.8 24.8 29.5 15.4 48.9 Effective Green, g (s) 37.3 37.3 25.8 25.8 25.8 30.5 15.4 49.9 Actuated g/C Ratio 0.30 0.30 0.21 0.21 0.21 0.24 0.12 0.40 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 1024 1018 347 300 310 1200 423 2030 v/s Ratio Prot 0.16 c0.28 0.14 c0.17 0.09 c0.22 c0.11 0.17 v/s Ratio Perm v/c Ratio 0.55 0.93 0.67 0.82 0.46 0.91 0.86 0.42 Uniform Delay, d1 36.8 42.6 45.6 47.4 43.4 46.0 53.7 27.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 14.7 4.8 16.5 1.1 12.1 15.2 0.6 Delay (s) 37.2 57.3 50.4 63.9 44.5 58.0 68.9 27.8 Level of Service D E D E D E E C Approach Delay (s) 50.0 52.0 58.0 40.0 Approach LOS D D E D Intersection Summary HCM Average Control Delay 49.7 HCM Level of Service D HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 125.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 - Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 13: SE 6th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SET SBR Lane Configurations 4 4I Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 1 1 0 0 2 128 0 465 132 0 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1 1 0 0 2 144 0 522 148 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked 0.97 0.97 0.97 0.97 0.97 0.97 vC, conflicting volume 406 671 0 597 597 335 0 671 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 357 630 0 554 553 284 0 630 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 99 79 100 100 cM capacity (veh/h) 439 385 1084 402 426 691 1622 920 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 2 146 261 410 Volume Left 1 0 0 0 Volume Right 0 144 0 148 cSH 410 685 1622 1700 Volume to Capacity 0.01 0.21 0.00 0.24 Queue Length 95th (ft) 0 20 0 0 Control Delay (s) 13.8 11.7 0.0 0.0 Lane LOS B B Approach Delay (s) 13.8 11.7 0.0 Approach LOS B B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 31.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL -TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011- Exising Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 14: SE 9th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4t+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 15 29 87 577 27 0 0 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 0 0 0 16 31 94 620 29 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 712 pX, platoon unblocked vC, conflicting volume 537 837 0 822 822 325 0 649 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 537 837 0 822 822 325 0 649 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 94 95 94 100 cM capacity (veh/h) 373 284 1084 254 290 671 1622 933 Direction, Lane # WB 1 NB 1 NB 2 Volume Total 47 404 339 Volume Left 0 94 0 Volume Right 31 0 29 cSH 463 1622 1700 Volume to Capacity 0.10 0.06 0.20 Queue Length 95th (ft) 8 5 0 Control Delay (s) 13.7 2.1 0.0 Lane LOS B A Approach Delay (s) 13.7 1.1 Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL -TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - AM PEAK 15: SE 5th Street & Brickell Avenue f 1-- Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations ) t 4 r 1 to 1 t Volume (vph) 64 6 49 8 57 99 987 71 1388 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phases 4 4 8 8 8 5 2 1 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 8.0 30.0 8.0 30.0 Total Split (s) 27.0 27.0 27.0 27.0 27.0 17.0 76.0 17.0 76.0 Total Split (%) 22.5% 22.5% 22.5% 22.5% 22.5% 14.2% 63.3% 14.2% 63.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None C-Min None C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 25 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 15: SE 5th Street & Brickell Avenue 01�' 02 ' m4 ' 06 05 7 08 K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 15: SE 5th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 T 4 i* 'I + ¶ 4 4) Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.86 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1600 1786 1583 1770 5041 1770 5037 Flt Permitted 0.71 1.00 0.49 1.00 0.11 1.00 0.21 1.00 Satd. Flow (perm) 1320 1600 920 1583 197 5041 397 5037 Volume (vph) 64 6 93 49 8 57 99 987 61 71 1388 93 Peak -hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 74 7 108 57 9 66 115 1148 71 83 1614 108 RTOR Reduction (vph) 0 97 0 0 0 59 0 3 0 0 4 0 Lane Group Flow (vph) 74 18 0 0 66 7 115 1216 0 83 1718 0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G (s) 11.4 11.4 11.4 11.4 98.6 91.0 92.5 87.9 Effective Green, g (s) 12.4 12.4 12.4 12.4 98.7 92.0 92.5 88.9 Actuated g/C Ratio 0.10 0.10 0.10 0.10 0.82 0.77 0.77 0.74 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 136 165 95 164 250 3865 347 3732 v/s Ratio Prot 0.01 c0.03 0.24 0.01 0.34 v/s Ratio Perm 0.06 c0.07 0.00 c0.35 0.18 v/c Ratio 0.54 0.11 0.69 0.04 0.46 0.31 0.24 0.46 Uniform Delay, d1 51.1 48.8 52.0 48.4 4.1 4.3 3.3 6.1 Progression Factor 1.00 1.00 1.00 1.00 1.46 2.07 1.00 1.00 Incremental Delay, d2 3.5 0.2 18.3 0.1 0.5 0.2 0.1 0.4 Delay (s) 54.6 49.0 70.3 48.5 6.4 9.1 3.5 6.5 Level of Service D D E D A A A A Approach Delay (s) 51.2 59.4 8.9 6.4 Approach LOS D E A A Intersection Summary HCM Average Control Delay 11.8 HCM Level of Service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL-TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011-- Exising Conditions.sy7 Kimley Horn and Associates U HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 16: SE 6th Street & Brickell Avenue Movement EBL EBR NBL NBT SBT SBR Lane Configurations ++ +t+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 26 121 782 998 23 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 29 136 879 1121 26 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 346 188 pX, platoon unblocked 0.93 0.87 0.87 vC, conflicting volume 1846 574 1147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1416 362 1021 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 77 cM capacity (veh/h) 92 553 588 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 29 136 439 439 748 400 Volume Left 0 136 0 0 0 0 Volume Right 29 0 0 0 0 26 cSH 553 588 1700 1700 1700 1700 Volume to Capacity 0.05 0.23 0.26 0.26 0.44 0.24 Queue Length 95th (ft) 4 22 0 0 0 0 Control Delay (s) 11.9 12.9 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay (s) 11.9 1.7 0.0 Approach LOS B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 • Kimley Horn and Associates ll Timings 2011 Existing Conditions - AM PEAK 124: SE 4th Street & S Miami Avenue 4\ t Lane Group EBL EBR WBR NBL NBT NBR SBT Lane Configurations g j'r ++t Volume (vph) 104 86 1 24 59 497 529 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Detector Phases 8 8 1 5 1 6 6 2 Minimum Initial (s) 4.0 2.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 7.0 9.0 9.0 9.0 21.0 Total Split (s) 35.0 62.0 10.0 27.0 65.0 65.0 48.0 Total Split (%) 31.8% 56.4% 9.1% 24.5% 59.1% 59.1% 43.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Splits and Phases: 124: SE 4th Street & S Miami Avenue ti 01 02 08 ..__ 7 Ufa ' ]� 4- 05 t 06 1111n1 ; �; _ - - 1� (Th - K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - AM PEAK 124: SE 4th Street & S Miami Avenue r 4/ Movement EBL EBR WBR NBL NBT NBR SBT SBR Lane Configurations r g riff(+++t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 0.91 Frt 1.00 0.85 0.86 1.00 1.00 0.85 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1611 1770 1863 2787 5031 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1611 1770 1863 2787 5031 Volume (vph) 104 86 1 24 59 497 529 40 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 111 91 1 26 63 529 563 43 RTOR Reduction (vph) 0 71 0 0 0 0 0 0 Lane Group Flow (vph) 111 20 1 26 63 529 606 0 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Actuated Green, G (s) 11.7 22.7 1.2 6.0 82.1 82.1 77.3 Effective Green, g (s) 12.7 23.7 2.2 7.0 83.1 83.1 78.3 Actuated g/C Ratio 0.12 0.22 0.02 0.06 0.76 0.76 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 341 32 113 1407 2105 3581 v/s Ratio Prot c0.06 0.01 0.00 c0.01 0.03 c0.19 0.12 v/s Ratio Perm v/c Ratio 0.54 0.06 0.03 0.23 0.04 0.25 0.17 Uniform Delay, d1 45.9 34.3 52.9 48.9 3.4 4.1 5.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 0.1 0.4 1.0 0.1 0.3 0.1 Delay (s) 48.9 34.3 53.3 50.0 3.5 4.3 5.3 Level of Service DCDD A A A Approach Delay (s) 6.2 5.3 Approach LOS A A Intersection Summary HCM Average Control Delay 11.0 HCM Level of Service B HCM Volume to Capacity ratio 0.28 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTLTPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 1: SW 7th Street & SW 3rd Avenue t Lane Group WBT NBL NBT Lane Configurations 44T) 1' Volume (vph) 1312 185 198 Turn Type Perm Protected Phases 6 8 Permitted Phases 8 Detector Phases 6 8 8 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 20.5 Total Split (s) 78.0 37.0 37.0 Total Split (%) 67.8% 32.2% 32.2% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 1: SW 7th Street & SW 3rd Avenue 06 '4 08 V 'poi ,.. .. EniniiiMBIBMIN K:\FTL-TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 1: SW 7th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '+' � + Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.98 1.00 1.00 Fit Protected 0.99 0.95 1.00 Satd. Flow (prot) 4940 1770 1863 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 4940 1770 1863 Volume (vph) 0 0 0 515 1312 224 185 198 0 0 0 0 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 579 1474 252 208 222 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 10 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 2295 0 208 222 0 0 0 0 Turn Type Perm Perm Protected Phases 6 8 Permitted Phases 6 8 Actuated Green, G (s) 83.5 23.5 23.5 Effective Green, g (s) 83.5 23.5 23.5 Actuated g/C Ratio 0.73 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 3587 362 381 v/s Ratio Prot c0.12 v/s Ratio Perm 0.46 0.12 v/c Ratio 0.64 0.57 0.58 Uniform Delay, d1 8.1 41.2 41.3 Progression Factor 1.37 1.00 1.00 Incremental Delay, d2 0.5 2.1 2.1 Delay (s) 11.6 43.4 43.5 Level of Service B D D Approach Delay (s) 0.0 11.6 43.4 0.0 Approach LOS A B D A Intersection Summary HCM Average Control Delay 16.6 HCM Level of Service B HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 94.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011-- Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 2: SW 7th Street & SW 2nd Avenue 4-- Lane Group WBT NBL NBT SBT Lane Configurations 4I+ 14 11) Volume (vph) 1566 268 278 368 Turn Type pm+pt Protected Phases 6 3 8 4 Permitted Phases 8 Detector Phases 6 3 8 4 Minimum Initial (s) 7.0 5.0 7.0 7.0 Minimum Split (s) 25.5 8.5 19.5 19.5 Total Split (s) 60.0 17.0 55.0 38.0 Total Split (%) 52.2% 14.8% 47.8% 33.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 78 (68%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 2: SW 7th Street & SW 2nd Avenue m8 4\ m3 m4 ilNE11■i1111i 08 fflm K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 2: SW 7th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 1 ft ft+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.95 0.95 Frt 0.99 1.00 1.00 0.95 FIt Protected 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5017 1770 3539 3366 Flt Permitted 1.00 0.15 1.00 1.00 Satd. Flow (perm) 5017 278 3539 3366 Volume (vph) 0 0 0 167 1566 111 268 278 0 0 368 179 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 190 1780 126 305 316 0 0 418 203 RTOR Reduction (vph) 0 0 0 0 5 0 0 0 0 0 26 0 Lane Group Flow (vph) 0 0 0 0 2091 0 305 316 0 0 595 0 Turn Type Perm pm+pt Protected Phases 6 3 8 4 Permitted Phases 6 8 Actuated Green, G (s) 64.4 42.6 42.6 22.8 Effective Green, g (s) 64.4 42.6 42.6 22.8 Actuated g/C Ratio 0.56 0.37 0.37 0.20 Clearance Time (s) 4.0 3.0 4.0 4.0 Vehicle Extension (s) 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 2810 308 1311 667 v/s Ratio Prot c0.14 0.09 0.18 v/s Ratio Perm 0.42 c0.23 v/c Ratio 0.74 0.99 0.24 0.89 Uniform Delay, d1 19.1 31.8 25.0 44.9 Progression Factor 1.00 0.83 0.79 1.00 Incremental Delay, d2 1.8 45.4 0.0 14.0 Delay (s) 20.9 71.9 19.8 58.9 Level of Service C E B E Approach Delay (s) 0.0 20.9 45.4 58.9 Approach LOS A C D E Intersection Summary HCM Average Control Delay 32.5 HCM Level of Service C HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 76.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL- TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM-2011 - Exising Conditions.sy7 Kimley Horn and Associates U Timings 2011 Existing Conditions - PM Peak 3: SW 7th Street & SW 1st Avenue Lane Group WBT SWL SWR Lane Configurations et 'j ' ' Volume (vph) 1048 626 277 Turn Type Perm Protected Phases 2 8 Permitted Phases 8 Detector Phases 2 8 8 Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 21.0 21.0 21.0 Total Split (s) 59.0 41.0 41.0 Total Split (%) 59.0% 41.0% 41.0% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 77 (77%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 3: SW 7th Street & SW lst Avenue m2 08 ;� T `§i' • - _.. ...-_ice K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 3: SW 7th Street & SW 1st Avenue 4\ r 4/ 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBR SWL SWR Lane Configurations 44 live r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.97 0.91 Frt 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 5045 3436 1441 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 5045 3436 1441 Volume (vph) 0 0 0 197 1048 0 0 0 626 277 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 205 1092 0 0 0 652 289 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1297 0 0 0 663 278 Turn Type Perm Perm Protected Phases 2 8 Permitted Phases 2 8 Actuated Green, G (s) 66.5 22.5 22.5 Effective Green, g (s) 68.5 23.5 23.5 Actuated g/C Ratio 0.68 0.24 0.24 Clearance Time (s) 6.0 5.0 5.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3456 807 339 n! v/s Ratio Prot c0.19 v/s Ratio Perm 0.26 0.19 v/c Ratio 0.38 0.82 0.82 Uniform Delay, d1 6.7 36.3 36.2 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.3 6.4 14.0 Delay (s) 7.0 42.7 50.2 Level of Service A D D Approach Delay (s) 0.0 7.0 0.0 44.9 Approach LOS A A A D Intersection Summary HCM Average Control Delay 22.9 HCM Level of Service C HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL- TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 4: SW 7th Street & S Miami Avenue 4-- t Lane Group WBT NBL NBT Lane Configurations +41+ '✓I 4+ Volume (vph) 979 408 493 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 46.5 68.5 68.5 Total Split (%) 40.4% 59.6% 59.6% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 107 (93%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++fir 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.98 1.00 1.00 Flt Protected 1.00 0.95 0.99 Satd. Flow (prot) 5009 1610 3358 Flt Permitted 1.00 0.95 0.99 Satd. Flow (perm) 5009 1610 3358 Volume (vph) 0 0 0 0 979 109 408 493 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 1031 115 429 519 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 14 0 8 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1132 0 300 640 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 28.3 77.7 77.7 Effective Green, g (s) 28.8 78.2 78.2 Actuated g/C Ratio 0.25 0.68 0.68 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 1254 1095 2283 v/s Ratio Prot c0.23 v/s Ratio Perm 0.19 0.19 v/c Ratio 0.90 0.27 0.28 Uniform Delay, d1 41.7 7.2 7.3 Progression Factor 1.00 0.87 0.84 Incremental Delay, d2 9.0 0.6 0.3 Delay (s) 50.8 6.9 6.4 Level of Service D A A Approach Delay (s) 0.0 50.8 6.5 0.0 Approach LOS A D A A Intersection Summary HCM Average Control Delay 30.7 HCM Level of Service C HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ) - --K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 5: SW 7th Street & Brickell Avenue 1- t t 4/ Lane Group WBT NBL NBT SBL SBT SBR Lane Configurations 4" fett ++ Volume (vph) 228 512 1180 22 1262 362 Turn Type Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 2 Detector Phases 4 1 6 5 2 2 Minimum Initial (s) 7.0 5.0 16.0 5.0 16.0 16.0 Minimum Split (s) 34.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 33.0 40.0 57.0 40.0 57.0 57.0 Total Split (%) 25.4% 30.8% 43.8% 30.8% 43.8% 43.8% Yellow Time (s) 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 16 (12%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 5: SW 7th Street & Brickell Avenue 01 02 V 04 05 I 06 [a,1 57, l� K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 5: SW 7th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations c ''Vf1 f 1 ft it Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 0.91 1.00 0.95 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3378 3433 5078 1770 3539 1583 Flt Permitted 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3378 3433 5078 1770 3539 1583 Volume (vph) 0 0 0 66 228 99 512 1180 11 22 1262 362 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 70 243 105 545 1255 12 23 1343 385 RTOR Reduction (vph) 0 0 0 0 28 0 0 0 0 0 0 70 Lane Group Flow (vph) 0 0 0 0 390 0 545 1267 0 23 1343 315 Turn Type Perm Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 19.6 25.8 94.4 3.0 71.6 71.6 Effective Green, g (s) 20.6 24.8 95.4 2.0 72.6 72.6 Actuated g/C Ratio 0.16 0.19 0.73 0.02 0.56 0.56 Clearance Time (s) 5.0 3.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 535 655 3726 27 1976 884 ( ) v/s Ratio Prot c0.16 0.25 0.01 c0.38 v/s Ratio Perm 0.12 0.20 v/c Ratio 0.73 0.83 0.34 0.85 0.68 0.36 Uniform Delay, d1 52.0 50.6 6.1 63.9 20.4 15.8 Progression Factor 1.00 1.26 0.74 1.16 0.94 0.82 Incremental Delay, d2 4.9 6.9 0.2 107.9 1.9 1.1 Delay (s) 57.0 70.6 4.7 182.3 21.0 14.1 Level of Service E E A F C B Approach Delay (s) 0.0 57.0 24.5 21.6 Approach LOS A E C C Intersection Summary HCM Average Control Delay 26.6 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 6: SW 8th Street & SW 3rd Avenue Lane Group EBT EBR NBT NBR SBL SBT Lane Configurations 4+ r + jV Volume (vph) 1470 66 247 191 28 501 Turn Type Free Perm Perm Protected Phases 2 4 4 Permitted Phases Free 4 4 Detector Phases 2 4 4 4 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 18.0 18.0 18.0 18.0 Total Split (s) 73.0 0.0 42.0 42.0 42.0 42.0 Total Split (%) 63.5% 0.0% 36.5% 36.5% 36.5% 36.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 25 (22%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Splits and Phases: 6: SW 8th Street & SW 3rd Avenue 02 A 134 ' K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 6: SW 8th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Of T + r vi it Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5067 1583 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.49 1.00 Satd. Flow (perm) 5067 1583 1863 1583 916 1863 Volume (vph) 116 1470 66 0 0 0 0 247 191 28 501 0 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 118 1500 67 0 0 0 0 252 195 29 511 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 24 0 0 0 Lane Group Flow (vph) 0 1618 67 0 0 0 0 252 171 29 511 0 Turn Type Perm Free Perm Perm Protected Phases 2 4 4 Permitted Phases 2 Free 4 4 Actuated Green, G (s) 64.6 115.0 42.4 42.4 42.4 42.4 Effective Green, g (s) 64.6 115.0 42.4 42.4 42.4 42.4 Actuated g/C Ratio 0.56 1.00 0.37 0.37 0.37 0.37 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 2846 1583 687 584 338 687 v/s Ratio Prot 0.14 c0.27 v/s Ratio Perm 0.32 0.04 0.11 0.03 v/c Ratio 0.57 0.04 0.37 0.29 0.09 0.74 Uniform Delay, d1 16.2 0.0 26.5 25.7 23.7 31.6 Progression Factor 1.00 1.00 1.00 1.00 1.70 1.49 Incremental Delay, d2 0.8 0.1 0.2 0.2 0.1 3.2 Delay (s) 17.1 0.1 26.7 25.9 40.4 50.3 Level of Service B A CCDD Approach Delay (s) 16.4 0.0 26.4 49.8 Approach LOS B A C D Intersection Summary HCM Average Control Delay 24.8 HCM Level of Service C HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 - Kimley Horn and Associates 1 1 Timings 2011 Existing Conditions - PM Peak 7: SW 8th Street & SW 2nd Avenue Lane Group EBT NBT SBL SBT Lane Configurations 44') 4+ Volume (vph) 1184 386 173 392 Turn Type pm+pt Protected Phases 4 2 1 6 Permitted Phases 6 Detector Phases 4 2 1 6 Minimum Initial (s) 7.0 4.0 5.0 4.0 Minimum Split (s) 21.0 16.0 8.0 16.0 Total Split (s) 53.0 54.0 8.0 62.0 Total Split (%) 46.1% 47.0% 7.0% 53.9% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 56 (49%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 7: SW 8th Street & SW 2nd Avenue 01 t 02 "04 _Jill h{, *t'' 06 I■ K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 - Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 7: SW 8th Street & SW 2nd Avenue -110. EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41114 +1 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 Frt 0.97 0.98 1.00 Flt Protected 0.99 1.00 0.98 Satd. Flow (prot) 4755 3457 3486 Flt Permitted 0.99 1.00 0.61 Satd. Flow (perm) 4755 3457 2161 Volume (vph) 179 1184 305 0 0 0 0 386 71 173 392 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 192 1273 328 0 0 0 0 415 76 186 422 0 RTOR Reduction (vph) 0 20 0 0 0 0 0 16 0 0 0 0 Lane Group Flow (vph) 0 1773 0 0 0 0 0 475 0 0 608 0 Parking (#/hr) 0 0 0 Turn Type Perm pm+pt Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G (s) 71.9 35.1 35.1 Effective Green, g (s) 71.9 35.1 35.1 Actuated g/C Ratio 0.63 0.31 0.31 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 2973 1055 660 v/s Ratio Prot 0.14 v/s Ratio Perm 0.37 c0.28 v/c Ratio 0.60 0.45 0.92 Uniform Delay, d1 12.9 32.2 38.6 Progression Factor 0.79 1.00 1.36 Incremental Delay, d2 0.8 0.1 10.5 Delay (s) 11.0 32.3 62.9 Level of Service B C E Approach Delay (s) 11.0 0.0 32.3 62.9 Approach LOS B A C E Intersection Summary HCM Average Control Delay 25.5 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 8: SW 8th Street & SW 1st Avenue Lane Group —MP 4r EBT SBT Lane Configurations 4+'+ 4+ Volume (vph) 1011 690 Turn Type Protected Phases 2 4 Permitted Phases Detector Phases 2 4 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 21.0 21.0 Total Split (s) 56.0 59.0 Total Split (%) 48.7% 51.3% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 80 (70%), Referenced to phase 2:EBT, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 8: SW 8th Street & SW 1st Avenue K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 8: SW 8th Street & SW 1st Avenue ,-- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.96 1.00 Flt Protected 1.00 0.99 Satd. Flow (prot) 4898 3511 Flt Permitted 1.00 0.99 Satd. Flow (perm) 4898 3511 Volume (vph) 0 1011 330 0 0 0 0 0 0 134 690 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1087 355 0 0 0 0 0 0 144 742 0 RTOR Reduction (vph) 0 31 0 0 0 0 0 0 0 0 20 0 Lane Group Flow (vph) 0 1411 0 0 0 0 0 0 0 0 866 0 Turn Type Perm Protected Phases 2 4 Permitted Phases 4 Actuated Green, G (s) 75.8 29.2 Effective Green, g (s) 76.8 30.2 Actuated g/C Ratio 0.67 0.26 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 3271 922 v/s Ratio Prot c0.29 v/s Ratio Perm 0.25 v/c Ratio 0.43 0.94 Uniform Delay, d1 8.9 41.5 Progression Factor 0.38 1.00 Incremental Delay, d2 0.3 16.5 Delay (s) 3.7 58.0 Level of Service A E Approach Delay (s) 3.7 0.0 0.0 58.0 Approach LOS A A A E Intersection Summary HCM Average Control Delay 24.4 HCM Level of Service C HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL- TPT01043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 - Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 9: SW 8th Street & S Miami Avenue Lane Group EBT NBT Lane Configurations 4++ ++Tr Volume (vph) 921 664 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 19.0 21.0 Total Split (s) 54.0 61.0 Total Split (%) 47.0% 53.0% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 28 (24%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Splits and Phases: 9: SW 8th Street & S Miami Avenue t 02 04 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 9: SW 8th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4I1 +44) Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.91 Frt 1.00 0.99 Flt Protected 0.99 1.00 Satd. Flow (prot) 5027 5032 Flt Permitted 0.99 1.00 Satd. Flow (perm) 5027 5032 Volume (vph) 277 921 0 0 0 0 0 664 49 0 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 286 949 0 0 0 0 0 685 51 0 0 0 RTOR Reduction (vph) 0 55 0 0 0 0 \ 0 6 0 0 0 0 Lane Group Flow (vph) 0 1180 0 0 0 0 0 730 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 4 Actuated Green, G (s) 38.2 66.8 Effective Green, g (s) 39.2 67.8 Actuated g/C Ratio 0.34 0.59 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 1714 2967 v/s Ratio Prot c0.15 v/s Ratio Perm 0.23 v/c Ratio 0.69 0.25 Uniform Delay, d1 32.6 11.3 Progression Factor 0.63 1.00 Incremental Delay, d2 0.8 0.2 Delay (s) 21.2 11.5 Level of Service C B Approach Delay (s) 21.2 0.0 11.5 0.0 Approach LOS C A B A Intersection Summary HCM Average Control Delay 17.6 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 10: SW 8th Street & Brickell Plaza Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 't 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 738 187 0 0 0 0 0 96 1 36 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 868 220 0 0 0 0 0 113 1 42 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 199 452 pX, platoon unblocked vC, conflicting volume 0 1088 999 978 399 402 1088 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 1088 999 978 399 402 1088 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 81 100 80 100 cM capacity (veh/h) 1622 637 168 249 600 432 214 1084 Direction, Lane # EB 1 EB 2 EB 3 NB 1 SB 1 Volume Total 347 347 394 113 44 Volume Left 0 0 0 0 1 Volume Right 0 0 220 113 0 cSH 1700 1700 1700 600 217 Volume to Capacity 0.20 0.20 0.23 0.19 0.20 Queue Length 95th (ft) 0 0 0 17 18 Control Delay (s) 0.0 0.0 0.0 12.4 25.7 Lane LOS B D Approach Delay (s) 0.0 12.4 25.7 Approach LOS B D Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 11: SW 8th Street & Brickell Avenue Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Configurations 1111 +I 4 r +i t+ in +ft Volume (vph) 258 443 274 0 512 909 309 1052 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Detector Phases 8 8 4 4 4 6 5 2 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 12.0 12.0 12.0 32.0 9.0 32.0 Total Split (s) 37.0 37.0 37.0 37.0 37.0 39.0 17.0 56.0 Total Split (%) 28.5% 28.5% 28.5% 28.5% 28.5% 30.0% 13.1% 43.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 6 (5%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 11: SW 8th Street & Brickell Avenue 02 04 06 \111. t 06 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 11: SW 8th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations lil t ) r to 4141 +++ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.95 0.91 0.95 0.91 0.97 0.91 Frt 1.00 0.95 1.00 0.88 0.85 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3377 1681 1480 1504 4954 3433 5085 Flt Permitted 0.95 1.00 0.95 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3377 1681 1480 1504 4954 3433 5085 Volume (vph) 258 443 195 274 0 512 0 909 189 309 1052 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 274 471 207 291 0 545 0 967 201 329 1119 0 RTOR Reduction (vph) 0 40 0 0 0 229 0 23 0 0 0 0 Lane Group Flow (vph) 274 638 0 237 250 120 0 1145 0 329 1119 0 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Actuated Green, G (s) 28.3 28.3 26.6 26.6 26.6 40.7 15.4 60.1 Effective Green, g (s) 29.3 29.3 27.6 27.6 27.6 41.7 15.4 61.1 Actuated g/C Ratio 0.23 0.23 0.21 0.21 0.21 0.32 0.12 0.47 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 774 761 357 314 319 1589 407 2390 v/s Ratio Prot 0.08 c0.19 0.14 c0.17 0.08 c0.23 c0.10 0.22 v/s Ratio Perm v/c Ratio 0.35 0.84 0.66 0.80 0.38 0.72 0.81 0.47 Uniform Delay, d1 42.4 48.1 46.9 48.5 43.8 39.0 55.9 23.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.43 0.92 Incremental Delay, d2 0.2 7.9 4.6 13.1 0.7 2.9 8.1 0.5 Delay (s) 42.6 56.0 51.5 61.6 44.6 41.9 87.8 22.0 Level of Service D E D E D D F C Approach Delay (s) 52.2 51.6 41.9 37.0 Approach LOS D D D D Intersection Summary HCM Average Control Delay 44.3 HCM Level of Service D HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 - - Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 13: SE 6th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 41 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 0 0 0 2 139 1 555 102 0 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 3 0 0 0 2 156 1 624 115 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95 vC, conflicting volume 471 740 0 683 683 369 0 738 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 395 678 0 618 618 288 0 675 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 100 100 99 77 100 100 cM capacity (veh/h) 393 355 1084 356 384 675 1622 869 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 3 158 313 426 Volume Left 3 0 1 0 Volume Right 0 156 0 115 cSH 393 668 1622 1700 Volume to Capacity 0.01 0.24 0.00 0.25 Queue Length 95th (ft) 1 23 0 0 Control Delay (s) 14.2 12.1 0.0 0.0 Lane LOS B B A Approach Delay (s) 14.2 12.1 0.0 Approach LOS B B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 14: SE 9th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44" J Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 31 136 115 623 25 0 0 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 0 0 0 33 146 124 670 27 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 712 pX, platoon unblocked vC, conflicting volume 745 944 0 931 931 348 0 697 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 745 944 0 931 931 348 0 697 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 86 77 92 100 cM capacity (veh/h) 198 241 1084 209 245 648 1622 895 Direction, Lane # WB 1 NB 1 NB 2 Volume Total 180 459 362 Volume Left 0 124 0 Volume Right 146 0 27 cSH 497 1622 1700 Volume to Capacity 0.36 0.08 0.21 Queue Length 95th (ft) 41 6 0 Control Delay (s) 16.3 2.5 0.0 Lane LOS C A Approach Delay (s) 16.3 1,4 Approach LOS C Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 15: SE 5th Street & Brickell Avenue f Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations 4 r 4,41 Volume (vph) 56 2 66 15 48 53 1094 74 1408 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phases 4 4 8 8 8 5 2 1 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 8.0 30.0 8.0 30.0 Total Split (s) 33.0 33.0 33.0 33.0 33.0 12.0 85.0 12.0 85.0 Total Split (%) 25.4% 25.4% 25.4% 25.4% 25.4% 9.2% 65.4% 9.2% 65.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 5 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Solits and Phases: 15: SE 5th Street & Brickell Avenue m1 ^� 02 - a1' m4 \ 05 t``' m6 Q 08 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 15: SE 5th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ili i 4' j '1 ) 141 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1589 1789 1583 1770 5048 1770 5014 Flt Permitted 0.58 1.00 0.59 1.00 0.10 1.00 0.17 1.00 Satd. Flow (perm) 1085 1589 1101 1583 191 5048 326 5014 Volume (vph) 56 2 78 66 15 48 53 1094 57 74 1408 145 Peak -hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 65 2 91 77 17 56 62 1272 66 86 1637 169 RTOR Reduction (vph) 0 81 0 0 0 50 0 3 0 0 6 0 Lane Group Flow (vph) 65 12 0 0 94 6 62 1335 0 86 1800 0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G (s) 13.5 13.5 13.5 13.5 102.1 97.7 104.9 99.1 Effective Green, g (s) 14.5 14.5 14.5 14.5 102.1 98.7 104.9 100.1 Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.79 0.76 0.81 0.77 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 121 177 123 177 191 3833 316 3861 v/s Ratio Prot 0.01 0.01 0.26 c0.01 c0.36 v/s Ratio Perm 0.06 c0.09 0.00 0.25 0.21 v/c Ratio 0.54 0.07 0.76 0.04 0.32 0.35 0.27 0.47 Uniform Delay, d1 54.6 51.7 56.1 51.5 3.9 5.1 3.0 5.4 Progression Factor 1.00 1.00 1.00 1.00 1.26 0.76 1.00 1.00 Incremental Delay, d2 3.5 0.1 23.2 0.1 0.4 0.2 0.2 0.4 Delay (s) 58.1 51.8 79.3 51.6 5.2 4.1 3.1 5.8 Level of Service E D E D A A A A Approach Delay (s) 54.4 68.9 4.2 5.7 Approach LOS D E A A Intersection Summary HCM Average Control Delay 9.9 HCM Level of Service A HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 16: SE 6th Street & Brickell Avenue t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 'Pi 44 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 8 33 110 756 989 42 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 9 37 124 849 1111 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 346 188 pX, platoon unblocked 0.92 0.88 0.88 vC, conflicting volume 1807 579 1158 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1530 381 1041 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 88 93 79 cM capacity (veh/h) 78 541 582 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 46 124 425 425 741 418 Volume Left 9 124 0 0 0 0 Volume Right 37 0 0 0 0 47 cSH 250 582 1700 1700 1700 1700 Volume to Capacity 0.18 0.21 0.25 0.25 0.44 0.25 Queue Length 95th (ft) 16 20 0 0 0 0 Control Delay (s) 22.6 12.8 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay (s) 22.6 1.6 0.0 Approach LOS C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates Timings 2011 Existing Conditions - PM Peak 124: SE 4th Street & S Miami Avenue t r Lane Group EBL EBR WBR NBL NBT NBR SBT Lane Configurations + rr flit Volume (vph) 74 63 1 63 53 534 671 Turn Type pt+ovcustom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Detector Phases 8 8 1 5 1 6 6 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 8.0 9.0 21.0 21.0 21.0 Total Split (s) 38.0 68.0 25.0 30.0 52.0 52.0 47.0 Total Split (%) 33.0% 59.1% 21.7% 26.1% 45.2% 45.2% 40.9% Yellow Time (s) 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 0.5 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 124: SE 4th Street & S Miami Avenue 01 lir 02 # 08 4 05 if 06 PEA"r I.I I']i.:' _____]-.: K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2011 Existing Conditions - PM Peak 124: SE 4th Street & S Miami Avenue ✓ • - .L 4\ t r Movement EBL EBR WBR WBR2 NBL NBT NBR SBT SBR Lane Configurations r d 'II 4 i*r t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 0.91 Frt 1.00 0.85 0.86 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1611 1770 1863 2787 4990 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1611 1770 1863 2787 4990 Volume (vph) 74 63 1 7 63 53 534 671 96 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 79 67 1 7 67 56 568 714 102 RTOR Reduction (vph) 0 54 7 0 0 0 0 7 0 Lane Group Flow (vph) 79 13 1 0 67 56 568 809 0 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Actuated Green, G (s) 8.7 22.0 1.4 8.3 90.9 90.9 83.0 Effective Green, g (s) 9.7 23.0 1.4 9.3 91.9 91.9 84.0 Actuated g/C Ratio 0.08 0.20 0.01 0.08 0.80 0.80 0.73 Clearance Time (s) 5.0 4.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 149 317 20 143 1489 2227 3645 v/s Ratio Prot c0.04 0.01 0.00 c0.04 0.03 c0.20 0.16 v/s Ratio Perm v/c Ratio 0.53 0.04 0.05 0.47 0.04 0.26 0.22 Uniform Delay, d1 50.5 37.1 56.1 50.5 2.4 2.9 5.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 0.1 1.1 2.4 0.0 0.3 0.1 Delay (s) 54.1 37.2 57.3 52.9 2.4 3.2 5.1 Level of Service D D E D A A A Approach Delay (s) 8.0 5.1 Approach LOS A A Intersection Summary HCM Average Control Delay 10.2 HCM Level of Service B HCM Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2011 - Exising Conditions.sy7 Kimley Horn and Associates APPENDIX E: Growth Trend Analyses FDOT Historical Count Information and Growth Trend Analyses Growth Rate Calculations from 5-year and 10-year Historical Data Station Number Location Historical Growth 5-year Linear 5-year Exponential 10-year Linear 10-year Exponential 0550 SR 5/Brickell Avenue 200 feet South of Miami River Bridge -0.65% -0.49% -2.52% -2.08% 5042 SR 5/Brickell Avenue 200 feet South of SE 8th Street -1.27% -1.22% -0.23% -0.31% 5090 SR 90/SW 8th Street 200 feet West of Brickell Avenue 3.15% 3.37% -2.17% -1.79% 5091 SR 90/SW 7th Street 200 feet West of Brickell Avenue 2.42% 2.52% 2.22% 2.52% Total 0.91% 1.05% -0.68% -0.42% K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Growth Rates\Growth Rate Comparison - 04.26.11.xls Florida Department of Transportation Transportation Statistics Office 2009 Historical AADT Report County: 87 - MIAMI-DADE 0550 - SR 5/US-1, 200' S MIAMI RIVER BRIDG Ye AADT Direction 1 Direction 2 K Factor D Factor T Factor 2009 31500 C N 15500 S 16000 7.98 59.96 4.90 2008 31500 C N 16000 S 15500 8.07 66.31 3.70 2007 31500 C N 16000 S 15500 7.90 63.12 3.50 2006 28500 C N 14500 S 14000 7.39 58.66 8.00 2005 34000 C N 16000 S 18000 7.70 65.70 5.50 2004 34000 C N 17500 S 16500 8.20 67.10 4.90 2003 31000 C N 14500 S 16500 8.10 72.30 3.40 2002 35000 C N 17500 S 17500 9.20 68.00 4.30 2001 36000 C N 17500 S 18500 8.20 53.50 3.00 2000 39000 C N 18000 S 21000 8.20 53.10 3.20 1999 32500 C N 15500 S 17000 9.10 52.70 4.90 1998 39000 C N 18500 S 20500 9.50 52.70 3.30 1997 27500 C N 13000 S 14500 9.10 64.50 2.30 1996 27500 C N 13000 S 14500 8.50 53.10 2.90 1995 32000 S N 15500 S 16500 7.90 62.60 6.70 1994 31000 F N 15000 S 16000 8.90 60.00 5.50 n AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S Miami River Bridge County: Station #: Highway: Average Daily Traffic (Vehicles/Day) 40000 35000 30000 25000 20000 15000 10000 - 5000 0 Observed Count Fitted Curve 1 1 I I I I I 2005 2010 2015 2020 2025 Year Annual Trend Increase: -200 Trend R-squared: 2.6% Trend Annual Historic Growth Rate: -0.63% Trend Growth Rate (2009 to Design Year): -0.65% Printed: 15-Apr-11 Straight Line Growth Option Miami -Dade 550 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Count* Trend** 2005 34000 31800 2006 28500 31600 2007 31500 31400 2008 31500 31200 2009 31500 31000 2011 Opening Year Trend 2011 N/A 30600 2012 Mid -Year Trend 2012 N/A 30400 2013 Design Yea Trend 2013 N/A 30200 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S Miami River Bridge County: Station #: Highway: Average Daily Traffic (Vehicles/Day) 40000 35000 30000 25000 - 20000 15000 10000 - 5000 0 Observed Count Fitted Curve 2005 2010 2015 Year 2020 2025 Trend R-squared: 1.8% Compounded Annual Historic Growth Rate: -0.63% Compounded Growth Rate (2009 to Design Year): -0.49% Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 550 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Count* Trend** 2005 34000 31700 2006 28500 31500 2007 31500 31400 2008 31500 31200 2009 31500 31000 2011 Opening Year Trend 2011 N/A 30700 2012 Mid -Year Trend 2012 N/A 30500 20 3 Design Yea Trend 2013 N/A 30400 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S Miami River Bridge County: Station #: Highway: 45000 40000 35000 0 30000 25000 ® Observed Count -Fitted Curve 0 20000 - T 15000 - ru m 10000 - 5000 - 0 2000 2005 2010 Year 2015 . I I 2020 " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2009 to Design Year): Printed: -752 57.1% -2.06% -2.52% 15-Apr-11 Straight Line Growth Option Miami -Dade 550 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Trend** Count* 2000 39000 36600 2001 36000 35800 2002 35000 35100 2003 31000 34300 2004 34000 33600 2005 34000 32800 2006 28500 32100 2007 31500 31300 2008 31500 30600 2009 31500 29800 2011 Opening Year Trend 2011 N/A 28300 2012 Mid -Year Trend 2012 N/A 27600 2013 Design Yea' Trend 2013 N/A 26800 TRANPLAN Forecasts/Trends "Axle -Adjusted TRAFFIC TRENDS SR 5l Brickell Drive -- 200' S Miami River Bridge County: Station #: Highway: 45000 40000 — 35000 30000 25000 - 20000 - 15000 - 10000 - is 5000 - t' 0 t (Observed Count —Fitted Curve 2000 2005 2010 Year 2015 2020 Trend R-squared: 55.2% Compounded Annual Historic Growth Rate: -2.26% Compounded Growth Rate (2009 to Design Year): -2.08% Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 550 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Trend** Count* 2000 39000 36500 2001 36000 35700 2002 35000 35000 2003 31000 34200 2004 34000 33400 2005 34000 32700 2006 28500 32000 2007 31500 31300 2008 31500 30600 2009 31500 30000 2011 Opening Year Trend 2011 N/A 28700 2012 Mid -Year Trend 2012 N/A 28000 20' 3 Design Yea Trend 2013 N/A 27400 TRANPLAN Forecasts/Trends 'Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2009 Historical AADT Report County: 87 - MIAMI-DADE Site: 5042 - SR 5/US-1, 200' S SE 8 ST/SR 90/TAMIAMI TRL AADT Direction 1 Direction 2 K Factor D Factor T Factor 2009 32500 C N 15500 S 17000 7.98 59.96 1.70 2008 30500 C N 14500 S 16000 8.07 66.31 1.90 2007 31000 C N 14000 S 17000 7.90 63.12 1.80 2006 34500 C N 15500 S 19000 7.39 58.66 12.00 2005 32500 C N 14500 S 18000 7.70 65.70 4.40 2004 35500 C N 16500 S 19000 8.20 67.10 4.40 2003 31000 C N 14000 S 17000 8.10 72.30 4.40 2002 33000 C N 16000 S 17000 9.20 68.00 3.00 2001 32500 C N 15000 S 17500 8.20 53.50 5.20 2000 32000 C N 14500 S 17500 8.20 53.10 3.00 1999 29000 C N 12500 S 16500 9.10 52.70 3.30 1998 32500 C N 15000 S 17500 8.10 52.70 3.30 1997 27500 C N 12500 S 15000 9.10 64.50 2.30 1996 28000 C N 13000 S 15000 8.50 53.10 2.90 1995 16800 C N 8800 S 8000 7.90 62.60 6.70 1994 18800 C N 8800 S 10000 8.90 60.00 5.50 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S SE 8th Street/SR 90 County: Station #: Highway: 40000 35000 e 30000 25000 - w E 20000 •� 15000 - m `m 10000 5000 0 4 Observed Count Fitted Curve 2005 2010 ' ,—, 1 2015 2020 Year 2025 " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2009 to Design Year): Printed: -400 16.3% -1.21% -1.27% 15-Apr-11 Straight Line Growth Option Miami -Dade 5042 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Count* Trend** 2005 32500 33000 2006 34500 32600 2007 31000 32200 2008 30500 31800 2009 32500 31400 2011 Opening Year Trend 2011 N/A 30600 2012 Mid -Year Trend 2012 N/A 30200 2013 Design Year Trend 2013 N/A 29800 TRANFLAN Forecasts/Trends "Axle -Adjusted TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S SE 8th Street/SR 90 County: Station #: Highway: 40000 35000 — 0 30000 - 25000 - N V u 20000 - •� 15000 - 0 m 10000 - d 5000 0 AMMO Observed Count Fitted Curve I I I III I I I I I I 2005 2010 2015 2020 2025 Year Trend R-squared: 16.3% Compounded Annual Historic Growth Rate: -1.23% Compounded Growth Rate (2009 to Design Year): -1.22% Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 5042 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Count* Trend** 2005 32500 33000 2006 34500 32600 2007 31000 32200 2008 30500 31800 2009 32500 31400 2011 Opening Year Trend 2011 N/A 30600 2012 Mid -Year Trend 2012 N/A 30200 20' 3 Design Yea, Trend 2013 N/A 29900 TRANPLAN Forecasts/Trends "Axle -Adjusted TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S SE 8th Street/SR 90 County: Station #: Highway: 40000 35000 0 30000 a 2 25000 - E 20000 10000 5000 0 o Observed Count Fitted Curve 2000 2005 2010 Year I 2015 2020 Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2009 to Design Year): Printed: -73 2.0% -0.20% -0.23% 15-Apr-11 Straight Line Growth Option Miami -Dade 5042 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Count* Trend** 2000 32000 32800 2001 32500 32800 2002 33000 32700 2003 31000 32600 2004 35500 32500 2005 32500 32500 2006 34500 32400 2007 31000 32300 2008 30500 32200 2009 32500 32200 2011 Opening Year Trend 2011 N/A 32000 2012 Mid -Year Trend 2012 N/A 32000 20' 3 Design Yea, Trend 2013 N/A 31900 TRAMLAN Forecasts/Trends *Axle•Adjusted TRAFFIC TRENDS SR 5/ Brickell Drive -- 200' S SE 8th Street/SR 90 County: Station #: Highway: 40000 35000 O 30000 N ▪ 25000 m • 20000 •a 15000 a> E 10000 • 5000 0 Obs Fitted ery ed C c ury oun 2000 2005 2010 Year 2015 2020 Trend R-squared: 2.2% Compounded Annual Historic Growth Rate: -0.20% Compounded Growth Rate (2009 to Design Year): -0.31 % Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 5042 SR 5/ Brickell Drive Year Traffic (ADT/AADT) Count* Trend** 2000 32000 32800 2001 32500 32700 2002 .33000 32700 2003 31000 32600 2004 35500 32500 2005 32500 32400 2006 34500 32400 2007 31000 32300 2008 30500 32200 2009 32500 32100 2011 Opening Year Trend 2011 N/A 32000 2012 Mid -Year l rend 2012 N/A 31900 2013 Design Yea, Trend 2013 N/A 31800 TRANPLAN Forecasts/Trends *Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2009 Historical AADT Report County: 87 - MIAMI-DADE Site: 5090 - SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SR 5/US-1 AADT Direction 1 Direction 2 K Factor D Factor T Factor 2009 13000 C E 13000 0 7.98 99.99 4.70 2008 12000 C E 12000 0 8.07 99.99 5.90 2007 12000 C E 12000 0 7.90 99.99 6.40 2006 11000 C E 11000 0 7.39 99.99 9.50 2005 11500 C E 11500 B 7.70 99.90 5.50 2004 11000 C E 11000 B 8.20 99.90 7.00 2003 14500 C E 14500 B 8.10 99.90 4.30 2002 13000 C E 13000 B 9.20 99.90 4.50 2001 13500 C E 13500 B 8.20 99.90 6.50 2000 14500 C E 14500 B 8.20 99.90 4.80 1999 13500 C E 13500 B 9.10 99.90 5.30 1998 13000 C E 13000 B 9.30 99.90 5.20 1997 11000 C E 11000 B 9.10 99.90 7.60 1996 11000 C E 11000 B 8.50 99.90 8.40 1995 15000 C E 15000 B 7.90 62.60 8.20 1994 13500 C E B 8.90 60.00 28.90 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown TRAFFIC TRENDS SR 90/SW 8th Street -- 200' W Brickell Avenue County: Station #: Highway: 25000 T 20000 0 30 > 10000 0 ar rn R a 5000 0 2005 =Observed Count Fitted Curve 2010 I � I 2015 Year I I 2020 I I I 2025 — Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2009 to Design Year): Printed: 400 72.7% 3.60% 3.15% 15-Apr-11 Straight Line Growth Option Miami -Dade 5090 SR 90/SW 8th Street Year Traffic (ADT/AADT) Count* Trend** 2005 11500 11100 2006 11000 11500 2007 12000 11900 2008 12000 12300 2009 13000 12700 2011 Opening Year Trend 2011 N/A 13500 2012 Mid -Year Trend 2012 N/A 13900 20' 3 Design Yea Trend 2013 N/A 14300 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 90/SW 8th Street -- 200' W Brickell Avenue County: Station #: Highway: 25000 T 20000 N 0 m 15000 0 >. 10000 2 5000 0 2005 Observed Count Fitted Curve 2010 2015 Year 2020 2025 Trend R-squared: 72.1% Compounded Annual Historic Growth Rate: 3.42% Compounded Growth Rate (2009 to Design Year): 3.37% Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 5090 SR 90/SW 8th Street Year Traffic (ADT/AADT) Trend** Count* 2005 11500 11100 2006 11000 11500 2007 12000 11900 2008 12000 12300 2009 13000 12700 2011 Opening Year Trend 2011 N/A 13600 2012 Mid -Year Trend 2012 N/A 14000 20 3 Design Yea, Trend 2013 N/A 14500 TRANFLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 90/SW 8th Street -- 200' W Brickell Avenue County: Station #: Highway: Average Daily Traffic (Vehicles/Day) 16000 14000 12000 10000 - 8000 6000 4000 - 2000 0 (=Observed Count Fit ed Curve I I I I I I 2000 2005 2010 2015 2020 Year " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2009 to Design Year): Printed: -252 32.6% -1.85% -2.17% 15-Apr-11 Straight Line Growth Option Miami -Dade 5090 SR 90/SW 8th Street Year Traffic (ADT/AADT) Count* Trend*" 2000 14500 13800 2001 13500 13500 2002 13500 13300 2003 14500 13000 2004 11000 12800 2005 11500 12500 2006 11000 12300 2007 12000 12000 2008 12000 11800 2009 13000 11500 2011 Opening Year Trend 2011 N/A 11000 2012 Mid -Year Trend 2012 N/A 10800 2013 Design Yea Trend 2013 N/A 10500 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 90/SW 8th Street -- 200' W Brickell Avenue County: Station #: Highway: Average Daily Traffic (Vehicles/Day) 16000 14000 12000 10000 8000 6000 - 4000 2000 0 0 Ob Fit served Count ed Curve 1 2000 2005 2010 Year 2015 2020 Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2009 to Design Year): Printed: 30.7% -2.01 % -1.79% 15-Apr-11 Exponential Growth Option Miami -Dade 5090 SR 90/SW 8th Street Year Traffic (ADT/AADT) Count* Trend** 2000 14500 13700 2001 13500 13500 2002 13500 13200 2003 14500 13000 2004 11000 12700 2005 11500 12500 2006 11000 12200 2007 12000 12000 2008 12000 11800 2009 13000 11500 2011 Opening Year Trend 2011 N/A 11100 2012 Mid -Year Trend 2012 N/A 10900 2013 Design Yea Trend 2013 N/A 10700 TRAMLAN Forecasts/Trends 'Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2009 Historical AADT Report County: 87 - MIAMI-DADE S)---.: 5091 - SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' W SR 5/US-1 Y. AADT Direction 1 Direction 2 K Factor D Factor T Factor 2009 12000 C W 12000 0 7.98 99.99 4.70 2008 13000 C W 13000 0 8.07 99.99 5.90 2007 11500 C W 11500 0 7.90 99.99 6.40 2006 11000 C W 11000 0 7.39 99.99 9.50 2005 11500 C W 11500 0 7.70 99.90 5.50 2004 11500 C W 11500 0 8.20 99.90 7.00 2003 10000 C W 10000 0 8.10 99.90 4.30 2002 9900 C W 9900 0 9.20 99.90 4.50 2001 10500 C W 10500 0 8.20 99.90 6.50 2000 10000 C W 10000 0 8.20 99.90 4.80 1999 9900 C W 9900 0 9.10 99.90 5.30 1998 8900 C W 8900 0 12.40 99.90 5.20 1997 8500 C W 8500 0 9.10 99.90 7.60 1996 9100 C W 9100 0 8.50 99.90 8.40 1995 12000 C W 12000 0 7.90 62.60 5.40 1994 13500 C W 8.90 60.00 4.40 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown TRAFFIC TRENDS SR 90/SW 7th Street -- 200' W Brickell Avenue County: Station #: Highway: 20000 18000 — 16000 -- a 14000 — 12000 - C.'10000 - 8000 - G a 6000 - or 4000 - 2000 0 2005 2010 2015 Year 2020 2025 Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2009 to Design Year): Printed: 300 39.1% 2.68% 2.42% 15-Apr-11 Straight Line Growth Option Miami -Dade 5091 SR 90/SW 7th Street Year Traffic (ADT/AADT) Trend*" Count* 2005 11500 11200 2006 11000 11500 2007 11500 11800 2008 13000 12100 2009 12000 12400 2011 Opening Year Trend 2011 N/A 13000 2012 Mid -Year Trend 2012 N/A 13300 20 3 Design Yea, Trend 2013 N/A 13600 TRANPLAN Forecasts/Trends 'Axle -Adjusted ( 1 TRAFFIC TRENDS SR 90/SW 7th Street -- 200' W Brickell Avenue County: Station #: Highway: 20000 18000 — 16000 'Om 14000 - 0 12000 - m u 10000 t` > 8000 - C o) 6000 w > 4000 - 2000 - 0 ®Observed Count Fitted Curve 2005 2010 2015 Year t 2020 2025 Trend R-squared: 40.0% Compounded Annual Historic Growth Rate: 2.58% Compounded Growth Rate (2009 to Design Year): 2.52% Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 5091 SR 90/SW 7th Street Year Traffic (ADT/AADT) Count" Trend** 2005 11500 11200 2006 11000 11500 2007 11500 11800 2008 13000 12100 2009 12000 12400 2011 Opening Year Trend 2011 N/A 13000 2012 Mid -Year Trend 2012 N/A 13400 20 3 Design Yea, Trend 2013 N/A 13700 TRANPLAN Forecasts/Trends 'Axle -Adjusted 0 TRAFFIC TRENDS SR 90/SW 7th Street -- 200' W Brickell Avenue County: Station #: Highway: 18000 16000 — m 14000 — 0 N t 12000 -- L 10000 iK ` 8000 - O 6000 - v 4000 - Q 2000 - 0 ®Observed Count Fitted Curve 2000 1 I I I I I I I 1 2005 2010 2015 2020 Year Annual Trend Increase: 282 Trend R-squared: 71.8% Trend Annual Historic Growth Rate: 2.95% Trend Growth Rate (2009 to Design Year): 2.22% Printed: 15-Apr-11 Straight Line Growth Option Miami -Dade 5091 SR 90/SW 7th Street Year Traffic (ADT/AADT) Trend** Count* 2000 10000 9800 2001 10500 10100 2002 9900 10400 2003 10000 10700 2004 11500 10900 2005 11500 11200 2006 11000 11500 2007 11500 11800 2008 13000 12100 2009 12000 12400 2011 Opening Year Trend 2011 N/A 12900 2012 Mid -Year Trend 2012 N/A 13200 2013 Design Year Trend 2013 N/A 13500 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 90/SW 7th Street -- 200' W Brickell Avenue County: Station #: Highway: 20000 18000 — • 16000 a .6 14000 — 0 m 12000 — 10000 to ▪ 8000 ao • 6000 - 4000 - 2000 - 0 o Observed Count Fitted Curve 2000 2005 : I i i i l l 2010 2015 2020 Year Trend R-squared: 72.6% Compounded Annual Historic Growth Rate: 2.65% Compounded Growth Rate (2009 to Design Year): 2.52% Printed: 15-Apr-11 Exponential Growth Option Miami -Dade 5091 SR 90/SW 7th Street Year Traffic (ADT/AADT) Count* Trend** 2000 10000 9900 2001 10500 10100 2002 9900 10400 2003 10000 10600 2004 11500 10900 2005 11500 11200 2006 11000 11500 2007 11500 11800 2008 13000 12100 2009 12000 12400 2011 Opening Year Trend 2011 N/A 13000 2012 Mid -Year Trend 2012 N/A 13400 2013 Design Yea Trend 2013 N/A 13700 TRANPLAN Forecasts/Trends 'Axle -Adjusted Southeast Regional Planning Model (SERPM) Plots and Growth Analysis 1 Growth Rate Calculations from 2005 and 2030 SERPM Plots Location Model Volumes (AADT) Growth Rate 2005 2035 Diff (%) 3rd Avenue 1,800 2,800 1,000 1.85% 2nd Avenue 4,500 8,300 3,800 2.81% 9,100 13,700 4,600 1.68 % 13,900 21,800 7,900 1.89% 16,400 26,000 9,600 1.95% 16,400 26,000 9,600 1.95% 1st Avenue 6,900 14,700 7,800 3.77% 8,500 10,200 1,700 0.67% 2,900 11,100 8,200 9.43% Miami Avenue 8,600 13,300 4,700 1.82% 10,200 17,100 6,900 2.25% 8,500 16,200 7,700 3.02% 4,100 10,900 6,800 5.53% 9,600 28,100 18,500 6.42% 9,600 28,100 18,500 6.42% Brickell Avenue 21,200 28,500 7,300 1.15% 37,600 52,300 14,700 1.30% 47,500 64,100 16,600 1.16% 40,300 54,400 14,100 1.17% 40,300 54,300 14,000 1.16% 42,200 58,600 16,400 1.30% 4th Street 5,000 7,100 2,100 1.40% 12,500 18,500 6,000 1.60% 5th Street 2,600 6,100 3,500 4.49% 6,000 12,800 6,800 3.78% 7th Street 22,000 29,100 7,100 1.08% 20,200 26,400 6,200 1.02% 20,000 26,100 6,100 1.02% 20,400 26,600 6,200 1.01% 22,200 27,300 5,100 0.77% 19,600 26,500 6,900 1.17% 8th Street 24,500 31,800 7,300 0.99% 15,500 23,900 8,400 1.81% 11,700 17,100 5,400 1.54% 13,400 18,000 4,600 1.14% 13,100 17,700 4,600 1.17% Total 587,000 872,700 285,700 1.62% K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Growth Rates\Growth Rate Comparison - 04.26.11.xls 1200 22400 17300 20500 4900 2005 SERPM Network - Model Volumes 24600 26000 2 8 24500 \�� l// § 8000 if 0 Sao 'A' moo f16900 -vwo �•� - �60` �—�`-- a 8 � 5000 5000` 70g0 so0 12500 1400 2000 a 8 1900 19600 6000 0 g$ 19600 p 13900 2 7sw 25.0 7'00 9100 2 8 a 0 13100 NUM_LANES=1 NUM_LANES=2 NUM_LANES=3 NUM_LANES=4 NUM_LANES=5 NUM_LANES>5 FTC1=501IFTC2=51 MEflail Licensed to Kimley-Horn and Associates, Inc. 28900 23800 26700 (Th 2035 SERPM 6.5 Network - Model Volumes 31800 29100 . 26400 26100 750D° 17100 ,8800 000 26500 21800 12800 10 28000 R 12700 I200+1 3`W a 3600 17700 NUM_LANES=1 NUM_LANES=2 NUM_LANES=3 NUM_LANES=4 NUM_LANES=5 NUM_LANES>5 FTC2=51-57 Licensed to Kimley-Horn and Associates, Inc. Q APPENDIX F: Vested Development Trip Information -�- (35%1 LEGEND IN - XX% OUT- (XX%) �.-- ONEWAY (/0%) -E--(35%1 SE 7 ST — (45%1 (5%) SE 3 ST SE 5 /J �T SE 4 ST V CC CO N.T.S. SE 4 ST N 30% 14" (25X) (20%) Ecl PROJECT SITE 35% -- PROJECT 45% SE 8 ST 600 BRICKELL MUSP TRAFFIC IMPACT STUDY 35% /0% TITLE: SOUTH MIAM t 30% /0% —4 PROJECT VEHICULAR TRIP ASSIGNMENTS t SE 6 ST N In EXHIBIT No. 11 Page 19 SE 3 ST ti SE 5 ST SE 4 ST BRICKELL AVE N.T.S. IN =190 OUT = 584 Lir • W �L— 29 58 SE.•6 ST • —4— 292 PROJECT SITE SE 7 ST 146---J -41 rn SE 8 ST 58 dP� PROJECT: 600 BRICKELL MUSP - TRAFFIC IMPACT STUDY TITLE: PROJECT PM PEAK HOUR VEHICULAR VOLUMES' EXHIBIT No. 13 Page 22 0 VIZ/ 3.4*/ LUV f zax/ss�--•1► SE 10th Street SW 13th Street LEGEND " AssialtatiNss �' UM? rD 20W17 SE B1h Strati STE -tz.• y °1ZP 1 4\\ zcit2 sat, SE 12th Street SE 121h Terrace 27 t INfse ---»30X 4IFr/s ltOt 16*./13‘Gy 4111.A. 2746 t FIGURE 4 c TRIP DISTRIBUTION AND ASSIG MENT 1t[nii Hotn and ate% Inc. The Beacon - MUSP figure.4: PM Peak Site Traffic. tts Kri RICHARD GARCIA & ASSOCIATES INC, Traffic Impact Study 10 Site Traffic The peak hour trips from Table 8 have been assigned to the adjacent intersections. Figure 5 depict the site traffic assignments to the surrounding intersections, respectively. Figure 5: PM Peak Site Traffic 888 Brickell MUSP 17 37/31 = AM/PM PEAK HOUR PROJECT TRAFFIC FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. PREMIERE TOWERS June 22, 2004 Page 28 • CO �Q to SOUTH MIAMI AVE SE 5 ST BRICKELL AVE h 1-30 j N.T.S. ' —) —} Q N W Et- /0 SE 6 ST IN = 37 OUT = 26 dPa PROIECr: BRICKELL STATION MUSP TM.E: PROJECT PM PEAK HOUR VEHICULAR VOLUMES EXHIBIT No. 13 Page 23 APPENDIX G: Proposed Improvements along Brickell Avenue P.LIGN EXISTING SIGNAL 1.05 FACING SOUTHROUND THROUGH TRAFFIC MO REPLACE DUSTING .5ECLLON 1', OGNAL HEAD MTH TWO ,,,•• 1 L SSECRON SIGNAL Le'r/Stril r.. J FOR THE DUAL LEPT-TURNS flt (II paw Rusk= D 1,51 II LI requT115/. 11.Zt 11-AI ,R1LT.11 • - _1 SR 5/BRICKELL AVE — — LEGEND MEEIMIONIMEMIMMIEMININ leff:EIMM7=== 0 WM; 0: V 115-01Pr INEDU. AREAAND PROVIDE A SFOOT '11')." I. TRAFFIC SEPARATOR TO ACCOMMODATE 4 NORTHBOUND AND SOUT.OUND DUAL LEFT REPLACE EXISTING TRAFFIC SIGNAL 5141 j STRUCLDRE AND INSTALL. THREE MELT DR SIGNAL HEARS ANO A'DO NOTEILOCN INTERSECTION. SIGN. AS SHOLA. CONVERT THE OR HEOUND OUTSIDE LANE FRO AN EXCLUSIVE RION TURN LANE ASRARED THRUIRIGHTTURN LANE. L VIRAL. ILLUMINATED STREET NAME IONS AT SE STH. TCH AND ISTN STREET (II now mais 41m1 Is not opupeNI) 7.1g71:111 REDUCE SIDEWALK PROM TO 7 FT (FROM 15 FT) IN ORDER TO SHIFT SOLITHEOUND THROUGH LANES TO THE WEST. EXISIING TRAFFIC SIGNAL. ACCOMPODATESOUTMSOUNO LANE SHIFTS ALSO INSTALL A 'DO NOT BLOCK INTERSECTION,IGN STRUCTURE AND SIGNAL H.05 TO PUUSE0 MEDIAN AS SHOWN 1;4 NORTNHOUNO ARO SO. -MOUND ,FT TURN RATS CH PERU ASSOCKTES CONSULTING ENGINEERS.= 14.1 STREET. SURE 101 p111111k mum. FL.. 551T5 MORD,. FAR pc•DSP54578 CLIPPACECC -heAk tk. R 5/BRICKELL AVE , t10 —14,7— :24 _ f ,_ , , -. 1_, ,n, PROPOSED CONDITION DIAGRAM SR 5 / BRICKELL AVE FROM SE 5oh ST TO SR % / 8‘.4 ST FIGURE Aro. APPENDIX H: Trip Generation Calculations EXISTING AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips in Out Total in Out General Office Building 8 710 197.61 ksf 88% 12% 284 39 323 0.0% 0 284 39 323 10.0% 32 268 23 291 Racquet/Tennis Club 8 491 7 CRT 50% 50% 3 3 6 0.0% 0 3 3 6 10.0% 0 3 3 6 Total 287 42 329 287 42 329 10.0% 32 271 26 297 EXISTING PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out General Office Bening 8 710 197.61 ksf 17% 83% 51 249 300 0.0% 0 51 249 300 10.0% 30 36 234 270 Racquet tennis Club 8 491 7 CRT 50 % 50% 12 12 24 0.0% 0 12 12 24 10.0% 2 11 11 22 Total 63 261 324 63 261 324 10.0% 32 47 245 292 K:IFTL_TPT01043400000-Brickell CitiCentre\Calcs\trip generation\existing tripgen -2018 with credit.xlsx: PRINT -PEAK HOUR 5/12/2011,8:54 AM PROPOSED AM PEAK HOUR TRIP GENERATION RE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10 %MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out High -Rise Residential 8 232 755 du 19 % 81 % 47 201 248 20.0% 50 22 176 198 10.0% 20 12 166 178 Serviced Residential 8 233 75 odu 23% 77% 11 35 46 20.0% 10 6 30 36 10.0% 4 4 28 32 Hotel 8 310 290 room 61% 39% 93 60 153 20.0% 30 78 45 123 10.0% 12 72 39 111 Bowling Alley 8 437 15 ksf 60% 40% 28 19 47 0.0% 0 28 19 47 10.0% 4 26 17 43 Multiplex Movie Theater 8 445 14 mov - - - - - - - - - - - - - - - General Office Building 8 710 811.35 ksf 88% 12% 881 120 1,001 10.0% 100 831 70 901 10.0% 90 786 25 811 Medical -Dental Office Building 8 720 95.117 ksf 79% 21% 173 46 219 5.0% 10 168 41 209 10.0% 20 158 31 189 Shopping Center 8 820 393.18 ksf 61% 39% 210 135 345 40.0% 138 141 66 207 10.0% 20 131 56 187 Supermarket 8 850 16 ksf 61% 39% 35 22 57 50.0% 28 21 8 29 10.0% 2 20 7 27 Quality Restaurant 8 931 10 ksf 50% 50% 4 4 8 40.0% 4 2 2 4 10.0% 0 2 2 4 High -Turnover (Sit -Down) Restaurant 8 932 20.128 ksf 52% 48% 121 111 232 50.0% 116 63 53 116 10.0% 12 57 47 104 Drinking Place 8 925 15 ksf - - - - - - - - - - - - - - - Sub -total: Exist ng Development Credit Net New Development 16%VOF Reduction Total 1,603 753 2,356 20.6% 486 1,360 510 1,870 10.0% 184 1,268 418 1,686 .. 271 26 297 - - 997 392 1,389 ". - 160 63 223 837 329 1,166 PROPOSED PM PEAK HOUR TRIP GENERATION RE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE DRIVEWAY VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out High -Rise Residential 8 232 755 du 62% 38% 169 103 272 55.0% 150 94 28 122 10.0% 12 88 22 110 Serviced Residential 8 233 75 odu 63% 37% 21 12 33 60.0% 20 11 2 13 10.0% 2 10 1 11 Hotel 8 310 290 room 53% 47% 91 80 171 62.0e%o 106 38 27 65 10.0% 6 35 24 59 Bowling Alley 8 437 15 ksf 35% 65% 19 34 53 50.0% 26 6 21 27 10.0% 2 5 20 25 Multiplex Movie Theater 8 445 14 mov 45% 55% 86 105 191 50.0 % 96 38 57 95 10.0% 10 33 52 85 General Office Building 8 710 811.35 ksf 17% 83% 168 820 988 5.0% 50 143 795 938 10.0% 94 96 748 844 Medical -Dental Office Building 8 720 95.117 ksf 27% 73% 73 197 270 10.0% 28 59 183 242 10.0% 24 47 171 218 Shopping Center 8 820 393.18 ksf 49% 51% 780 812 1,592 20.0% 318 621 653 1,274 10.0% 128 557 589 1,146 Supermarket 8 850 16 ksf 51% 49% 144 138 282 80.0% 226 31 25 56 10.0% 6 28 22 50 Quality Restaurant 8 931 10 ksf 67% 33% 50 25 75 60.0% 46 27 2 29 10.0% 2 26 1 27 High -Turnover (Sit -Down) Restaurant 8 932 20.128 ksf 59% 41% 132 92 224 80.0% 180 42 2 44 10.0% 4 40 0 40 Drinking Place 8 925 15 ksf 66% 34% 112 58 170 60.0% 102 61 7 68 10.0% 6 58 4 62 Sub -total: Exist ng Development Credit Net New Development 16% VOF Reduction Total 1,845 2,476 4,321 31.2% 1,348 1,171 1,802 2,973 10.0% 296 1,023 1,654 2,677 47 245 292 - - 976 1,409 2,385 156 225 381 . 820 1,184 2,004 K:\FrL_TPTO\043400000-Brickell CitiCentre\Calcs\trip generation\tdpgen - 2018 with credit.xlsx: PRINT -PEAK HOUR 5/12/2011,8:53 AM ITE MULTI -USE PROJECT INTERNAL CAPTURE WORKSHEET (ITE, Chapter T, Trip Gonoratlon Handbook, 2nd Edition, Juno 2004) Analysis Perlark M� Only_. AMA. Prof0Pt Number. Task Number. Analyse PmI.aEHmc Dale: &mark. Denanzl :1 rol ea...aw I O�— I1 151 Innznal 30 112 38 280 4.17 75 lin 372 I eml 1121 I33oxl I wl 21 I an 1131110460 e In 1051 +�1 Demme Dior In t00!41 Naomi E wamdro,w D.,,m.msla• Sae 303.1i7Zal Fear 13 IA 7 Zeal 83 a0xmeaDemand axlel l zeal l eoxlw 0I we 1 o0.m.a n( aaa Teonl sol +I 000%1 198 881 19 nI +I enxi w00M5546455555.450.065... *uo.+.m.w,u,ew•., ndo.....nak 1 mane 8.06. Mal el eoo� il a1 anDa Ee asl row ION 185 1220 Sae: 1841 le 149 1 +y �I I noxin..,a 78181 1.1.891 1,181 sei name. 126 wznal Szlorrol ea) ae 0xi ml e. I ro.%1 nel rout 240 102 000000ERNRL TRIPE FOR MOUSE 0EUE1.01414E51T D•w% l 83 m,anw nolN•nia.a aro9&N Groovy SY ENM.V0. P••uan 1,191 inn WnEmm�a 112 372 Ni 0.15 146 1103 61 103 240 1876 2.366 •2 I I lame 15al Parana 5 ale IMmera aOxl 111 ++1 ml ITE MULTI.USE PROJECT INTERNAL CAPTURE WORKSHEET (17E, Chapter 7, Trip Generation Handbook, 2n0 Etat., June 20114) An515•15 Period: Project Nurnhan 777751251: Prateel Nam% PAW Scanarlre 75•12NLImben 1 530,1 1031 Dem. 2%1 91 1 31:1 srl i71 Betmemi I 200,01 5014arten = PA La Puma. 1=1 22.17.4 A nerwOoniwiimixin 117147 117.7:g:" Enter teat IA MAI I 530071.....d 1o3 1 70 Demo. End Irem Exton. Eul 17 1 126.732 475 .100% 145 115 3.2325.4 133 2%0 521 1355E3/7.„ 071 2.0/74•C .00....135.34.12.40.17.171151776 2.3p Sas 390 1.341 0 0.1 / 01 O.. 01 13.34.1 17.77747 134.7.7 13 Pare 150 912 1592 220 503 502 3.5 B 200%1 Osnuna 31 Eat% Au nne. 01255751 75% I Oomana I .200% 071 1 200%1 261 Nelms tart1 5,5:::=5552511.0oem stv Ph 1 Sia; 51.11131 Madam Cr ea cram int Der. Ortea 241 teyor ro 044%.0 1.1.0.71 Own. 1 200%1 1551 221 20 0%1 281 0e0,41 1 021 00o%1 201 052mok Noma 152 50 200% 25 3551 Ash rai 35172 zaw 343 105 179 31 65 103% 73% 27% I • 1 I 1 230.1 .200:L. 11 5/221105•5 121%.0550214000000.20 Monte... 0225.71251,1525712357.52.552115.117571517052.75572PDM Peri 0515 • ONOVII 4 55717 20.0%1 MI 05% De5215.Evenve 000 - 1 964 1 1 310.1 201 I 310%1 751 1 230%1 234 Near. Poen. TPA PA. 13A 136 282 leen. 103 00 200 71% 53.13,55 ex 50 52 20% 13401.4.:d. 70 O. I mon 1 20 0141 211 21 200:21 351 1 20 5%1 26 1 201 200%/ 521 Deem. BaliMed 04In350 150 35 200% [amend 00 05/ ea 35-1 20 0%1 591 Dna Use P• 14•15.2.5521.71000 Um: Petal Sa• 25 12%.I 35331 294 NET EXTEENNI.TRIPS FOR MULTHISE DEVELOPMENT 002002 A 0 C /3 Ale.. 54120. NY POW,. EnnEwn. EAW Era Tn. 335 043Brmilit 133 17 210 007 1.100 1.252 501 1.195 1.592 40 02 292 65 1•3 64 211 Nam 5666% J.% 4 04% 700214 /335% 5901% 714.31C•011114• 175 469 • Werke% Exuma: I 00 - rlan 141 141 105, 258 211 45, 00 Pal m'd 207,1 35] 551•51.555 65135351 11372 730. 11 Neves Dem. dna. 1131315635 Ban* 12 OS] 211 21 / 31 oft1 521 goal 001 11 53. 1 1001 0 APPENDIX I: Cardinal Trip Distribution MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS • • 1 •1 PERCENT NE 13.09 E E 7.93 ESE 3.43 SSE 5.42 SSW 11.36 WSW 20.72 WNW 19.23 NNW 18.82 TOTAL 545 3245 TRIPS 134 78 53 65 101 171 173 153 928 PERCENT 14.44 8.41 5.71 7 10.88 18.43 18.64 16.49 546 3246 TRIPS 684 414 271 223 459 799 743 778 4,371 PERCENT 15.65 9.47 6.2 5.1 10.5 18.28 17 17.8 547 3247 TRIPS 36 26 14 17 31 54 49 46 273 PERCENT 13.19 9.52 5.13 6.23 11.36 19.78 17.95 16.85 548 3248 TRIPS 690 418 137 249 450 1001 894 957 4,796 PERCENT 14.39 8.72 2.86 5.19 9.38 20.87 18.64 19.95 549 3249 TRIPS 766 348 138 238 477 1184 983 1098 5,232 PERCENT 14.64 6.65 2.64 4.55 9.12 22.63 18.79 20.99 550 3250 TRIPS 140 91 74 76 102 257 268 219 1,227 PERCENT 11.41 7.42 6.03 6.19 8.31 20.95 21.84 17.85 551 3251 TRIPS 258 115 58 91 226 490 422 393 2,053 PERCENT 12.57 5.6 2.83 4.43 11.01 23.87 20.56 19.14 552 3252 TRIPS 210 99 46 74 160 338 321 323 1,571 PERCENT 13.37 6.3 2.93 4.71 10.18 21.51 20.43 20.56 553 3253 TRIPS 319 169 55 79 237 495 463 513 2,330 PERCENT 13.69 7.25 2.36 3.39 10.17 21.24 19.87 22.02 554 3254 TRIPS 786 318 111 106 689 1465 1411 1333 6,219 PERCENT 12.64 5.11 1.78 1.7 11.08 23.56 22.69 21.43 555 3255 TRIPS 1227 792 157 245 1320 3173 3640 3306 13,860 PERCENT 8.85 5.71 1.13 1.77 9.52 22.89 26.26 23.85 556 3256 TRIPS 990 460 71 74 728 1495 1357 1703 6,878 PERCENT 14.39 6.69 1.03 1.08 10.58 21.74 19.73 24.76 557 3257 TRIPS 458 248 179 183 270 636 839 642 3,455 PERCENT 13.26 7.18 5.18 5.3 7.81 18.41 24.28 18.58 558 3258 TRIPS 177 115 23 65 86 238 221 224 1,149 PERCENT 15.4 10.01 2 5.66 7.48 20.71 19.23 19.5 559 3259 TRIPS 0 0 0 0 0 0 0 0 - PERCENT 0 0 0 0 0 0 0 0 560 3260 TRIPS 61 42 18 21 37 61 58 58 356 PERCENT 17.13 11.8 5.06 5.9 10.39 17.13 16.29 16.29 561 3261 TRIPS 171 125 41 81 92 204 189 206 1,109 PERCENT 15.42 11.27 3.7 7.3 8.3 18.39 17.04 18.58 562 3262 TRIPS 0 1 2 1 2 5 5 0 16 PERCENT 0 6.25 12.5 6.25 12.5 31.25 31.25 0 563 3263 TRIPS 576 505 343 212 272 464 511 790 3,673 PERCENT 15.68 13.75 9.34 5.77 7.41 12.63 13.91 21.51 564 3264 TRIPS 859 1200 528 201 394 1002 976 1452 6,612 PERCENT 12.99 18.15 7.99 3.04 5.96 15.15 14.76 21.96 565 3265 TRIPS 2437 2199 709 477 1108 2433 2961 3423 15,747 PERCENT 15.48 13.96 4.5 3.03 7.04 15.45 18.8 21.74 566 3266 TRIPS 13 8 5 4 6 9 7 8 60 PERCENT 21.67 13.33 8.33 6.67 10 15 11.67 13.33 567 3267 TRIPS 148 76 20 55 77 197 269 182 1,024 PERCENT 14.45 7.42 1.95 5.37 7.52 19.24 26.27 17.77 568 3268 TRIPS 1762 668 121 218 871 2542 2888 2794 11,864 PERCENT 14.85 5.63 1.02 1.84 7.34 21.43 24.34 23.55 569 3269 TRIPS 620 301 12 77 371 1781 1762 1891 6,815 PERCENT 9.1 4.42 0.18 1.13 5.44 26.13 25.85 27.75 570 3270 TRIPS 1578 599 20 173 347 1804 2139 2251 8,911 PERCENT 17.71 6.72 0.22 1.94 3.89 20.24 24 25.26 571 3271 TRIPS 3799 1122 206 493 1044 4305 4163 4698 19,830 PERCENT 19.16 5.66 1.04 2.49 5.26 21.71 20.99 23.69 572 3272 TRIPS 1234 425 181 157 467 1235 1224 1437 6,360 PERCENT 19.4 6.68 2.85 2.47 7.34 19.42 19.25 22.59 573 3273 TRIPS 1456 920 119 189 462 1106 1351 1445 7,048 PERCENT 20.66 13.05 1.69 2.68 6.56 15.69 19.17 20.5 574 3274 TRIPS 987 1017 354 186 420 949 888 1085 5,886 PERCENT 16.77 17.28 6.01 3.16 7.14 16.12 15.09 18.43 575 3275 TRIPS 1231 755 147 155 360 839 1065 1113 5,665 PERCENT 21.73 13.33 2.59 2.74 6.35 14.81 18.8 19.65 576 3276 TRIPS 2244 986 150 80 351 1087 1277 2028 8,203 PERCENT 27.36 12.02 1.83 0.98 4.28 13.25 15.57 24.72 577 3277 TRIPS 1939 550 4 162 225 1607 1419 1647 7,553 PERCENT 25.67 7.28 0.05 2.14 2.98 21.28 18.79 21.81 578 3278 TRIPS 591 181 25 71 37 523 570 480 2,478 B-17 APPENDIX J: Volume Development Worksheets TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and SW 3rd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.91 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 266 1.010 983 1.010 63 1.010 1.010 112 1.010 86 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I I I 269 I 993 I 64 113 I 87 BL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 25 TOTAL "VESTED" TRAFFIC 0 25 0 0 0 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 32 118 8 13 10 NON -PROJECT TRAFFIC 301 1,136 72 126 97 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass -By Net New TOTAL PROJECT TRAFFIC 24.0% 21.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 79 79 69 69 TOTAL TRAFFIC 380 1,205 72 128 97 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and SW 2nd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 132 1.010 951 1.010 146 1.010 1.010 241 1.010 514 1.010 1.010 1.010 1.010 182 1.010 69 1.010 EXISTING CONDITIONS I I I I I I 133 I 961 I 147 I I 243 I 519 I 1 1 I 184 70 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 25 TOTAL "VESTED" TRAFFIC 25 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 16 1.62% 114 1.62% 18 1.62% 1.62% 29 1.62% 62 1.62% 1.62% 1.62% 1.62% 22 1.82 % 8 NON -PROJECT TRAFFIC 149 1,100 165 272 581 1 205 71 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Not Now Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 45.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 148 148 TOTAL TRAFFIC 149 1,248 165 272 581 208 78 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and SW 1st Avenue/Driveway # 1 COUNT DATE: March 24, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SST SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 122 1.000 759 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 591 1.000 294 1,000 EXISTING CONDITIONS I I 1 1 I I 122 I 759 I I I I I 591 I 294 "BACKGROUND TRAFFIC' EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 25 58 TOTAL "VESTED" TRAFFIC 25 58 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 15 1.62% 90 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 70 1.62% 35 NON -PROJECT TRAFFIC 146 874 719 329 I "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 1.0% 6.0% 8.0 % 19.0% 21.0% 29.0% 5.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass -By Net New TOTAL PROJECT TRAFFIC 76 76 63 63 69 69 243 243 16 16 TOTAL TRAFFIC 8 222 937 69 962 345 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and Miami Avenue COUNT DATE: March 24, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 639 1.000 72 1.000 1.000 274 1.000 515 1.000 1.900 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I I I I I 639 I 72 I I 274 I 515 I 1 1 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WET WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 25 56 TOTAL "VESTED" TRAFFIC 25 56 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 76 1.62% 1.62% 1.62% 33 1.62% 61 1.62% 1.62% 1.62% 1.62% 1.62% NON -PROJECT TRAFFIC 724 81 332 632 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 6.0% 22.0% 7.0% 20.0% 1.0% 5.0% 2.0% 5.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass -By Net New TOTAL PROJECT TRAFFIC 122 122 125 125 25 25 33 33 TOTAL TRAFFIC 846 206 357 685 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and Brickell Avenue COUNT DATE: May 11, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.02D 1.020 1.020 4 1.020 39 1.020 43 1.020 1.020 358 1.020 1,266 1.020 248 1.020 1.020 199 1.020 1.113 1.020 161 1.020 EXISTING CONDITIONS I I I I 4 I 40 I 44 I I 365 I 1,291 I 253 I I 203 I 1,135 I 164 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers TOTAL "VESTED" TRAFFIC Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 43 1.62% 154 1.62% 30 1.82% 1.62% 24 1.62% 135 1.62% 20 NON -PROJECT TRAFFIC 4 45 49 408 1,453 283 227 1,270 193 I "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 6.0% 6.0% 3.0% 12.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 50 50 20 20 10 10 100 100 TOTAL TRAFFIC 4 45 49 458 1,473 283 227 1,280 293 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW Bth Street and SW 3rd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 51 1.010 2.252 1.010 183 1.010 1.010 1.010 1.010 1.010 1.010 1.010 138 1.010 340 1.010 1.010 17 1.010 243 1.010 1.010 EXISTING CONDITIONS 52 1 2,275 I 185 I I I l I 139 I 343 I 17 I 245 j "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 26 TOTAL "VESTED" TRAFFIC 26 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 6 1.62% 271 1.62% 22 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 17 1.62% 41 1.62% 1.62% 2 1.62% 29 1.62% NON -PROJECT TRAFFIC 58 2,572 207 156 384 19 274 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 45.0% 24.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 377 377 79 79 TOTAL TRAFFIC 58 2,949 207 156 384 19 353 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and SW 2nd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 273 1.010 2,010 1.010 318 1.010 1.010 1.010 1.010 1.010 1.010 1.010 455 1.010 85 1.010 1.010 130 1.010 157 1.010 1.010 EXISTING CONDITIONS r 276 12,030 I 321 I I I I I I 460 I 66 I I 131 I 159 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 26 TOTAL "VESTED" TRAFFIC 26 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 33 1.62% 242 1.52% 38 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 55 1.62% 10 1.62% 1.62% 16 1.62% 19 1.62% NON -PROJECT TRAFFIC 309 2,298 359 515 96 147 178 "PROJECT D STRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering 45.0% Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WET WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass •By Net New TOTAL PROJECT TRAFFIC 377 377 TOTAL TRAFFIC 309 2,675 359 515 96 147 _j 175 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and SW 1st Avenue COUNT DATE: March 24, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1,747 1.000 477 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 201 1.000 449 1.000 1.000 EXISTING CONDITIONS 1 1 I 1,747 I 477 I I I I I I I I I I 201 I 449 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 26 67 TOTAL "VESTED" TRAFFIC 26 67 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 208 1.82% 57 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 24 1.62% 53 1.62% "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 45.0% 35.0% 8.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR Project Trips Pass -By Net New TOTAL PROJECT TRAFFIC 377 377 293 293 26 26 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 13th Street and Miami Avenue COUNT DATE: March 24, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 223 1.000 1,586 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 578 1.000 67 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 223 I 1,586 < < < < 578 I 87 I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 81 TOTAL "VESTED" TRAFFIC 81 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 27 1.62% 189 1.82% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.82% 69 1.62% 1.62% 1.62% 1.62% 1.62% NON -PROJECT TRAFFIC 250 1,775 728 83 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 10.0% 67.0% 1.0% 3.0% 5.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass By Net New TOTAL PROJECT TRAFFIC 33 33 564 564 25 25 42 42 TOTAL TRAFFIC 283 2,339 753 125 fl TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and Brickell PlazalDriveway#6 COUNT DATE: April 26, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.397 1.010 261 1.010 1.010 tom 1.010 1.010 1.010 1.010 1.010 68 1.010 1.010 4 1.010 4 1.010 1.010 EXISTING CONDITIONS 1,411 I 254 I 1 60 I 4 4 1 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 8 TOTAL "VESTED" TRAFFIC 8 0 0 0 0 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% BACKGROUND TRAFFIC GROWTH 168 31 6 0 0 NON -PROJECT TRAFFIC 1,587 295 77 4 4 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 56.0% 8.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass -By Net New TOTAL PROJECT TRAFFIC 469 469 26 26 4 4 TOTAL TRAFFIC 469 1,613 295 77 4 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and Brickell Avenue COUNT DATE: May 11,2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 516 1.020 683 1.020 213 1.020 1.020 228 1.020 1.020 529 1.020 1.020 1.020 821 1.020 226 1.020 1.020 334 1.020 791 1.020 1,020 EXISTING CONDITIONS 526 I 697 I 217 I I 231 I I 540 I I 837 I 231 I I 341 I 807 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers TOTAL "VESTED" TRAFFIC 8 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 63 1.62% 83 1.62% 26 1.62% 1.62% 28 1.62% 1.62% 64 1.62% 1.62% 1.62% 100 1.62% 28 1.62% 1.62% 41 1.62% 96 1.62% NON -PROJECT TRAFFIC 597 780 243 259 604 937 259 382 903 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 6.0% 3.0% 5.0% 1.0% 2.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Nat New TOTAL PROJECT TRAFFIC 20 20 10 10 42 42 8 7 7 3 3 TOTAL TRAFFIC 617 790 243 259 646 945 259 389 906 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: S Miami Avenue and S 4th Street COUNT DATE: April 27, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 4 1.010 99 1.010 85 1.010 1.010 1.010 1.010 1.010 1.010 24 1.010 58 1.010 492 1.010 1.010 1.010 524 1.010 40 1.010 EXISTING CONDITIONS 4 I 100 I 86 I I 1 I I 24 I 59 I 497 I 529 I 40 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 56 50 TOTAL "VESTED" TRAFFIC 56 58 Years To Bulidout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 12 1.62% 10 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 3 1.62% 7 1.62% 59 1.62% 1.62% 1.62% 63 1.62% NON -PROJECT TRAFFIC 4 112 96 27 66 612 650 45 "PROJECT D STRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 29.0 % 29.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR Protect Trips Pass -By Net New TOTAL PROJECT TRAFFIC 95 95 243 243 TOTAL TRAFFIC 4 112 96 27 66 707 893 45 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: S Miami Avenue and S 6th Street COUNT DATE: March 24, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.9 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 2 1.000 128 1.000 1.000 1.000 465 1.000 132 1.000 1.000 1.000 685 1.000 1.000 EXISTING CONDITIONS 1 I 1 1 I I 2 I 128 I I 465 I 132 I I 685 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 56 TOTAL "VESTED" TRAFFIC 56 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 15 1.62% 1.62% 1.62% 55 1.62% 16 1.62% 1.62% 1.62% 82 1.62% NON -PROJECT TRAFFIC 2 143 576 148 767 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting 4.0% 25.0% 1.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 13 13 82 82 TOTAL TRAFFIC 2 156 658 158 767 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: 5 Miami Avenue and S 9th Street COUNT DATE: April 26, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.9 "EXISTING TRAFFIC" EBU EBL EBT" EBR WBU WBL WBT** WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 15 1.010 29 1.010 1.010 86 1.010 571 1.010 27 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 1 1 1 1 I I 15 I 29 I I 87 1577 I 27 I II II "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 51 TOTAL "VESTED" TRAFFIC 51 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 2 1.62% 3 1.62% 1.62% 10 1.62% 69 1.62% 3 1.62% 1.82% 1.62% 1.62% NON -PROJECT TRAFFIC 17 32 148 646 30 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 8.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 67 67 TOTAL TRAFFIC 17 32 148 713 30 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Brtckell Avenue and SE 5th Street COUNT DATE: May 11, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR Raw Turning Movements Peak Season Correction Factor 1.020 63 1.020 6 1.020 91 1.020 1.020 48 1.020 1.020 56 1.020 1.020 97 1.020 966 1.020 60 1.020 1.020 70 1.020 1,361 1.020 91 1.020 EXISTING CONDITIONS 64 I 8 I 93 49 I 8 I 57 99 I 967 I Si I I 71 I 1,388 I 93 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 8 TOTAL "VESTED" TRAFFIC 9 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 11 1.62% 1.62% 6 1.62% 1.62% 7 1.62% 1.62% 12 1.62% 118 1.82% 7 1.62% 1.62% 1.62% 165 1.82% 11 NON -PROJECT TRAFFIC 72 7 104 55 9 64 246' 1,113 68 79 1,552 104 I "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 6.0% 6.0% 12.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 20 20 20 20 100 100 TOTAL TRAFFIC 92 7 104 55 9 64 246 1,133 68 79 1,862 104 Includes re-routed traffic from SE 61h Street TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Brickell Avenue and SE 6th Street COUNT DATE: May 11, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 25 1.020 1.020 1.020 1.020 1.020 1.020 119 1.020 1,150 1.020 1.020 1.020 1.020 1.467 1.020 23 1.020 EXISTING CONDITIONS I I I 26 I I I I I I 121 I 1,173 I 1,496 I 23 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers TOTAL "VESTED" TRAFFIC Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 3 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 14 1.62% 140 1.82% 1.62% 1.62% 1.62% 178 1,62% 3 NON -PROJECT TRAFFIC 29 0' 1,456' 1,683 26 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 3.0% 6.0% 12.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass• By Net New TOTAL PROJECT TRAFFIC 10 10 20 20 100 100 TOTAL TRAFFIC 39 0' 1,476 1,783 26 ' NBL traffic re.rouled Through SE 51h Street. Traffic was removed from NBL and added to NBT. TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 2 COUNT DATE: January 1, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT* WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 711 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I I I I I 1711 I I I I I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 9 ■ TOTAL "VESTED" TRAFFIC Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.627, 1.62% 85 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 5.0% 13.0% 5.0% 22.0% 15.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 41 41 125 125 72 72 50 50 TOTAL TRAFFIC 41 930 72 F 5� s Eastbound and westbound boffin calculated as Iha average of all traffic approaching from and departing to Ut0 adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 3 COUNT DATE: January 1, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT* WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 711 1.000 1900 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 EXISTING CONDITIONS I I I I I 1 711 1 1 l 1 1 I 1 1 1 1 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 9 TOTAL "VESTED" TRAFFIC 9 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 85 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 18.0% 5.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 150 150 16 16 TOTAL TRAFFIC 955 16 Eastbound and westbound traffic calculated as the avorago of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 4 COUNT DATE: January 1, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT• EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.948 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I 1,948 I 1 1 1 1 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers TOTAL "VESTED" TRAFFIC Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 232 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% NON -PROJECT TRAFFIC 2,180 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 13.0% 67.0% 11.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 109 109 561 561 36 36 ` Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections nn 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 5 COUNT DATE: January 1, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT' EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1,675 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 1 1 I 1,675 I I I I I I I I I 1 1 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 8 TOTAL "VESTED" TRAFFIC 8 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62'h 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 199 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Nat New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 16.0% 56.0% 1.0% 7.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 134 134 472 472 23 23 " Eastbound end westbound traffic calculated as the average of all tragic approaching from and dspaning to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 7 COUNT DATE: January 1, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.9 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT` NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 691 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I I I I I I 691 I I I _l_ "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers 56 TOTAL "VESTED" TRAFFIC 56 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.82% 1.82% 1.82% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 82 1.62% 1.62% 1.62% 1.62% 1.62% "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 1.0% 25.0% 8.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 90 90 68 68 ` Northbound tragic calculated as the average of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 8 COUNT DATE: January 1, 2011 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.9 "EXISTING TRAFFIC" EBU EBL EBT* EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 132 1.000 1.000 1.000 1.000 144 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I 1132 I I I 1144 I I I I 1 I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Premiere Towers TOTAL "VESTED" TRAFFIC Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 16 1.62% 1.62% 1.62% 1.62% 17 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 1.0% 4.0% 14.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 13 13 46 46 TOTAL TRAFFIC 148 8 161 13 46 * Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and SW 3rd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 510 1.010 1,299 1.010 222 1.010 1.010 183 1.010 196 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I I 515 11.312 I 224 I I 185 I 198 I III I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 29 234 1101 Brickell The Beacon 888 Brickell Premiere Towers 26 Brickell Station 13 TOTAL "VESTED" TRAFFIC 29 273 0 0 0 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 61 156 27 22 24 NON -PROJECT TRAFFIC 605 1,741 251 207 222 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 24.0% 21.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 284 249 TOTAL PROJECT TRAFFIC 284 249 0 0 0 TOTAL TRAFFIC 829 1,990 251 207 222 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and SW 2nd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.88 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 165 1.010 1.550 1.010 110 1.010 1.010 265 1.010 275 1.010 1.010 1.010 1.010 364 1.010 177 1.010 EXISTING CONDITIONS I I I I 167 11,566 I 111 I I 268 I 278 I I I I 368 I 179 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NET NBR SBU SBL SBT SBR 600 Brickell 263 1101 Brickell The Beacon 888 Brickell Premiere Towers 26 Brickell Station 13 TOTAL "VESTED" TRAFFIC 0 302 0 0 0 0 0 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 20 186 13 32 33 44 21 NON -PROJECT TRAFFIC 187 2,054 124 300 311 412 200 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 45.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass • By Trips Net New 533 TOTAL PROJECT TRAFFIC 0 533 0 0 0 0 0 TOTAL TRAFFIC 187 2,587 124 300 311 412 200 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and SW 1st Avenue COUNT DATE: March 24, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 197 1.000 1,048 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 626 1.000 277 1.000 EXISTING CONDITIONS 1 I I 197 I 1,048 1 626 I 277 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU 58L SBT 58R 600 Brickell 29 263 1101 Brickell The Beacon 888 Brickell Premiere Towers 7 26 49 Brickell Station 7 6 TOTAL "VESTED" TRAFFIC 36 296 49 6 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 23 125 75 33 NON -PROJECT TRAFFIC 256 1,469 750 316 I "PROJECT D STRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 5.0% 5.0% 8.0 % 43.0% 1.0% 29.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 41 136 509 12 238 12 TOTAL PROJECT TRAFFIC 41 136 509 12 238 12 TOTAL TRAFFIC 41 392 1,978 12 988 328 I TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and Miami Avenue COUNT DATE: March 24, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.o00 1.000 1.000 979 1.000 109 1.000 1.000 408 1.000 493 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 979 I 109 I I408I493I I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 292 76 1101 Brickell The Beacon 888 Brickell 35 Premiere Touters 7 26 60 Brickell Station 7 7 TOTAL "VESTED" TRAFFIC 306 0 26 178 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% "1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 117 13 49 59 NON -PROJECT TRAFFIC 1,402 122 483 730 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 5,0% 35.0% 6.0% 23.0% 5.0% 16.0% 18.0% 6.0 % EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass -By Trips Net New 456 321 230 219 TOTAL PROJECT TRAFFIC 456 321 230 219 TOTAL TRAFFIC 1,858 443 713 949 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 7th Street and Brickell Avenue COUNT DATE: May 11, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 1.020 1.020 65 1.020 224 1.020 97 1.020 1.020 502 1.020 1,157 1.020 11 1.020 1.020 22 1.020 1,237 1.020 355 1.020 EXISTING CONDITIONS I I I I I I 66 I 22a I gg I I 512 11,180 I 11 I I 22 11,262 I 362 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR 600 Brickell 48 10 117 10 1101 Brickell 53 70 The Beacon 6 888 Brickell 9 Premiere Towers 9 7 Brickell Station 15 3 7 TOTAL "VESTED" TRAFFIC 0 0 0 48 95 0 0 199 24 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 8 27 12 61 140 1 3 150 43 NON -PROJECT TRAFFIC 74 255 111 621 1,415 12 25 1,611 429 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 6.0 % 12.0% 0.0% 11.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass -By Trips Net New 49 142 0 90 TOTAL PROJECT TRAFFIC 0 0 0 49 142 0 0 0 90 TOTAL TRAFFIC 74 255 111 670 1,557 12 25 1,611 519 I ra� TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and SW 3rd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.98 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 115 1.010 1,455 1.010 65 1.010 1.010 1.010 1.010 1.010 1.010 1.010 245 1.010 189 1.010 1.010 28 1.010 498 1.010 1.010 EXISTING CONDITIONS 1116 I 1,470 I 66 I 1 1 1 1 I I 247 I 191 I I 28 1 501 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 85 29 1101 Brickell 35 The Beacon 42 888 Brickell 6 Premiere Towers 21 Brickell Station 18 TOTAL "VESTED" TRAFFIC 0 207 0 0 0 0 29 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% BACKGROUND TRAFFIC GROWTH 14 175 8 29 23 3 60 NON -PROJECT TRAFFIC 130 1,852 74 276 214 31 590 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 45.0% 24.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass -By Trips Net New 369 284 TOTAL PROJECT TRAFFIC 0 369 0 0 0 0 284 TOTAL TRAFFIC 130 2,221 74 276 214 31 874 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and SW 2nd Avenue COUNT DATE: April 26, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 177 1.010 1,172 1.010 302 1.010 1.010 1.010 1.010 1.010 1.010 1.010 364 1.010 70 1.010 1.010 171 1.010 388 1.010 1.010 EXISTING CONDITIONS I 179 I 1,184 1 305 I 1 J 1 1 1 368 J 71 1 1 173 I 392 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 85 1101 Brickell 35 The Beacon 42 888 Brickell 6 Premiere Towers 21 Brickell Station 18 TOTAL "VESTED" TRAFFIC 0 207 0 0 0 0 0 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 21 141 36 44 8 21 47 NON -PROJECT TRAFFIC 200 1,532 341 412 79 194 439 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 45.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Tripe Net New 369 TOTAL PROJECT TRAFFIC 0 369 0 0 0 0 0 TOTAL TRAFFIC 200 1,901 341 412 79 194 439 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and SW 1st Avenue COUNT DATE: March 24, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1,011 1.000 330 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 134 1.000 690 1.000 1.000 EXISTING CONDITIONS I I 1.011 I 330 I I I I I I 134 I 690 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 85 29 1101 Brickell 35 The Beacon 42 888 Brickell 6 Premiere Towers 21 56 Brickell Station 18 TOTAL "VESTED" TRAFFIC 186 21 0 85 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.82% 1.82% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 120 39 16 82 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting 45.0% 34.0 % 8.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 369 279 95 _ TOTAL PROJECT TRAFFIC 309 0 279 95 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and Miami Avenue COUNT DATE: March 24, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 277 921 664 49 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I 277 I 921 I 1 1 1 1 1 I 664 I 49 I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 66 19 10 1101 Brickell 35 The Beacon 42 2 888 Brickell 6 35 Premiere Towers 86 9 Brickell Station 7 11 TOTAL "VESTED" TRAFFIC 73 113 131 11 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 33 110 79 6 NON -PROJECT TRAFFIC 383 1,144 874 66 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting 20.0% 22.0% 24.0% 3.0% 3.0% 5.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 424 233 25 41 TOTAL PROJECT TRAFFIC 424 233 25 41 TOTAL TRAFFIC 807 1,377 899 107 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and Brickell Plaza/Driveway#6 COUNT DATE: April 26, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.85 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 731 1.010 186 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 95 1.010 1.010 1.010 36 1.010 1.010 EXISTING CONDITIONS 1 735 I 157 I I I I I I I I 96 I 11 I 35 I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU 5BL SBT 5BR 600 Brickell 19 1101 Brickell 35 The Beacon 17 13 888 Brickell 6 Premiere Towers 9 Brickell Station 11 TOTAL "VESTED" TRAFFIC 97 13 0 0 0 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 88 22 11 0 4 NON -PROJECT TRAFFIC 923 222 107 1 40 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 9.0% 8.0% 10.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 74 95 118 TOTAL PROJECT TRAFFIC 74 95 0 0 115 0 TOTAL TRAFFIC 74 1,018 222 107 119 40 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: SW 8th Street and Brickell Avenue COUNT DATE: May 11, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 253 1.020 434 1.020 191 1.020 1.020 269 1.020 1.020 502 1.020 1.020 1.020 891 1.020 185 1,020 1.020 303 1.020 1,031 1.020 1.020 EXISTING CONDITIONS I 258 I 443 I 195 I I 274 I I 512 I I I 909 I 169 I 309 I 1,052 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 19 39 117 1101 Brickell 17 18 16 37 35 35 The Beacon 6 9 888 Brickell 6 2 37 6 9 Premiere Towers 9 Brickell Station 11 4 3 TOTAL "VESTED" TRAFFIC 47 17 33 2 16 117 6 35 164 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7_I 7 1.62% 1,62% Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 31 53 23 33 61 108 23 37 125 NON -PROJECT TRAFFIC 336 513 251 309 589 1,134 218 381 1,341 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 12.0 % 5.0% 1.0% 5.0% 1.0% 0.0% 0.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 142 59 12 41 8 0 0 TOTAL PROJECT TRAFFIC 142 59 12 0 41 8 0 0 0 TOTAL TRAFFIC 478 572 263 309 630 1,142 218 381 1,341 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: S Miami Avenue and S 4th Street COUNT DATE; April 27, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WET WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 9 1.010 84 1.010 62 1.010 1.010 1.010 1.010 7 1.010 1.010 62 1.010 52 1.010 529 1.010 1.010 1.010 664 1.010 95 1.010 EXISTING CONDITIONS I 9 I 65 I 63 I I I I I I 63 I 53 I 534 I I 1 I 671 I 96 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Bricks!! 29 1101 Brickell The Beacon 888 Brickell 35 Premiere Towers 60 49 Brlckell Station TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 124 0 49 0 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 1 8 8 0 1 8 6 64 0 80 11 NON -PROJECT TRAFFIC 10 73 71 8 71 59 722 1 800 107 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 29.0% 29,0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 343 238 TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 343 0 238 0 TOTAL TRAFFIC 10 73 71 8 71 59 1,065 1 1,038 107 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: S Miami Avenue and S 6th Street COUNT DATE: March 24, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 2 1.000 139 1.000 1.000 1.000 555 1.000 102 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 1 1 3 1 1 1 I 2 I 139 I I 1 I 555 I 102 I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 29 76 1101 Brickell The Beacon 888 Brickell 35 Premiere Towers 60 Brickell Station 7 TOTAL "VESTED" TRAFFIC 0 0 29 0 95 83 Years To Bu(Idout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.82% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 0 0 17 0 66 12 NON -PROJECT TRAFFIC 3 2 185 1 716 197 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 0.0% 29.0% 3.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 0 343 25 TOTAL PROJECT TRAFFIC 0 0 0 0 343 25 TOTAL TRAFFIC 3 2 185 1 1,059 222 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: S Miami Avenue and S 9th Street COUNT DATE: April 26, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 31 1.010 135 1.010 1.010 114 1.010 617 1.010 25 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 1 1 1 I 1 I I 31 I 136 I I 115 I 623 I 25 I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 19 1101 Brickell The Beacon 12 2 888 Brickell 35 Premiere Towers 43 Brickell Station TOTAL "VESTED" TRAFFIC 12 0 43 47 0 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.52% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 4 16 14 74 3 NON -PROJECT TRAFFIC 47 152 172 744 28 , "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" 8.0% BT NBR SBU SBL SBT SBR Project Pass • By Trips Net New 66 TOTAL PROJECT TRAFFIC 0 0 0 66 0 TOTAL TRAFFIC 47 152 172 810 26 I --__I TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Brickell Avenue and SE 5th Street COUNT DATE: May 11, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.86 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 55 1.020 2 1.020 76 1.020 1.020 65 1.020 15 1.020 47 1.020 1.020 52 1.020 1.073 1.020 56 1.020 1.020 73 1.020 1.380 142 1.020 1.020 EXISTING CONDITIONS I 56 I 2 I 78 I I 88 I 15 I 48 I I 53 I 1,094 I 57 I I 74 I 1,408 I 145 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 146 58 1101 Brickell 53 70 The Beacon 8 888 Brickell 0 Premiere Towers 9 7 Brickell Station 10 10 15 15 TOTAL "VESTED" TRAFFIC 10 0 10 0 0 0 15 216 0 0 144 15 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.82% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 7 0 9 8 2 6 6 130 7 9 168 17 NON -PROJECT TRAFFIC 73 2 97 74 17 54 207' 1,440 64 83 1,720 177 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 0.0 % 12.0% 12.0 % EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass • By Trips Net New 0 142 96 TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 142 0 o sa 0 TOTAL. TRAFFIC 73 2 07 74 17 54 207 1,582 84 83 1,818 f 177 • Includes re-routed traffic from SE 61h Street TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Brickell Avenue and SE 6th Street COUNT DATE: May 11, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.020 1.020 1.020 32 1.020 1.020 1.020 1.020 1.020 1.020 108 1.020 1,112 1.020 1.020 1.020 1.020 1,454 1.020 41 1.020 EXISTING CONDITIONS I 1 e 1 1 33 1 I 1 I I 1 110 1 1,134 1 1 1,483 I 42 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 146 117 10 10 46 1101 Brickell 53 70 The Beacon a 888 Brickell 9 Premiere Towers 9 7 Brickell Station 15 10 TOTAL "VESTED" TRAFFIC 146 117 10 85 106 48 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 1 4 13 135 177 5 NON -PROJECT TRAFFIC 155 154 0• 1,487' 1,766 95 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 0.0% 12.0% 11.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass -By Trips Net New 0 142 90 a TOTAL PROJECT TRAFFIC 0 0 0 142 90 8 TOTAL TRAFFIC 155 154 0' 1,629 1,856 103 • NBL traffic re.rouled through SE5lh Street. Traffic was removed from NBL and added to NBT. TRAFFIC VOLUMES AT STUDY I NTERSECTIONS INTERSECTION: Driveway # 2 COUNT DATE: January 1, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT* WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.102 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I I I I I 1 1.102 1 I I I I l l I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 292 1101 Brickell The Beacon 888 Brickell Premiere Towers 7 Brickell Station 7 TOTAL "VESTED" TRAFFIC 306 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 131 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 6.0% 11.0% 31.0% 16.0% 11.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 49 467 189 131 TOTAL PROJECT TRAFFIC 49 497 189 131 TOTAL TRAFFIC 49 1,996 189 131 Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 3 COUNT DATE: January 1, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT• WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1,102 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I I I I I 11ao2 I I I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 292 1101 Brickell The Beacon 888 Brickell Premiere Towers 7 Brickell Station 7 TOTAL "VESTED" TRAFFIC 306 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate BACKGROUND TRAFFIC GROWTH 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 131 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% "PROJECT D STRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 17.0% 31.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC 139 139 367 367 ` Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 4 COUNT DATE: January 1, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT• EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.198 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 11,198 I 1 1 1 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 85 1101 Brickell 35 The Beacon 42 888 Brickell 6 Premiere Towers Brickell Station 18 TOTAL "VESTED" TRAFFIC 186 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 143 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 35.0% 44.0% 25.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass -By Tripe Net New 287 361 296 TOTAL PROJECT TRAFFIC 287 361 296 * Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 5 COUNT DATE: January 1, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.85 "EXISTING TRAFFIC" EBU EBL EBT` EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 970 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I 1970 I I I I I I I I I I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 19 1101 Brickell 35 The Beacon 44 888 Brickell 6 Premiere Towers 9 Brickell Station 11 TOTAL "VESTED" TRAFFIC 124 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 115 NON -PROJECT TRAFFIC 1,209 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECTTRAFFIC" LAND USE TYPE 20.0% 9.0% 3.0% 5.0 % EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 164 110 59 TOTAL PROJECT TRAFFIC 164 110 59 ` Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 7 COUNT DATE: January 1, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT* NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 1.00D 1.000 1.000 1.000 1.000 1.000 1.000 1.000 763 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 1 1 1 1 I 1 1 1 1 I 763 I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 78 1101 Brickell The Beacon 2 688 Brickell 35 Premiere Towers 60 Brickell Station 7 TOTAL "VESTED" TRAFFIC 180 Years To Buildout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 91 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" SE TYPE 3.0% 29.0% 21.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 368 172 TOTAL PROJECT TRAFFIC 366 172 i Norlhbound traffic calculated as the average of all Traffic approaching from and departing to the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway # 8 COUNT DATE: January 1, 2011 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT' EBR WBU WBL WBT' WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements Peak Season Correction Factor 1.000 1.000 102 1.000 1.000 1.000 1.000 167 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS I I 1102 I I I 1167 I I I I I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 600 Brickell 263 58 1101 Brickell The Beacon 12 888 Brickell Premiere Towers Brickell Station 7 TOTAL "VESTED" TRAFFIC 270 70 Years To Bulldout 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 Yearly Growth Rate 1.62% 1.62% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.82% 1.62% 1.62% 1.62% 1.62% 1.62% 1.62% BACKGROUND TRAFFIC GROWTH 12 20 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Net New Distribution Entering Exiting Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE 3.0 % 1.0% 0.0 % 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass • By Trips Net New 25 8 0 12 TOTAL PROJECT TRAFFIC 0 25 8 0 12 TOTAL TRAFFIC 384 25 8 257 12 * Eastbound and westbound traffic calculated as the average of all traffic approaching from and departing to the adjacent intersections APPENDIX K: Future Background Conditions Analysis Timings 2018 Future Background Conditions - AM PEAK 1: SW 7th Street & SW 3rd Avenue 4- 4t I Lane Group WBT NBL NBT Lane Configurations 4f1r Volume (vph) 1136 126 97 Turn Type Perm Protected Phases 6 8 Permitted Phases 8 Detector Phases 6 8 8 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 25.0 22.0 22.0 Total Split (s) 68.0 42.0 42.0 Total Split (%) 61.8% 38.2% 38.2% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 33 (30%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated es: 1: SW 7th Street & SW 3rd Avenue ' `` m8 m6 KAFTL_TPT0\043400000-Brickell-CitiCentre\Calcs\Synchro_\AM_2018 F_uture_Background Cond tions.sy7 Kimley Horn and Associates r) HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 1: SW 7th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4'"ti 1 4i Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.99 1.00 1.00 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 4999 1770 1863 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 4999 1770 1863 Volume (vph) 0 0 0 301 1136 72 126 97 0 0 0 0 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 338 1276 81 142 109 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1693 0 142 109 0 0 0 0 Turn Type .Perm Perm Protected Phases 6 8 Permitted Phases 6 8 Actuated Green, G (s) 90.0 12.0 12.0 Effective Green, g (s) 90.0 12.0 12.0 Actuated g/C Ratio 0.82 0.11 0.11 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 4090 193 203 v/s Ratio Prot 0.06 v/s Ratio Perm 0.34 c0.08 v/c Ratio 0.41 0.74 0.54 Uniform Delay, di 2.7 47.5 46.4 Progression Factor 0.58 1.28 1.30 Incremental Delay, d2 0.3 11.2 1.3 Delay (s) 1.9 71.9 61.4 Level of Service A E E Approach Delay (s) 0.0 1.9 67.3 0.0 Approach LOS A A E A Intersection Summary HCM Average Control Delay 10.3 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 114.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro_\AM_2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 2: SW 7th Street & SW 2nd Avenue Lane Group WBT NBL NBT SBT Lane Configurations 44' 1'+ f Volume (vph) 1100 272 581 206 Turn Type pm+pt Protected Phases 6 3 8 4 Permitted Phases 8 Detector Phases 6 3 8 4 Minimum Initial (s) 7.0 5.0 7.0 7.0 Minimum Split (s) 25.5 8.5 19.5 19.5 Total Split (s) 52.0 33.0 58.0 25.0 Total Split (%) 47.3% 30.0% 52.7% 22.7% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 53 (48%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 2: SW 7th Street & SW 2nd Avenue • 03 'Jr m4 t 013 V m6 K\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 2: SW 7th Street & SW 2nd Avenue 'fir c '- "- t P ' 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4j 1 444. Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.95 0.95 Frt 0.98 1.00 1.00 0.96 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 4970 1770 3539 3393 Flt Permitted 0.99 0.25 1.00 1.00 Satd. Flow (perm) 4970 460 3539 3393 Volume (vph) 0 0 0 149 1100 165 272 581 0 0 206 78 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 169 1250 188 309 660 0 0 234 89 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 0 0 39 0 Lane Group Flow (vph) 0 0 0 0 1596 0 309 660 0 0 284 0 Turn Type Perm pm+pt Protected Phases 6 3 8 4 Permitted Phases 6 8 Actuated Green, G (s) 65.2 36.8 36.8 12.2 Effective Green, g (s) 65.2 36.8 36.8 12.2 Actuated g/C Ratio 0.59 0.33 0.33 0.11 Clearance Time (s) 4.0 3.0 4.0 4.0 Vehicle Extension (s) 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 2946 399 1184 376 v/s Ratio Prot c0.14 0.19 0.08 v/s Ratio Perm 0.32 c0.11 v/c Ratio 0.54 0.77 0.56 0.76 Uniform Delay, d1 13.4 30.1 29.9 47.4 Progression Factor 1.18 0.92 0.92 1.00 Incremental Delay, d2 0.7 5.2 0.2 7.5 Delay (s) 16.6 33.0 27.6 54.9 Level of Service B C C D Approach Delay (s) 0.0 16.6 29.3 54.9 Approach LOS A B C D Intersection Summary HCM Average Control Delay 25.1 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K \FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 3: SW 7th Street & SW 1st Avenue Lane Group WBT SWL SWR Lane Configurations 4++ me rr Volume (vph) 874 719 329 Turn Type Perm Protected Phases 2 8 Permitted Phases 8 Detector Phases 2 8 8 Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 21.0 21.0 21.0 Total Split (s) 50.0 60.0 60.0 Total Split (%) 45.5% 54.5% 54.5% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 70 (64%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 3: SW 7th Street & SW 1st Avenue � m2 1 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 3: SW 7th Street & SW 1st Avenue Movement 4\ r i 4/ EBL EBT EBR WBL WBT WBR NBL NBR SWL SWR Lane Configurations 4' Y ? Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.97 0.91 Frt 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 5049 3432 1441 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 5049 3432 1441 Volume (vph) 0 0 0 146 874 0 0 0 719 329 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 152 910 0 0 0 749 343 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1062 0 0 0 769 323 Turn Type Perm Perm Protected Phases 2 8 Permitted Phases 2 8 Actuated Green, G (s) 72.4 26.6 26.6 Effective Green, g (s) 74.4 27.6 27.6 Actuated g/C Ratio 0.68 0.25 0.25 Clearance Time (s) 6.0 5.0 5.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3415 861 362 v/s Ratio Prot 0.22 v/s Ratio Perm 0.21 c0.22 v/c Ratio 0.31 0.89 0.89 Uniform Delay, d1 7.3 39.8 39.8 Progression Factor 0.63 1.00 1.00 Incremental Delay, d2 0.2 11.3 22.5 Delay (s) 4.7 51.1 62.3 Level of Service A D E Approach Delay (s) 0.0 4.7 0.0 54.4 Approach LOS A A A D Intersection Summary HCM Average Control Delay 29.9 HCM Level of Service C HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group KAFTL_T-P-T-0\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue 4-- I Lane Group WBT NBL NBT Lane Configurations +' i 4+ Volume (vph) 724 332 632 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 51.4 58.6 58.6 Total Split (%) 46.7% 53.3% 53.3% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 29 (26%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue 'I 02 I 4- 04 I K\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates O HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +ft+ ill 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.98 1.00 1.00 Flt Protected 1.00 0.95 1.00 Satd. Flow (prot) 5009 1610 3388 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm) 5009 1610 3388 Volume (vph) 0 0 0 0 724 81 332 632 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 762 85 349 665 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 18 0 26 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 829 0 315 673 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 19.5 82.5 82.5 Effective Green, g (s) 19.5 82.5 82.5 Actuated g/C Ratio 0.18 0.75 0.75 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 888 1208 2541 v/s Ratio Prot c0.17 v/s Ratio Perm 0.20 0.20 v/c Ratio 0.93 0.26 0.26 Uniform Delay, d1 44.6 4.3 4.3 Progression Factor 1.00 1.33 1.25 Incremental Delay, d2 16.1 0.5 0.2 Delay (s) 60.8 6.2 5.6 Level of Service E A A Approach Delay (s) 0.0 60.8 5.8 0.0 Approach LOS A E A A Intersection Summary HCM Average Control Delay 30.8 HCM Level of Service C HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group KAF_T_LTP_TO\043400000 Brickell_CitiCentr_e_\Gales\Synchro\AM2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 5: SW 7th Street & Brickell Avenue I Lane Group WBT NBL NBT SBL SBT SBR Lane Configurations 4+ vivi +++ " ++ r Volume (vph) 45 408 1453 227 1270 193 Turn Type Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 2 Detector Phases 4 1 6 5 2 2 Minimum Initial (s) 7.0 5.0 16.0 5.0 16.0 16.0 Minimum Split (s) 34.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 34.0 25.0 57.0 29.0 61.0 61.0 Total Split (%) 28.3% 20.8% 47.5% 24.2% 50.8% 50.8% Yellow Time (s) 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 86 (72%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 5: SW 7th Street & Brickell Avenue 01 4 02 05 06 v! 04 emmosamiw I ) K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 5: SW 7th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 '111 flut 'I 11+ lc Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 0.91 1.00 0.95 1.00 Frt 0.93 1.00 0.98 1.00 1.00 0.85 Fit Protected 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3267 3433 4961 1770 3539 1583 Flt Permitted 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3267 3433 4961 1770 3539 1583 Volume (vph) 0 0 0 4 45 49 408 1453 283 227 1270 193 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 4 48 52 434 1546 301 241 1351 205 RTOR Reduction (vph) 0 0 0 0 48 0 0 15 0 0 0 60 Lane Group Flow (vph) 0 0 0 0 56 0 434 1832 0 241 1351 145 Turn Type Perm Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 7.8 20.2 78.0 21.2 79.0 79.0 Effective Green, g (s) 8.8 19.2 79.0 20.2 80.0 80.0 Actuated g/C Ratio 0.07 0.16 0.66 0.17 0.67 0.67 Clearance Time (s) 5.0 3.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 240 549 3266 298 2359 1055 v/s Ratio Prot 0.13 0.37 c0.14 c0.38 v/s Ratio Perm 0.02 0.09 v/c Ratio 0.23 0.79 0.56 0.81 0.57 0.14 Uniform Delay, d1 52.4 48.5 11.1 48.0 10.8 7.3 Progression Factor 1.00 1.00 1.00 0.84 1.64 3.23 Incremental Delay, d2 0.5 7.6 0.7 13.9 0.9 0.3 Delay (s) 52.9 56.1 11.8 54.4 18.6 24.0 Level of Service D E B D B C Approach Delay (s) 0.0 52.9 20.2 24.0 Approach LOS A D C C Intersection Summary HCM Average Control Delay 22.7 HCM Level of Service C HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 6: SW 8th Street & SW 3rd Avenue Lane Group EBT EBR NBT NBR SBL SBT Lane Configurations 4++ j" 4 + Volume (vph) 2572 207 156 384 19 274 Turn Type Free Perm Perm Protected Phases 2 4 4 Permitted Phases Free 4 4 Detector Phases 2 4 4 4 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 18.0 18.0 18.0 18.0 Total Split (s) 70.0 0.0 40.0 40.0 40.0 40.0 Total Split (%) 63.6% 0.0% 36.4% 36.4% 36.4% 36.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 Ali -Red Time (s) 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 47 (43%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 6: SW 8th Street & SW 3rd Avenue 02 1111111111111111111111111111 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 6: SW 8th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+++ r + r I 4' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5080 1583 1863 1583 1770 1863 Fit Permitted 1.00 1.00 1.00 1.00 0.58 1.00 Satd. Flow (perm) 5080 1583 1863 1583 1077 1863 Volume (vph) 58 2572 207 0 0 0 0 156 384 19 274 0 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 59 2624 211 0 0 0 0 159 392 19 280 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 1 0 0 0 Lane Group Flow (vph) 0 2683 211 0 0 0 0 159 391 19 280 0 Turn Type Perm Free Perm Perm Protected Phases 2 4 4 Permitted Phases 2 Free 4 4 Actuated Green, G (s) 71.2 110.0 30.8 30.8 30.8 30.8 Effective Green, g (s) 71.2 110.0 30.8 30.8 30.8 30.8 Actuated g/C Ratio 0.65 1.00 0.28 0.28 0.28 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 3288 1583 522 443 302 522 v/s Ratio Prot 0.09 0.15 v/s Ratio Perm 0.53 0.13 c0.25 0.02 v/c Ratio 0.82 0.13 0.30 0.88 0.06 0.54 Uniform Delay, d1 14.5 0.0 31.2 37.9 29.0 33.6 Progression Factor 1.00 1.00 1.00 1.00 1.01 0.96 Incremental Delay, d2 2.4 0.2 0.2 18.1 0.1 0.8 Delay (s) 16.9 0.2 31.4 56.0 29.3 33.1 Level of Service B A C E C C Approach Delay (s) 15.6 0.0 48.9 32.9 Approach LOS B A D C Intersection Summary HCM Average Control Delay 21.9 HCM Level of Service C HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\F_TL__TP_TO\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates 0 Timings 2018 Future Background Conditions - AM PEAK 7: SW 8th Street & SW 2nd Avenue I Lane Group EBT NBT SBL SBT Lane Configurations 4 44' Volume (vph) 2298 515 147 178 Turn Type pm+pt Protected Phases 4 2 1 6 Permitted Phases 6 Detector Phases 4 2 1 6 Minimum Initial (s) 7.0 4.0 5.0 4.0 Minimum Split (s) 21.0 16.0 8.0 16.0 Total Split (s) 77.0 25.0 8.0 33.0 Total Split (%) 70.0% 22.7% 7.3% 30.0% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 106 (96%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Splits and Phases: 7: SW 8th Street & SW 2nd Avenue 01 t 02 —II" 04 6 K:\FTL_TPT0\043400000-Brickell CitiCentre\Gales\Synchro\AM2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 7: SW 8th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 411+ 414 444 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 Frt 0.98 0.98 1.00 Flt Protected 0.99 1.00 0.98 Satd. Flow (prot) 4802 3456 3461 Flt Permitted 0.99 1.00 0.57 Satd. Flow (perm) 4802 3456 2001 Volume (vph) 309 2298 359 0 0 0 0 515 96 147 178 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 332 2471 386 0 0 0 0 554 103 158 191 0 RTOR Reduction (vph) 0 15 0 0 0 0 0 13 0 0 0 0 Lane Group Flow (vph) 0 3174 0 0 0 0 0 644 0 0 349 0 Parking (#/hr) 0 0 0 Turn Type Perm pm+pt Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G (s) 75.4 26.6 26.6 Effective Green, g (s) 75.4 26.6 26.6 Actuated g/C Ratio 0.69 0.24 0.24 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3292 836 484 v/s Ratio Prot c0.19 v/s Ratio Perm 0.66 0.17 v/c Ratio 0.96 0.77 2.19d1 Uniform Delay, d1 16.0 38.9 38.3 Progression Factor 1.48 1.00 1.06 Incremental Delay, d2 6.3 4.0 3.3 Delay (s) 30.1 42.9 44.0 Level of Service C D D Approach Delay (s) 30.1 0.0 42.9 44.0 Approach LOS C A D D Intersection Summary HCM Average Control Delay 33.2 HCM Level of Service C HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group I K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 8: SW 8th Street & SW 1st Avenue Lane Group --MP ilr EBT SBT Lane Configurations 4'1I 4+ Volume (vph) 1955 569 Turn Type Protected Phases 2 4 Permitted Phases Detector Phases 2 4 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 21.0 21.0 Total Split (s) 73.0 37.0 Total Split (%) 66.4% 33.6% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 54 (49%), Referenced to phase 2:EBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 8: SW 8th Street & SW 1st Avenue —I. 02 IMIIIIIIIIIIIII i K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 8: SW 8th Street & SW 1st Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +ft+ 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.97 1.00 Flt Protected 1.00 0.99 Satd. Flow (prot) 4915 3490 Flt Permitted 1.00 0.99 Satd. Flow (perm) 4915 3490 Volume (vph) 0 1955 560 0 0 0 0 0 0 225 569 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 2102 602 0 0 0 0 0 0 242 612 0 RTOR Reduction (vph) 0 25 0 0 0 0 0 0 0 0 8 0 Lane Group Flow (vph) 0 2679 0 0 0 0 0 0 0 0 846 0 Turn Type Perm Protected Phases 2 4 Permitted Phases 4 Actuated Green, G (s) 70.8 29.2 Effective Green, g (s) 71.8 30.2 Actuated g/C Ratio 0.65 0.27 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 3208 958 v/s Ratio Prot c0.55 v/s Ratio Perm 0.24 v/c Ratio 0.84 0.88 Uniform Delay, d1 14.6 38.2 Progression Factor 1.60 0.47 Incremental Delay, d2 1.0 5.8 Delay (s) 24.3 23.9 Level of Service C C Approach Delay (s) 24.3 0.0 0.0 23.9 Approach LOS C A A C Intersection Summary HCM Average Control Delay 24.2 HCM Level of Service C HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\F_T_L_TP_TO\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 9: SW 8th Street & S Miami Avenue t Lane Group EBT NBT Lane Configurations Of 11) Volume (vph) 1775 728 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 19.0 21.0 Total Split (s) 71.0 39.0 Total Split (%) 64.5% 35.5% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary 2018 Future Background Conditions - AM PEAK Cycle Length: 110 Actuated Cycle Length: 110 Offset: 93 (85%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: t 02 9: SW 8th Street & S Miami Avenue ''" 04 K:\FT-L_TPTO\043400000-Brickell Citi-Centre\Calcs\Synchro\AM2018-_Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 9: SW 8th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4iff +ft) Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.91 Frt 1.00 0.98 Flt Protected 0.99 1.00 Satd. Flow (prot) 5054 5007 Flt Permitted 0.99 1.00 Satd. Flow (perm) 5054 5007 Volume (vph) 250 1775 0 0 0 0 0 728 83 0 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 258 1830 0 0 0 0 0 751 86 0 0 0 RTOR Reduction (vph) 0 23 0 0 0 0 0 10 0 0 0 0 Lane Group Flow (vph) 0 2065 0 0 0 0 0 827 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 4 Actuated Green, G (s) 49.9 50.1 Effective Green, g (s) 50.9 51.1 Actuated g/C Ratio 0.46 0.46 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 2339 2326 v/s Ratio Prot c0.17 v/s Ratio Perm 0.41 v/c Ratio 0.88 0.36 Uniform Delay, d1 26.8 18.9 Progression Factor 1.59 1.00 Incremental Delay, d2 2.2 0.4 Delay (s) 44.9 19.3 Level of Service D B Approach Delay (s) 44.9 0.0 19.3 0.0 Approach LOS D A B A Intersection Summary HCM Average Control Delay 37.6 HCM Level of Service D HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future_ Background Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 10: SW 8th Street & Brickell Plaza Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 1058 295 0 0 0 0 0 77 4 4 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 0 1245 347 0 0 0 0 0 91 5 5 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 199 452 pX, platoon unblocked vC, conflicting volume 0 1592 1421 1418 796 713 1592 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 1592 1421 1418 796 713 1592 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free 1% 100 100 100 100 73 98 96 100 cM capacity (veh/h) 1622 408 93 136 330 231 106 1084 Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total 830 762 91 9 Volume Left 0 0 0 5 Volume Right 0 347 91 0 cSH 1700 1700 330 146 Volume to Capacity 0.49 0.45 0.27 0.06 Queue Length 95th (ft) 0 0 27 5 Control Delay (s) 0.0 0.0 20.0 31.4 Lane LOS C D Approach Delay (s) 0.0 20.0 31.4 Approach LOS C D Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 56.8% ICU Level of Service B Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018=Future Background Conditions .sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 11: SW 8th Street & Brickell Avenue Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Configurations +.4 'l r f 4► 'i 114 Volume (vph) 597 780 259 0 604 937 382 903 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Detector Phases 8 8 4 4 4 6 5 2 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 12.0 12.0 12.0 32.0 9.0 32.0 Total Split (s) 43.0 43.0 27.0 27.0 27.0 36.0 19.0 55.0 Total Split (%) 34.4% 34.4% 21.6% 21.6% 21.6% 28.8% 15.2% 44.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 81 (65%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Splits and Phases: 11: SW 8th Street & Brickell Avenue 02 It 04 08 05 t 06 1 1 I!. K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates 0 HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 11: SW 8th Street & Brickell Avenue _- { 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11) ft) 1 4 r fig) 'in ft4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.95 0.91 0.95 0.91 0.97 0.91 Frt 1.00 0.96 1.00 0.86 0.85 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3413 1681 1458 1504 4920 3433 5085 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3413 1681 1458 1504 4920 3433 5085 Volume (vph) 597 780 243 259 0 604 0 937 259 382 903 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 635 830 259 276 0 643 0 997 276 406 961 0 RTOR Reduction (vph) 0 24 0 0 0 187 0 40 0 0 0 0 Lane Group Flow (vph) 635 1065 0 251 269 212 0 1233 0 406 961 0 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Actuated Green, G (s) 38.0 38.0 22.0 22.0 22.0 31.0 15.0 50.0 Effective Green, g (s) 39.0 39.0 23.0 23.0 23.0 32.0 15.0 51.0 Actuated g/C Ratio 0.31 0.31 0.18 0.18 0.18 0.26 0.12 0.41 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 1071 1065 309 268 277 1260 412 2075 v/s Ratio Prot 0.18 c0.31 0.15 c0.18 0.14 c0.25 c0.12 0.19 v/s Ratio Perm v/c Ratio 0.59 1.00 0.81 1.00 0.77 0.98 0.99 0.46 Uniform Delay, d1 36.3 43.0 48.9 51.0 48.4 46.2 54.9 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 27.3 14.9 55.9 11.9 20.7 40.1 0.7 Delay (s) 37.0 70.3 63.8 106.9 60.4 66.8 95.0 27.8 Level of Service D E E F E E F C Approach Delay (s) 58.1 74.9 66.8 47.7 Approach LOS E E E D Intersection Summary HCM Average Control Delay 60.4 HCM Level of Service E HCM Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 125.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\AM2018= Future Background Conditions sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 13: SE 6th Street & S Miami Avenue Movement EBL EBT Lane Configurations 4 Sign Control Stop Grade 0% Volume (veh/h) 1 1 Peak Hour Factor 0.89 0.89 Hourly flow rate (vph) 1 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.95 0.95 vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 403 749 tC, single (s) 7.5 6.5 tC, 2 stage (s) tF (s) 3.5 4.0 p0 queue free % 100 100 cM capacity (veh/h) 376 321 Direction, Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary EBR WBL WBT Stop 0% 0 0 2 0.89 0.89 0.89 0 0 2 None k. WBR NBL NBT NBR SBL SBT SBR 41 Free Free 0% 0% 143 0 576 148 0 0 0 0.89 0.89 0.89 0.89 0.89 0.89 0.89 161 0 647 166 0 0 0 0.95 0.95 0.95 485 813 0 731 730 407 0 355 0.95 813 0 662 662 321 0 749 6.9 7.5 6.5 6.9 4.1 4.1 3.3 100 1084 3.5 100 328 EB 1 WB 1 NB 1 NB 2 2 163 324 490 1 0 0 0 0 161 0 166 347 634 1622 1700 0.01 0.26 0.00 0.29 0 26 0 0 15.5 12.6 0.0 0.0 C B 15.5 12.6 0.0 C B 4.0 99 361 3.3 75 641 2.2 100 1622 2.2 100 812 Average Delay Intersection Capacity Utilization Analysis Period (min) 2.1 36.3% 15 ICU Level of Service A K:\FTL_ TP-_T_O\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 14: SE 9th Street & S Miami Avenue Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary (_ 4- 4\ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4T Stop Free Free 0% 0% 0% 0 17 32 148 646 30 0 0 0 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 18 34 159 695 32 0 0 0 Stop 0% 0 0.93 0 None 0 0.93 0 0 0.93 0 None 709 1045 0 1029 1029 363 0 727 709 1045 0 1029 1029 363 0 727 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 3.5 100 262 WB 1 53 0 34 372 0.14 12 16.3 C 16.3 C 4.0 100 205 NB 1 506 159 0 1622 0.10 8 3.0 A 1.7 3.3 100 1084 NB 2 380 0 32 1700 0.22 0 0.0 3.5 100 174 4.0 91 210 3.3 95 633 2.2 90 1622 2.2 100 872 712 Average Delay Intersection Capacity Utilization Analysis Period (min) 2.5 44.6% 15 ICU Level of Service A ) K:\FTL__TP_TO\043400000-Brickell_Citi_Centre\Calcs\Synchro\AM 201.8 -Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - AM PEAK 15: SE 5th Street & Brickell Avenue Lane Group Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations '4 4 r 144 14 Volume (vph) 72 7 55 9 64 246 1113 79 1562 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phases 4 4 8 8 8 5 2 1 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 8.0 30.0 8.0 30.0 Total Split (s) 36.0 36.0 36.0 36.0 36.0 27.0 74.0 10.0 57.0 Total Split (%) 30.0% 30.0% 30.0% 30.0% 30.0% 22.5% 61.7% 8.3% 47.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None C-Min None C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 25 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 15: SE 5th Street & Brickell Avenue 01 m2 Od ■= K:\FTL TPTO\043400000-BrickelLCitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 15: SE 5th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '11 I) 4' ri vi Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.86 1.00 0.85 1.00 0.99 1.00 0.99 Fit Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1601 1786 1583 1770 5041 1770 5038 Flt Permitted 0.68 1.00 0.45 1.00 0.07 1.00 0.19 1.00 Satd. Flow (perm) 1261 1601 835 1583 128 5041 346 5038 Volume (vph) 72 7 104 55 9 64 246 1113 68 79 1562 104 Peak -hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 84 8 121 64 10 74 286 1294 79 92 1816 121 RTOR Reduction (vph) 0 108 0 0 0 66 0 3 0 0 4 0 Lane Group Flow (vph) 84 21 0 0 74 8 286 1370 0 92 1933 0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G (s) 12.0 12.0 12.0 12.0 98.0 89.2 83.6 77.8 Effective Green, g (s) 13.0 13.0 13.0 13.0 99.0 90.2 83.6 78.8 Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.82 0.75 0.70 0.66 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 137 173 90 171 327 3789 298 3308 v/s Ratio Prot 0.01 c0.12 0.27 0.01 0.38 v/s Ratio Perm 0.07 c0.09 0.01 c0.60 0.20 v/c Ratio 0.61 0.12 0.82 0.05 0.87 0.36 0.31 0.58 Uniform Delay, d1 51.1 48.3 52.4 47.9 33.4 5.1 5.8 11.5 Progression Factor 1.00 1.00 1.00 1.00 0.72 2.11 1.00 1.00 Incremental Delay, d2 6.8 0.2 42.2 0.1 20.5 0.3 0.2 0.8 Delay (s) 57.9 48.6 94.5 48.0 44.6 11.0 6.0 12.2 Level of Service E D F D D B A B Approach Delay (s) 52.2 71.3 16.8 12.0 Approach LOS D E B B Intersection Summary HCM Average Control Delay 18.2 HCM Level of Service B HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future_ Background Conditions sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 16: SE 6th Street & Brickell Avenue t Movement EBL EBR NBL NBT SBT SBR Lane Configurations '1 ++ +t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 29 0 971 1122 26 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 33 0 1091 1261 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 346 188 pX, platoon unblocked 0.88 0.79 0.79 vC, conflicting volume 1821 645 1290 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1161 284 1101 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 94 100 cM capacity (veh/h) 166 563 497 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 33 0 546 546 840 449 Volume Left 0 0 0 0 0 0 Volume Right 33 0 0 0 0 29 cSH 563 1700 1700 1700 1700 1700 Volume to Capacity 0.06 0.00 0.32 0.32 0.49 0.26 Queue Length 95th (ft) 5 0 0 0 0 0 Control Delay (s) 11.8 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 11.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TP_TO\043400000-Brickell_Citi_Centre\Calcs\Synchro\AM2018- Future Background Conditions.sy7 Kimley Horn and Associates Timings 124: SE 4th Street & S Miami Avenue 2018 Future Background Conditions - AM PEAK Lane Group t r EBL EBR WBR NBL NBT NBR SBT Lane Configurations er f 4'J Volume (vph) 116 96 1 27 66 612 650 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Detector Phases 8 8 1 5 1 6 6 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 21.0 9.0 9.0 9.0 Total Split (s) 33.0 68.0 23.0 35.0 54.0 54.0 42.0 Total Split (%) 30.0% 61.8% 20.9% 31.8% 49.1% 49.1% 38.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 124: SE 4th Street & S Miami Avenue 01 4, m2 05 t 06 EN1111111111111111111111 linimmummi 1 K:\FTL_TPTO\043400000-Br_ickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - AM PEAK 124: SE 4th Street & S Miami Avenue t Movement EBL EBR WBR NBL NBT NBR SBT SBR Lane Configurations ' 4 tti Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 0.91 Frt 1.00 0.85 0.86 1.00 1.00 0.85 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1611 1770 1863 2787 5036 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1611 1770 1863 2787 5036 Volume (vph) 116 96 1 27 66 612 650 45 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 123 102 1 29 70 651 691 48 RTOR Reduction (vph) 0 59 0 0 0 0 3 0 Lane Group Flow (vph) 123 43 1 29 70 651 736 0 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Actuated Green, G (s) 12.4 23.4 1.2 6.0 81.4 81.4 76.6 Effective Green, g (s) 13.4 24.4 2.2 7.0 82.4 82.4 77.6 Actuated g/C Ratio 0.12 0.22 0.02 0.06 0.75 0.75 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 216 351 32 113 1396 2088 3553 v/s Ratio Prot c0.07 0.03 0.00 c0.02 0.04 c0.23 0.15 v/s Ratio Perm v/c Ratio 0.57 0.12 0.03 0.26 0.05 0.31 0.21 Uniform Delay, d1 45.6 34.2 52.9 49.0 3.6 4.5 5.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 0.2 0.4 1.2 0.1 0.4 0.1 Delay (s) 49.0 34.4 53.3 50.2 3.7 4.9 5.7 Level of Service DCDD A A A Approach Delay (s) 6.5 5.7 Approach LOS A A Intersection Summary HCM Average Control Delay 10.9 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTLTPTO\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 201.8_-Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 1: SW 7th Street & SW 3rd Avenue 4— I Lane Group WBT NBL NBT Lane Configurations 44'j+ 'j 1 Volume (vph) 1741 207 222 Turn Type Perm Protected Phases 6 8 Permitted Phases 8 Detector Phases 6 8 8 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 20.5 Total Split (s) 84.0 31.0 31.0 Total Split (%) 73.0% 27.0% 27.0% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 80 (70%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 1: SW 7th Street & SW 3rd Avenue '1 08 08 K:\FTL- TP-TO\043400000-Brickell_CitiCentre\Calcs\Synchro\PM_2018_-_ Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 1: SW 7th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' '� 4' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.99 1.00 1.00 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 4954 1770 1863 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 4954 1770 1863 Volume (vph) 0 0 0 605 1741 251 207 222 0 0 0 0 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 680 1956 282 233 249 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 9 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 2909 0 233 249 0 0 0 0 Turn Type Perm Perm Protected Phases 6 8 Permitted Phases 6 8 Actuated Green, G (s) 86.8 20.2 20.2 Effective Green, g (s) 86.8 20.2 20.2 Actuated g/C Ratio 0.75 0.18 0.18 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 3739 311 327 v/s Ratio Prot c0.13 v/s Ratio Perm 0.59 0.13 v/c Ratio 0.78 0.75 0.76 Uniform Delay, d1 8.4 45.0 45.1 Progression Factor 0.34 1.18 1.18 Incremental Delay, d2 0.4 8.8 9.3 Delay (s) 3.3 61.8 62.4 Level of Service A E E Approach Delay (s) 0.0 3.3 62.1 0.0 Approach LOS A A E A Intersection Summary HCM Average Control Delay 11.6 HCM Level of Service B HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 114.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synch_ro_\_PM2018 Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 2: SW 7th Street & SW 2nd Avenue 4— t Lane Group WBT NBL NBT SBT Lane Configurations 4' 1., vi4'4' "i, Volume (vph) 2054 300 311 412 Turn Type pm+pt Protected Phases 6 3 8 4 Permitted Phases 8 Detector Phases 6 3 8 4 Minimum Initial (s) 7.0 5.0 7.0 7.0 Minimum Split (s) 25.5 8.5 19.5 19.5 Total Split (s) 66.0 22.0 49.0 27.0 Total Split ((%) 57.4% 19.1% 42.6% 23.5% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 78 (68%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Splits and Phases: 2: SW 7th Street & SW 2nd Avenue 0 K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2_0.1_8 -Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 2: SW 7th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'M i ++ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.95 0.95 Frt 0.99 1.00 1.00 0.95 Fit Protected 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5025 1770 3539 3366 Flt Permitted 1.00 0.15 1.00 1.00 Satd. Flow (perm) 5025 276 3539 3366 Volume (vph) 0 0 0 187 2054 124 300 311 0 0 412 200 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 212 2334 141 341 353 0 0 468 227 RTOR Reduction (vph) 0 0 0 0 5 0 0 0 0 0 22 0 Lane Group Flow (vph) 0 0 0 0 2682 0 341 353 0 0 673 0 Turn Type Perm pm+pt Protected Phases 6 3 8 4 Permitted Phases 6 8 Actuated Green, G (s) 62.0 45.0 45.0 23.0 Effective Green, g (s) 62.0 45.0 45.0 23.0 Actuated g/C Ratio 0.54 0.39 0.39 0.20 Clearance Time (s) 4.0 3.0 4.0 4.0 Vehicle Extension (s) 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 2709 342 1385 673 v/s Ratio Prot c0.16 0.10 0.20 v/s Ratio Perm 0.53 c0.23 v/c Ratio 0.99 1.00 0.25 1.00 Uniform Delay, d1 26.2 33.1 23.7 46.0 Progression Factor 1.00 0.84 0.89 1.00 Incremental Delay, d2 15.1 44.1 0.0 34.8 Delay (s) 41.3 71.8 21.1 80.8 Level of Service D E C F Approach Delay (s) 0.0 41.3 46.0 80.8 Approach LOS A D D F Intersection Summary HCM Average Control Delay 48.8 HCM Level of Service D HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 90.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM2018- Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 3: SW 7th Street & SW 1st Avenue Lane Group WBT SWL SWR Lane Configurations 4++ viKe r Volume (vph) 1469 750 316 Turn Type Perm Protected Phases 2 8 Permitted Phases 8 Detector Phases 2 8 8 Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 21.0 21.0 21.0 Total Split (s) 54.0 46.0 46.0 Total Split (%) 54.0% 46.0% 46.0% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 2.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 77 (77%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 3: SW 7th Street & SW 1st Avenue Ni 02 * 08 1 K:\FTL_TPTO\043400000-Brickell CitiCentre\CaIcs\Sy_nchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 3: SW 7th Street & SW 1st Avenue -MP .- -L 4\ r 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBR SWL SWR Lane Configurations 444 Ve r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.97 0.91 Frt 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 5048 3433 1441 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 5048 3433 1441 Volume (vph) 0 0 0 256 1469 0 0 0 750 316 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 267 1530 0 0 0 781 329 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1797 0 0 0 781 329 Turn Type Perm Perm Protected Phases 2 8 Permitted Phases 2 8 Actuated Green, G (s) 63.1 25.9 25.9 Effective Green, g (s) 65.1 26.9 26.9 Actuated g/C Ratio 0.65 0.27 0.27 Clearance Time (s) 6.0 5.0 5.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3286 923 388 v/s Ratio Prot 0.23 v/s Ratio Perm 0.36 c0.23 v/c Ratio 0.55 0.85 0.85 Uniform Delay, d1 9.5 34.6 34.6 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.7 6.9 15.1 Delay (s) 10.1 41.5 49.7 Level of Service B D D Approach Delay (s) 0.0 10.1 0.0 44.0 Approach LOS A B A D Intersection Summary HCM Average Control Delay 23.0 HCM Level of Service C HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM2018 -Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 4: SW 7th Street & S Miami Avenue 4— t Lane Group WBT NBL NBT Lane Configurations tfii, 44' Volume (vph) 1402 483 730 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 60.4 54.6 54.6 Total Split (%) 52.5% 47.5% 47.5% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 46.6 (41%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue `I 02 4- 04 K:\FTL TPTO\043400000_-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++l+ 1 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.99 1.00 1.00 FIt Protected 1.00 0.95 0.99 Satd. Flow (prot) 5024 1610 3372 Flt Permitted 1.00 0.95 0.99 Satd. Flow (perm) 5024 1610 3372 Volume (vph) 0 0 0 0 1402 122 483 730 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 1476 128 508 768 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 11 0 7 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1593 0 408 861 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 38.6 67.4 67.4 Effective Green, g (s) 39.1 67.9 67.9 Actuated g/C Ratio 0.34 0.59 0.59 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 1708 951 1991 v/s Ratio Prot c0.32 v/s Ratio Perm 0.25 0.26 v/c Ratio 0.93 0.43 0.43 Uniform Delay, d1 36.7 12.9 13.0 Progression Factor 1.00 0.62 0.63 Incremental Delay, d2 9.7 1.2 0.6 Delay (s) 46.3 9.2 8.8 Level of Service D A A Approach Delay (s) 0.0 46.3 9.0 0.0 Approach LOS A D A A Intersection Summary HCM Average Control Delay 29.8 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 89.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-BrickellCitiCen_tre\Calcs\Synchro\_PM 2018= Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 5: SW 7th Street & Brickell Avenue Lane Group WBT NBL NBT SBL SBT SBR Lane Configurations 411) +++ Vi +4, r Volume (vph) 255 621 1415 25 1611 429 Turn Type Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 2 Detector Phases 4 1 6 5 2 2 Minimum Initial (s) 7.0 5.0 16.0 5.0 16.0 16.0 Minimum Split (s) 34.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 34.0 29.0 86.0 10.0 67.0 67.0 Total Split (%) 26.2% 22.3% 66.2% 7.7% 51.5% 51.5% Yellow Time (s) 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 16 (12%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 130 Control Type: Actuated -Coordinated Splits and Phases: 5: SW 7th Street & Brickell Avenue 4\ 01 02 4- ( 04 _J■ 0-.i• IV ,. J� 05 t 06 liI I s I 1-iff,rs; ice. K:\FTLTPTO\043400000-BrickellCitiCentre\Calcs\Synchro\PM2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 5: SW 7th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4ir III +ft 'II ++ r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 0.91 1.00 0.95 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3377 3433 5079 1770 3539 1583 Flt Permitted 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3377 3433 5079 1770 3539 1583 Volume (vph) 0 0 0 74 255 111 621 1415 12 25 1611 429 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 79 271 118 661 1505 13 27 1714 456 RTOR Reduction (vph) 0 0 0 0 27 0 0 1 0 0 0 68 Lane Group Flow (vph) 0 0 0 0 441 0 661 1517 0 27 1714 388 Turn Type Perm Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 21.7 30.9 90.6 4.7 64.4 64.4 Effective Green, g (s) 22.7 29.9 91.6 3.7 65.4 65.4 Actuated g/C Ratio 0.17 0.23 0.70 0.03 0.50 0.50 Clearance Time (s) 5.0 3.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 790 3579 50 1780 796 v/s Ratio Prot c0.19 0.30 0.02 c0.48 v/s Ratio Perm 0.13 0.25 v/c Ratio 0.75 0.84 0.42 0.54 0.96 0.49 Uniform Delay, d1 50.9 47.7 8.1 62.3 31.1 21.3 Progression Factor 1.00 1.45 0.69 1.22 0.70 0.40 Incremental Delay, d2 5.1 4.3 0.2 9.3 12.3 1.7 Delay (s) 56.1 73.6 5.8 85.5 34.2 10.3 Level of Service E E A F C B Approach Delay (s) 0.0 56.1 26.4 29.9 Approach LOS A E C C Intersection Summary HCM Average Control Delay 30.8 HCM Level of Service C HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM2018- Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 6: SW 8th Street & SW 3rd Avenue Lane Group EBT EBR NBT NBR SBL SBT Lane Configurations 44 Volume (vph) 1852 74 276 214 31 590 Turn Type Free Perm Perm Protected Phases 2 4 4 Permitted Phases Free 4 4 Detector Phases 2 4 4 4 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 18.0 18.0 18.0 18.0 Total Split (s) 60.0 0.0 55.0 55.0 55.0 55.0 Total Split (%) 52.2% 0.0% 47.8% 47.8% 47.8% 47.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 25 (22%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 6: SW 8th Street & SW 3rd Avenue II 'PP 04 02 I f KAFTL_TPT0\0434C 00000-Brickell Citi_ entre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 6: SW 8th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WET WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4114 r I 1 ) + Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prat) 5069 1583 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.47 1.00 Satd. Flow (perm) 5069 1583 1863 1583 881 1863 Volume (vph) 130 1852 74 0 0 0 0 276 214 31 590 0 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 133 1890 76 0 0 0 0 282 218 32 602 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 3 0 0 0 Lane Group Flow (vph) 0 2023 76 0 0 0 0 282 215 32 602 0 Turn Type Perm Free Perm Perm Protected Phases 2 4 4 Permitted Phases 2 Free 4 4 Actuated Green, G (s) 61.2 115.0 45.8 45.8 45.8 45.8 Effective Green, g (s) 61.2 115.0 45.8 45.8 45.8 45.8 Actuated g/C Ratio 0.53 1.00 0.40 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1 Lane Grp Cap (vph) 2698 1583 742 630 351 742 J v/s Ratio Prot 0.15 c0.32 v/s Ratio Perm 0.40 0.05 0.14 0.04 v/c Ratio 0.75 0.05 0.38 0.34 0.09 0.81 Uniform Delay, d1 20.9 0.0 24.5 24.1 21.6 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.02 0.96 Incremental Delay, d2 2.0 0.1 0.2 0.2 0.0 4.1 Delay (s) 22.9 0.1 24.8 24.3 22.0 33.6 Level of Service C A CCCC Approach Delay (s) 22.1 0.0 24.6 33.1 Approach LOS C A C C Intersection Summary HCM Average Control Delay 24.6 HCM Level of Service C HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 1 K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 7: SW 8th Street & SW 2nd Avenue at Lane Group EBT NBT SBL SBT Lane Configurations 444.) 4+ Volume (vph) 1532 412 194 439 Turn Type pm+pt Protected Phases 4 2 1 6 Permitted Phases 6 Detector Phases 4 2 1 6 Minimum Initial (s) 7.0 4.0 5.0 4.0 Minimum Split (s) 21.0 16.0 8.0 16.0 Total Split (s) 64.0 43.0 8.0 51.0 Total Split (%) 55.7% 37.4% 7.0% 44.3% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 56 (49%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 7: SW 8th Street & SW 2nd Avenue 01 02 04 K:\FTL_TPTO\043400000-Bric_kellC itiCentre\Calcs\Synchro\PM 2018- Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 7: SW 8th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ T) 4 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 Frt 0.98 0.98 1.00 Flt Protected 1.00 1.00 0.98 Satd. Flow (prot) 4771 3454 3486 Flt Permitted 1.00 1.00 0.61 Satd. Flow (perm) 4771 3454 2152 Volume (vph) 200 1532 341 0 0 0 0 412 79 194 439 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 215 1647 367 0 0 0 0 443 85 209 472 0 RTOR Reduction (vph) 0 23 0 0 0 0 0 14 0 0 0 0 Lane Group Flow (vph) 0 2206 0 0 0 0 0 514 0 0 681 0 Parking (#/hr) 0 0 0 Turn Type Perm pm+pt Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G (s) 66.7 40.3 40.3 Effective Green, g (s) 66.7 40.3 40.3 Actuated g/C Ratio 0.58 0.35 0.35 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 2767 1210 754 v/s Ratio Prot 0.15 v/s Ratio Perm 0.46 c0.32 v/c Ratio 0.80 0.43 1.03d1 Uniform Delay, d1 18.9 28.5 35.5 Progression Factor 0.78 1.00 1.44 Incremental Delay, d2 1.8 0.1 3.9 Delay (s) 16.6 28.6 54.9 Level of Service B C D Approach Delay (s) 16.6 0.0 28.6 54.9 Approach LOS B A C D Intersection Summary HCM Average Control Delay 26.0 HCM Level of Service C HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 82.9% ICU Level of Service E Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM2018- Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 8: SW 8th Street & SW 1st Avenue Lane Group EBT SBT Lane Configurations 44'+ 4+ Volume (vph) 1317 857 Turn Type Protected Phases 2 4 Permitted Phases Detector Phases 2 4 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 21.0 21.0 Total Split (s) 61.0 54.0 Total Split (%) 53.0% 47.0% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 80 (70%), Referenced to phase 2:EBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 8: SW 8th Street & SW 1st Avenue 02 m4 '_ K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 8: SW 8th Street & SW 1st Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ` ` 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.97 1.00 Flt Protected 1.00 0.99 Satd. Flow (prot) 4911 3513 Flt Permitted 1.00 0.99 Satd. Flow (perm) 4911 3513 Volume (vph) 0 1317 390 0 0 0 0 0 0 150 857 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1416 419 0 0 0 0 0 0 161 922 0 RTOR Reduction (vph) 0 26 0 0 0 0 0 0 0 0 15 0 Lane Group Flow (vph) 0 1809 0 0 0 0 0 0 0 0 1068 0 Turn Type Perm Protected Phases 2 4 Permitted Phases 4 Actuated Green, G (s) 68.0 37.0 Effective Green, g (s) 69.0 38.0 Actuated g/C Ratio 0.60 0.33 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 2947 1161 v/s Ratio Prot c0.37 v/s Ratio Perm 0.30 v/c Ratio 0.61 0.92 Uniform Delay, d1 14.6 37.0 Progression Factor 0.30 1.00 Incremental Delay, d2 0.6 11.6 Delay (s) 5.0 48.6 Level of Service A D Approach Delay (s) 5.0 0.0 0.0 48.6 Approach LOS A A A D Intersection Summary HCM Average Control Delay 21.2 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 -Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 9: SW 8th Street & S Miami Avenue Lane Group EBT NBT Lane Configurations 4++ + Volume (vph) 1144 874 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 19.0 21.0 Total Split (s) 67.0 48.0 Total Split (%) 58.3% 41.7% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 76 (66%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Splits and Phases: 9: SW 8th Street & S Miami Avenue 2 1-. K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro_\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 9: SW 8th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.91 Frt 1.00 0.99 Flt Protected 0.99 1.00 Satd. Flow (prot) 5022 5032 Flt Permitted 0.99 1.00 Satd. Flow (perm) 5022 5032 Volume (vph) 383 1144 0 0 0 0 0 874 66 0 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 395 1179 0 0 0 0 0 901 68 0 0 0 RTOR Reduction (vph) 0 30 0 0 0 0 0 5 0 0 0 0 Lane Group Flow (vph) 0 1544 0 0 0 0 0 964 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 4 Actuated Green, G (s) 39.3 65.7 Effective Green, g (s) 40.3 66.7 Actuated g/C Ratio 0.35 0.58 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 1760 2919 v/s Ratio Prot c0.19 v/s Ratio Perm 0.31 v/c Ratio 0.88 0.33 Uniform Delay, d1 35.0 12.5 Progression Factor 0.79 1.00 Incremental Delay, d2 4.0 0.3 Delay (s) 31.6 12.8 Level of Service C B Approach Delay (s) 31.6 0.0 12.8 0.0 Approach LOS C A B A Intersection Summary HCM Average Control Delay 24.5 HCM Level of Service C HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K;\FTL_TPTO\043400000-BrickellCitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 10: SW 8th Street & Brickell Plaza Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +'F, 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 923 222 0 0 0 0 0 107 1 40 0 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0,85 0.85 0.85 0.85 Hourly flow rate (vph) 0 1086 261 0 0 0 0 0 126 1 47 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 437 452 pX, platoon unblocked 0.74 0.74 0.74 0.74 0.74 0.74 vC, conflicting volume 0 1347 1240 1216 493 488 1347 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 780 636 605 0 0 780 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 84 100 81 100 cM capacity (veh/h) 1622 620 229 306 807 643 242 1084 Direction, Lane # EB 1 EB 2 EB 3 NB 1 SB 1 Volume Total 434 434 478 126 48 Volume Left 0 0 0 0 1 Volume Right 0 0 261 126 0 cSH 1700 1700 1700 807 246 Volume to Capacity 0.26 0.26 0.28 0.16 0.20 Queue Length 95th (ft) 0 0 0 14 18 Control Delay (s) 0.0 0.0 0.0 10.3 23.2 Lane LOS B C Approach Delay (s) 0.0 10.3 23.2 Approach LOS B C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synch_ro\PM 201.8 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 11: SW 8th Street & Brickell Avenue ,- t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Configurations ' r n 4,44 Volume (vph) 336 513 309 0 589 1134 381 1341 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Detector Phases 8 8 4 4 4 6 5 2 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 12.0 12.0 12.0 32.0 9.0 32.0 Total Split (s) 36.0 36.0 30.0 30.0 30.0 44.0 20.0 64.0 Total Split (%) 27.7% 27.7% 23.1% 23.1% 23.1% 33.8% 15.4% 49.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 6 (5%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Splits and Phases: 11: SW 8th Street & Brickell Avenue 02 04 m$ o! IAoI I m5 ♦ I 06 EMS= litiniamassillmliml 1 K\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synch_ro\_PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 11: SW 8th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi 1 4 r 14 VI tft Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.95 0.91 0.95 0.91 0.97 0.91 Frt 1.00 0.95 1.00 0.89 0.85 0.98 1.00 1.00 Flt Protected 0.95 1.00 0.95 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3365 1681 1485 1504 4962 3433 5085 Flt Permitted 0.95 1.00 0.95 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3365 1681 1485 1504 4962 3433 5085 Volume (vph) 336 513 251 309 0 589 0 1134 218 381 1341 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 357 546 267 329 0 627 0 1206 232 405 1427 0 RTOR Reduction (vph) 0 38 0 0 0 212 0 21 0 0 0 0 Lane Group Flow (vph) 357 775 0 261 277 206 0 1417 0 405 1427 0 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Actuated Green, G (s) 30.7 30.7 24.7 24.7 24.7 39.3 16.3 59.6 Effective Green, g (s) 31.7 31.7 25.7 25.7 25.7 40.3 16.3 60.6 Actuated g/C Ratio 0.24 0.24 0.20 0.20 0.20 0.31 0.13 0.47 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 837 821 332 294 297 1538 430 2370 v/s Ratio Prot 0.10 c0.23 0.16 c0.19 0.14 c0.29 c0.12 0.28 v/s Ratio Perm v/c Ratio 0.43 0.94 0.79 0.94 0.69 0.92 0.94 0.60 Uniform Delay, d1 41.5 48.3 49.5 51.4 48.5 43.3 56.4 25.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.20 1.42 Incremental Delay, d2 0.3 19.1 11.6 37.1 6.9 10.5 13.9 0.4 Delay (s) 41.7 67.3 61.1 88.6 55.4 53.8 81.8 36.9 Level of Service D E E F E D F D Approach Delay (s) 59.5 66.6 53.8 46.9 Approach LOS E E D D Intersection Summary HCM Average Control Delay 55.0 HCM Level of Service D HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group r1 K:\FTL_TPTO\043400000-Brickell Cit_iCentre\Calcs\Sy_nchro\P_M_ 2018 Future BackgroundConditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 13: SE 6th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 �, 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 0 0 0 2 185 1 716 197 0 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 3 0 0 0 2 208 1 804 221 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked 0.87 0.87 0.87 0.87 0.87 0.87 vC, conflicting volume 613 1028 0 917 917 513 0 1026 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 413 887 0 761 761 298 0 885 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 100 100 99 66 100 100 cM capacity (veh/h) 300 246 1084 257 291 610 1622 664 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 3 210 403 624 Volume Left 3 0 1 0 Volume Right 0 208 0 221 cSH 300 603 1622 1700 Volume to Capacity 0.01 0.35 0.00 0.37 Queue Length 95th (ft) 1 39 0 0 Control Delay (s) 17.1 14.1 0.0 0.0 Lane LOS C B A Approach Delay (s) 17.1 14.1 0.0 Approach LOS C B Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 14: SW 9th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 411) Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 47 152 172 744 28 0 0 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 0 0 0 51 163 185 800 30 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 712 pX, platoon unblocked vC, conflicting volume 959 1200 0 1185 1185 415 0 830 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 959 1200 0 1185 1185 415 0 830 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 70 72 89 100 cM capacity (veh/h) 107 163 1084 132 166 586 1622 798 Direction, Lane # WB 1 NB 1 NB 2 Volume Total 214 585 430 Volume Left 0 185 0 Volume Right 163 0 30 cSH 367 1622 1700 Volume to Capacity 0.58 0.11 0.25 Queue Length 95th (ft) 88 10 0 Control Delay (s) 27.6 3.1 0.0 Lane LOS D A Approach Delay (s) 27.6 1.8 Approach LOS D Intersection Summary Average Delay 6.3 Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Background Conditions - PM Peak 15: SE 5th Street & Brickell Avenue Lane Group f 4\ t EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary 4 73 2 74 17 Perm Perm 4 8 4 8 8 4 4 8 8 8 7.0 7.0 7.0 7.0 7.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 36.0 27.7% 27.7% 27.7% 27.7% 27.7% 4.0 4.0 4.0 4.0 4.0 1.0 1.0 1.0 1.0 1.0 None None None None r +Ili "i ++i 54 207 1440 83 1720 Perm pm+pt pm+pt 5 2 1 6 2 6 5 2 1 6 5.0 7.0 5.0 7.0 8.0 30.0 8.0 30.0 25.0 81.0 13.0 69.0 19.2% 62.3% 10.0% 53.1% 3.0 4.0 3.0 4.0 0.0 1.0 0.0 1.0 Lead Lag Lead Lag Yes Yes Yes Yes None None C-Min None C-Min Cycle Length: 130 Actuated Cycle Length: 130 Offset: 5 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 15: SE 5th Street & Brickell Avenue 01 I o2" 04 ', 08 z��,: s I■ElEi 1■ fit,;, i K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 15: SE 5th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I T 4' ri li f+T t+l Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1588 1790 1583 1770 5053 1770 5014 Flt Permitted 0.56 1.00 0.53 1.00 0.05 1.00 0.12 1.00 Satd. Flow (perm) 1036 1588 986 1583 84 5053 221 5014 Volume (vph) 73 2 97 74 17 54 207 1440 64 83 1720 177 Peak -hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 85 2 113 86 20 63 241 1674 74 97 2000 206 RTOR Reduction (vph) 0 99 0 0 0 55 0 2 0 0 6 0 Lane Group Flow (vph) 85 16 0 0 106 8 241 1746 0 97 2200 0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G (s) 15.2 15.2 15.2 15.2 104.8 95.4 91.2 84.8 Effective Green, g (s) 16.2 16.2 16.2 16.2 105.8 96.4 91.2 85.8 Actuated g/C Ratio 0.12 0.12 0.12 0.12 0.81 0.74 0.70 0.66 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 129 198 123 197 276 3747 219 3309 v/s Ratio Prot 0.01 c0.11 0.35 0.02 0.44 v/s Ratio Perm 0.08 c0.11 0.00 c0.60 0.29 v/c Ratio 0.66 0.08 0.86 0.04 0.87 0.47 0.44 0.66 Uniform Delay, d1 54.3 50.3 55.8 50.1 41.7 6.6 6.2 13.4 Progression Factor 1.00 1.00 1.00 1.00 1.18 0.70 1.00 1.00 Incremental Delay, d2 10.4 0.1 41.9 0.1 23.2 0.4 0.5 1.1 Delay (s) 64.6 50.4 97.7 50.1 72.4 5.0 6.8 14.5 Level of Service E D F DE A A B Approach Delay (s) 56.5 80.0 13.2 14.1 Approach LOS E E B B Intersection Summary HCM Average Control Delay 17.9 HCM Level of Service B HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 -Future Background Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 16: SE 6th Street & Brickell Avenue 4\ t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 44 f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 154 0 1487 1766 95 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 173 0 1671 1984 107 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 346 188 pX, platoon unblocked 0.78 0.70 0.70 vC, conflicting volume 2873 1046 2091 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2505 627 2131 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 42 100 cM capacity (veh/h) 18 296 175 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 173 835 835 1323 768 Volume Left 0 0 0 0 0 Volume Right 173 0 0 0 107 cSH 296 1700 1700 1700 1700 Volume to Capacity 0.58 0.49 0.49 0.78 0.45 Queue Length 95th (ft) 86 0 0 0 0 Control Delay (s) 32.9 0.0 0.0 0.0 0.0 Lane LOS D Approach Delay (s) 32.9 0.0 0.0 Approach LOS D Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates Timings 124: SE 4th Street & S Miami Avenue 2018 Future Background Conditions - PM Peak r Lane Group EBL EBR WBR NBL NBT NBR SBT Lane Configurations r g 1 4 er +ft Volume (vph) 83 71 0 71 59 722 800 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Detector Phases 8 8 1 5 1 6 6 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 9.0 9.0 21.0 21.0 21.0 Total Split (s) 34.0 61.0 22.0 27.0 59.0 59.0 54.0 Total Split (%) 29.6% 53.0% 19.1% 23.5% 51.3% 51.3% 47.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 124: SE 4th Street & S Miami Avenue ti 01 02 08 ,'' Imo'r!!.. 1�':E _jam. 05 lik 06 WI 1� K:AFTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 -Future Background Conditio_ns.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Background Conditions - PM Peak 124: SE 4th Street & S Miami Avenue t Movement EBL EBR WBR WBR2 NBL NBT NBR SBT SBR Lane Configurations tir d 'I + rri ++1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 0.91 Frt 1.00 0.85 0.86 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1611 1770 1863 2787 4995 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1611 1770 1863 2787 4995 Volume (vph) 83 71 0 8 71 59 722 800 107 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 88 76 0 9 76 63 768 851 114 RTOR Reduction (vph) 0 59 9 0 0 0 0 8 0 Lane Group Flow (vph) 88 17 0 0 76 63 768 957 0 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Actuated Green, G (s) 10.6 24.4 1.1 8.8 88.3 88.3 80.6 Effective Green, g (s) 11.6 25.4 2.1 9.8 89.3 89.3 81.6 Actuated g/C Ratio 0.10 0.22 0.02 0.09 0.78 0.78 0.71 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 179 350 29 151 1447 2164 3544 v/s Ratio Prot c0.05 0.01 0.00 c0.04 0.03 c0.28 0.19 v/s Ratio Perm v/c Ratio 0.49 0.05 0.01 0.50 0.04 0.35 0.27 Uniform Delay, d1 48.9 35.3 55.4 50.3 3.0 4.0 6.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.1 0.1 2.6 0.1 0.5 0.2 Delay (s) 51.0 35.3 55.5 52.9 3.0 4.4 6.2 Level of Service D D E D A A A Approach Delay (s) 8.4 6.2 Approach LOS A A Intersection Summary HCM Average Control Delay 10.4 HCM Level of Service B HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTLTPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Background Conditions.sy7 Kimley Horn and Associates APPENDIX L: Future Total Conditions Analysis 0 fl Timings 2018 Future Total Conditions - AM PEAK 1: SW 7th Street & SW 3rd Avenue t Lane Group WBT NBL NBT Lane Configurations 4+.4 1' Volume (vph) 1205 126 97 Turn Type Perm Protected Phases 6 8 Permitted Phases 8 Detector Phases 6 8 8 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 25.0 22.0 22.0 Total Split (s) 70.0 40.0 40.0 Total Split (%) 63.6% 36.4% 36.4% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 33 (30%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 1: SW 7th Street & SW 3rd Avenue ■— m6 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 1: SW 7th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.99 1.00 1.00 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 4995 1770 1863 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 4995 1770 1863 Volume (vph) 0 0 0 380 1205 72 126 97 0 0 0 0 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 427 1354 81 142 109 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 2 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1860 0 142 109 0 0 0 0 Turn Type Perm Perm Protected Phases 6 8 Permitted Phases 6 8 Actuated Green, G (s) 90.5 11.5 11.5 Effective Green, g (s) 90.5 11.5 11.5 Actuated g/C Ratio 0.82 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 4110 185 195 v/s Ratio Prot 0.06 v/s Ratio Perm 0.37 c0.08 v/c Ratio 0.45 0.77 0.56 Uniform Delay, d1 2.8 47.9 46.8 Progression Factor 2.75 1.11 1.11 Incremental Delay, d2 0.3 14.2 1.8 Delay (s) 7.9 67.4 54.0 Level of Service A E D Approach Delay (s) 0.0 7.9 61.6 0.0 Approach LOS A A E A Intersection Summary HCM Average Control Delay 14.3 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 124.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ) K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018- Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 2: SW 7th Street & SW 2nd Avenue r1-- t Lane Group WBT NBL NBT SBT Lane Configurations '+" i f' +t Volume (vph) 1248 272 581 206 Turn Type pm+pt Protected Phases 6 3 8 4 Permitted Phases 8 Detector Phases 6 3 8 4 Minimum Initial (s) 7.0 5.0 7.0 7.0 Minimum Split (s) 25.5 8.5 19.5 19.5 Total Split (s) 39.0 19.0 71.0 52.0 Total Split (%) 35.5% 17.3% 64.5% 47.3% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 105 (95%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Salits and Phases: 2: SW 7th Street & SW 2nd Avenue 4\ m3 I' m4 I m8 m6 v - K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Cond_itions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 2: SW 7th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +in '1 14 lets Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.95 0.95 Frt 0.98 1.00 1.00 0.96 Flt Protected 1.00 0.95 1.00 1.00 Satd. Flow (prot) 4981 1770 3539 3393 Flt Permitted 1.00 0.25 1.00 1.00 Satd. Flow (perm) 4981 460 3539 3393 Volume (vph) 0 0 0 149 1248 165 272 581 0 0 206 78 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0,88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 169 1418 188 309 660 0 0 234 89 RTOR Reduction (vph) 0 0 0 0 7 0 0 0 0 0 57 0 Lane Group Flow (vph) 0 0 0 0 1768 0 309 660 0 0 266 0 Turn Type Perm pm+pt Protected Phases 6 3 8 4 Permitted Phases 6 8 Actuated Green, G (s) 70.9 31.1 31.1 12.2 Effective Green, g (s) 70.9 31.1 31.1 12.2 Actuated g/C Ratio 0.64 0.28 0.28 0.11 Clearance Time (s) 4.0 3.0 4.0 4.0 Vehicle Extension (s) 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 3210 308 1001 376 v/s Ratio Prot c0.14 0.19 0.08 v/s Ratio Perm 0.35 c0.15 v/c Ratio 0.55 1.00 0.66 0.71 Uniform Delay, d1 10.8 35.9 34.8 47.2 Progression Factor 1.00 1.18 1.14 1.00 Incremental Delay, d2 0.7 39.4 0.7 4.9 Delay (s) 11.5 81.8 40.4 52.1 Level of Service B F D D Approach Delay (s) 0.0 11.5 53.6 52.1 Approach LOS A B D D Intersection Summary HCM Average Control Delay 29.1 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 3: SW 7th Street & SW 1st Avenue 4- Lane Group WBT NBL SWT SWR Lane Configurations 4+4 r Volume (vph) 937 69 962 345 Turn Type Perm Protected Phases 2 7 8 Permitted Phases 8 Detector Phases 2 7 8 8 Minimum Initial (s) 7.0 4.0 7.0 7.0 Minimum Split (s) 23.0 10.0 21.0 21.0 Total Split (s) 51.0 14.0 50.0 50.0 Total Split (%) 44.3% 12.2% 43.5% 43.5% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 70 (61%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 3: SW 7th Street & SW 1st Avenue +- 02 EMIIMINIMINOININMEMME 1 K:\FTL_TPTO\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 3: SW 7th Street & SW 1st Avenue Movement WBL2 WBL WBT NBL SWT SWR Lane Configurations 4444 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.91 0.91 Frt 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 5036 1770 3390 1441 Flt Permitted 0.99 0.95 1.00 1.00 Satd. Flow (perm) 5036 1770 3390 1441 Volume (vph) 8 222 937 69 962 345 Peak -hour factor, PHF 0.96 0.96 0.96 0.92 0.96 0.96 Adj. Flow (vph) 8 231 976 75 1002 359 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 1215 75 1002 359 Turn Type Perm Perm Perm Protected Phases 2 7 8 Permitted Phases 2 2 8 Actuated Green, G (s) 53.6 7.5 36.9 36.9 Effective Green, g (s) 55.6 9.5 37.9 37.9 Actuated g/C Ratio 0.48 0.08 0.33 0.33 Clearance Time (s) 6.0 6.0 5.0 5.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 2435 146 1117 475 v/s Ratio Prot c0.04 c0.30 v/s Ratio Perm 0.24 0.25 v/c Ratio 0.50 0.51 0.90 0.76 Uniform Delay, d1 20.2 50.5 36.7 34.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.3 9.4 6.0 Delay (s) 21.0 51.8 46.1 40.4 Level of Service CDDD Approach Delay (s) 21.0 51.8 44.6 Approach LOS C D D Intersection Summary HCM Average Control Delay 34.0 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL- TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 U Kimley Horn and Associates r1 Timings 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue .- t Lane Group WBT NBL NBT Lane Configurations f 4 Volume (vph) 846 357 665 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 51.4 58.6 58.6 Total Split (%) 46.7% 53.3% 53.3% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 29 (26%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue m2 m4 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations f 4 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.97 1.00 1.00 Flt Protected 1.00 0.95 1.00 Satd. Flow (prot) 4936 1610 3386 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm) 4936 1610 3386 Volume (vph) 0 0 0 0 846 206 357 665 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 891 217 376 700 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 49 0 23 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1059 0 334 719 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 28.9 73.1 73.1 Effective Green, g (s) 28.9 73.1 73.1 Actuated g/C Ratio 0.26 0.66 0.66 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 1297 1070 2250 v/s Ratio Prot c0.21 v/s Ratio Perm 0.21 0.21 v/c Ratio 0.82 0.31 0.32 Uniform Delay, d1 38.1 7.8 7.9 Progression Factor 1.19 0.36 0.47 Incremental Delay, d2 3.8 0.5 0.3 Delay (s) 49.1 3.3 3.9 Level of Service D A A Approach Delay (s) 0.0 49.1 3.7 0.0 Approach LOS A D A A Intersection Summary HCM Average Control Delay 26.7 HCM Level of Service C HCM Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 99.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group :n K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 5: SW 7th Street & Brickell Avenue ■-- Lane Group WBT NBL NBT SBL SBT SBR Lane Configurations + ' I" +44 ++ ft Volume (vph) 45 458 1473 227 1280 293 Turn Type Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 2 Detector Phases 4 1 6 5 2 2 Minimum Initial (s) 7.0 5.0 16.0 5.0 16.0 16.0 Minimum Split (s) 34.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 34.0 40.0 65.0 21.0 46.0 46.0 Total Split (%) 28.3% 33.3% 54.2% 17.5% 38.3% 38.3% Yellow Time (s) 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 86 (72%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 5: SW 7th Street & Brickell Avenue 4\ 01 02 V m4 05 t 06 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 5: SW 7th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4t +++ 'I 44 ri Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 0.91 1.00 0.95 1.00 Frt 0.93 1.00 0.98 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3267 3433 4962 1770 3539 1583 Flt Permitted 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3267 3433 4962 1770 3539 1583 Volume (vph) 0 0 0 4 45 49 458 1473 283 227 1280 293 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 4 48 52 487 1567 301 241 1362 312 RTOR Reduction (vph) 0 0 0 0 48 0 0 18 0 0 0 76 Lane Group Flow (vph) 0 0 0 0 56 0 487 1850 0 241 1362 236 Turn Type Perm Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 7.8 21.3 73.1 26.1 77.9 77.9 Effective Green, g (s) 8.8 20.3 74.1 25.1 78.9 78.9 Actuated g/C Ratio 0.07 0.17 0.62 0.21 0.66 0.66 Clearance Time (s) 5.0 3.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 240 581 3064 370 2327 1041 v/s Ratio Prot c0.14 0.37 c0.14 c0.38 v/s Ratio Perm 0.02 0.15 v/c Ratio 0.23 0.84 0.60 0.65 0.59 0.23 Uniform Delay, d1 52.4 48.3 14.0 43.4 11.4 8.3 Progression Factor 1.00 1.00 1.00 0.97 1.39 1.41 Incremental Delay, d2 0.5 10.2 0.9 3.6 1.0 0.4 Delay (s) 52.9 58.5 14.9 45.5 16.9 12.1 Level of Service D E B D B B Approach Delay (s) 0.0 52.9 23.9 19.7 Approach LOS A D C B Intersection Summary HCM Average Control Delay 22.8 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Sy_nchroWM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 6: SW 8th Street & SW 3rd Avenue Nit 11, Lane Group EBT EBR NBT NBR SBL SBT Lane Configurations 4++ r 4' r 4' Volume (vph) 2949 207 156 384 19 353 Turn Type Free Perm Perm Protected Phases 2 4 4 Permitted Phases Free 4 4 Detector Phases 2 4 4 4 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 18.0 18.0 18.0 18.0 Total Split (s) 91.0 0.0 19.0 19.0 19.0 19.0 Total Split (%) 82.7% 0.0% 17.3% 17.3% 17.3% 17.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 47 (43%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 6: SW 8th Street & SW 3rd Avenue @2 m4 1101111111111111.11 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 6: SW 8th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ r + i" '1 4. Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5080 1583 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.51 1.00 Satd. Flow (perm) 5080 1583 1863 1583 955 1863 Volume (vph) 58 2949 207 0 0 0 0 156 384 19 353 0 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 59 3009 211 0 0 0 0 159 392 19 360 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 5 0 0 0 Lane Group Flow (vph) 0 3068 211 0 0 0 0 159 387 19 360 0 Turn Type Perm Free Perm Perm Protected Phases 2 4 4 Permitted Phases 2 Free 4 4 Actuated Green, G (s) 80.9 110.0 21.1 21.1 21.1 21.1 Effective Green, g (s) 80.9 110.0 21.1 21.1 21.1 21.1 Actuated g/C Ratio 0.74 1.00 0.19 0.19 0.19 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 3736 1583 357 304 183 357 v/s Ratio Prot 0.09 0.19 v/s Ratio Perm 0.60 0.13 c0.24 0.02 v/c Ratio 0.82 0.13 0.45 1.27 0.10 1.01 Uniform Delay, d1 9.7 0.0 39.3 44.4 36.7 44.4 Progression Factor 1.00 1.00 1.00 1.00 0.81 0.82 Incremental Delay, d2 2.2 0.2 0.6 146.3 0.2 47.5 Delay (s) 11.9 0.2 39.9 190.7 29.8 83.9 Level of Service B A DFCF Approach Delay (s) 11.1 0.0 147.2 81.2 Approach LOS B A F F Intersection Summary HCM Average Control Delay 35.2 HCM Level of Service D HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 110.9% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ) K:\FTL_TPTO\043400000-BrickellCitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 7: SW 8th Street & SW 2nd Avenue Lane Group EBT NBT SBL SBT Lane Configurations 44tF, +'r, 4+ Volume (vph) 2675 515 147 178 Turn Type pm+pt Protected Phases 4 2 1 6 Permitted Phases 6 Detector Phases 4 2 1 6 Minimum Initial (s) 7.0 4.0 5.0 4.0 Minimum Split (s) 21.0 16.0 8.0 16.0 Total Split (s) 78.0 24.0 8.0 32.0 Total Split (%) 70.9% 21.8% 7.3% 29.1% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 81 (74%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated -Coordinated Splits and Phases: 7: SW 8th Street & SW 2nd Avenue 01 1 02 ' 04 EMI ErIIIIIIIIIIIIIIIIIII II 06 Nriniiiiiiiiiiii K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 7: SW 8th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' fir ft) 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 Frt 0.98 0.98 1.00 Flt Protected 1.00 1.00 0.98 Satd. Flow (prot) 4814 3456 3461 Flt Permitted 1.00 1.00 0.56 Satd. Flow (perm) 4814 3456 1984 Volume (vph) 309 2675 359 0 -0 0 0 515 96 147 178 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 332 2876 386 0 0 0 0 554 103 158 191 0 RTOR Reduction (vph) 0 14 0 0 0 0 0 13 0 0 0 0 Lane Group Flow (vph) 0 3580 0 0 0 0 0 644 0 0 349 0 Parking (#/hr) 0 0 0 Turn Type Perm pm+pt Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G (s) 74.4 27.6 27.6 Effective Green, g (s) 74.4 27.6 27.6 Actuated g/C Ratio 0.68 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 3256 867 498 v/s Ratio Prot c0.19 v/s Ratio Perm 0.74 0.18 v/c Ratio 1.10 0.74 2.03d1 Uniform Delay, d1 17.8 37.9 37.4 Progression Factor 1.21 1.00 0.75 Incremental Delay, d2 47.9 3.0 2.7 Delay (s) 69.5 41.0 30.7 Level of Service E D C Approach Delay (s) 69.5 0.0 41.0 30.7 Approach LOS E A D C Intersection Summary HCM Average Control Delay 62.5 HCM Level of Service E HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group K\FTL_TPT0\043400000-BrickellCitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates n Timings 2018 Future Total Conditions - AM PEAK 8: SW 8th Street & SW 1st Avenue Lane Group EBT SBT Lane Configurations H 'fir 4+ Volume (vph) 2332 595 Turn Type Protected Phases 2 4 Permitted Phases Detector Phases 2 4 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 21.0 21.0 Total Split (s) 79.0 31.0 Total Split (%) 71.8% 28.2% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 54 (49%), Referenced to phase 2:EBT, Start of Green Natural Cycle: 130 Control Type: Actuated -Coordinated Splits and Phases: 8: SW 8th Street & SW 1st Avenue —► 02 K:\FTL_TPT0\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 8: SW 8th Street & SW 1st Avenue ,- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.97 1.00 Flt Protected 1.00 0.98 Satd. Flow (prot) 4938 3459 Flt Permitted 1.00 0.98 Satd. Flow (perm) 4938 3459 Volume (vph) 0 2332 560 0 0 0 0 0 0 518 595 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 2508 602 0 0 0 0 0 0 557 640 0 RTOR Reduction (vph) 0 11 0 0 0 0 0 0 0 0 5 0 Lane Group Flow (vph) 0 3099 0 0 0 0 0 0 0 0 1192 0 Turn Type Perm Protected Phases 2 4 Permitted Phases 4 Actuated Green, G (s) 72.1 27.9 Effective Green, g (s) 73.1 28.9 Actuated g/C Ratio 0.66 0.26 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 3282 909 v/s Ratio Prot c0.63 v/s Ratio Perm 0.34 v/c Ratio 0.94 1.31 Uniform Delay, d1 16.6 40.5 Progression Factor 1.20 1.00 Incremental Delay, d2 0.8 147.9 Delay (s) 20.7 188.5 Level of Service C F Approach Delay (s) 20.7 0.0 0.0 188.5 Approach LOS C A A F Intersection Summary HCM Average Control Delay 67.3 HCM Level of Service E HCM Volume to Capacity ratio 1.05 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 95.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-BrickellCitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 9: SW 8th Street & S Miami Avenue Lane Group EBT NBT Lane Configurations 4144 4'41 Volume (vph) 2339 753 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 19.0 21.0 Total Split (s) 79.0 31.0 Total Split (%) 71.8% 28.2% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 93 (85%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 9: SW 8th Street & S Miami Avenue I 02 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 9: SW 8th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Off 44'4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.91 Frt 1.00 0.98 Flt Protected 0.99 1.00 Satd. Flow (prot) 5058 4977 Flt Permitted 0.99 1.00 Satd. Flow (perm) 5058 4977 Volume (vph) 283 2339 0 0 0 0 0 753 125 0 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 292 2411 0 0 0 0 0 776 129 0 0 0 RTOR Reduction (vph) 0 5 0 0 0 0 0 6 0 0 0 0 Lane Group Flow (vph) 0 2698 0 0 0 0 0 899 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 4 Actuated Green, G (s) 69.9 30.1 Effective Green, g (s) 70.9 31.1 Actuated g/C Ratio 0.64 0.28 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 3260 1407 v/s Ratio Prot c0.18 v/s Ratio Perm 0.53 v/c Ratio 0.83 0.64 Uniform Delay, d1 14.9 34.5 Progression Factor 1.26 1.00 Incremental Delay, d2 1.1 2.2 Delay (s) 20.0 36.8 Level of Service B D Approach Delay (s) 20.0 0.0 36.8 0.0 Approach LOS B A D A Intersection Summary HCM Average Control Delay 24.2 HCM Level of Service C HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-BrickellCiti Centre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates 0 Timings 2018 Future Total Conditions - AM PEAK 10: SW 8th Street & Driveway #6 Lane Group EBT NBT SBL SBT Lane Configurations 40 T., 4 Volume (vph) 1613 0 8 4 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 6 Detector Phases 4 2 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 84.0 26.0 26.0 26.0 Total Split (%) 76.4% 23.6% 23.6% 23.6% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min Min Min Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 10: SW 8th Street & Drivewav #6 I m2 m4 m6 E; Jam. K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates C^D HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 10: SW 8th Street & Driveway #6 -. ,- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 40 "I) 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.98 0.86 1.00 Flt Protected 0.99 1.00 0.97 Satd. Flow (prot) 4942 1611 1805 Flt Permitted 0.99 1.00 0.81 Satd. Flow (perm) 4942 1611 1507 Volume (vph) 469 1613 295 0 0 0 0 0 77 8 4 0 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 552 1898 347 0 0 0 0 0 91 9 5 0 RTOR Reduction (vph) 0 10 0 0 0 0 0 29 0 0 0 0 Lane Group Flow (vph) 0 2787 0 0 0 0 0 62 0 0 14 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G (s) 90.6 9.4 9.4 Effective Green, g (s) 91.6 10.4 10.4 Actuated g/C Ratio 0.83 0.09 0.09 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 4115 152 142 v/s Ratio Prot c0.04 v/s Ratio Perm 0.56 0.01 v/c Ratio 0.68 0.41 0.10 Uniform Delay, d1 3.5 46.9 45.5 Progression Factor 0.71 1.00 1.00 Incremental Delay, d2 0.8 1.8 0.3 Delay (s) 3.3 48.7 45.8 Level of Service A D D Approach Delay (s) 3.3 0.0 48.7 45.8 Approach LOS A A D D Intersection Summary HCM Average Control Delay 4.9 HCM Level of Service A HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group lam) K:\FTL_TPTO\043400000-Brickell_CitiCentre\Calcs\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 11: SW 8th Street & Brickell Avenue Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Configurations ''+' r ++.4 i41 Volume (vph) 617 790 259 0 646 945 389 906 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Detector Phases 8 8 4 4 4 6 5 2 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 12.0 12.0 12.0 32.0 9.0 32.0 Total Split (s) 37.0 37.0 33.0 33.0 33.0 35.0 20.0 55.0 Total Split (%) 29.6% 29.6% 26.4% 26.4% 26.4% 28.0% 16.0% 44.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 81 (65%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 11: SW 8th Street & Brickell Avenue 02 04 08 11111111111111.11111111111111111111 " 05 I 06 1 1 ( ) K:\FTL_TPTO\043400000-Brickell CitiCentre\Calc s\Synchro\AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 11: SW 8th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi t 11 r +0 11) 14+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.95 0.91 0.95 0.91 0.97 0.91 Frt 1.00 0.96 1.00 0.85 0.85 0.97 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3414 1681 1443 1504 4921 3433 5085 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3414 1681 1443 1504 4921 3433 5085 Volume (vph) 617 790 243 259 0 646 0 945 259 389 906 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 656 840 259 276 0 687 0 1005 276 414 964 0 RTOR Reduction (vph) 0 23 0 0 0 187 0 40 0 0 0 0 Lane Group Flow (vph) 656 1076 0 273 293 210 0 1241 0 414 964 0 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Actuated Green, G (s) 33.1 33.1 26.9 26.9 26.9 30.0 16.0 50.0 Effective Green, g (s) 34.1 34.1 27.9 27.9 27.9 31.0 16.0 51.0 Actuated g/C Ratio 0.27 0.27 0.22 0.22 0.22 0.25 0.13 0.41 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 937 931 375 322 336 1220 439 2075 v/s Ratio Prot 0.19 c0.32 0.16 c0.20 0.14 c0.25 c0.12 0.19 v/s Ratio Perm v/c Ratio 0.70 1.16 0.73 0.91 0.62 1.02 0.94 0.46 Uniform Delay, d1 40.9 45.5 45.0 47.3 43.8 47.0 54.0 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 82.2 6.9 28.0 3.6 30.2 28.6 0.8 Delay (s) 43.1 127.6 51.9 75.4 47.4 77.2 82.7 27.8 Level of Service D F D E D E F C Approach Delay (s) 96.0 57.2 77.2 44.3 Approach LOS F E E D Intersection Summary HCM Average Control Delay 71.3 HCM Level of Service E HCM Volume to Capacity ratio 1.02 Actuated Cycle Length (s) 125.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 91.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM-2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 13: SE 6th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4114 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 1 1 0 0 2 156 0 658 156 0 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1 1 0 0 2 175 0 739 175 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked 0.93 0.93 0.93 0.93 0.93 0.93 vC, conflicting volume 546 915 0 828 827 457 0 915 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 443 838 0 745 744 348 0 838 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 99 71 100 100 cM capacity (veh/h) 329 281 1084 282 319 605 1622 740 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 2 178 370 545 Volume Left 1 0 0 0 Volume Right 0 175 0 175 cSH 303 598 1622 1700 Volume to Capacity 0.01 0.30 0.00 0.32 Queue Length 95th (ft) 1 31 0 0 Control Delay (s) 17.0 13.5 0.0 0.0 Lane LOS C B Approach Delay (s) 17.0 13.5 0.0 Approach LOS C B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM-2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 14: SW 9th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 419 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 17 32 148 713 30 0 0 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 0 0 0 18 34 159 767 32 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 712 pX, platoon unblocked vC, conflicting volume 745 1117 0 1101 1101 399 0 799 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 745 1117 0 1101 1101 399 0 799 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 90 94 90 100 cM capacity (veh/h) 245 186 1084 154 190 600 1622 819 Direction, Lane # WB 1 NB 1 NB 2 Volume Total 53 542 416 Volume Left 0 159 0 Volume Right 34 0 32 cSH 343 1622 1700 Volume to Capacity 0.15 0.10 0.24 Queue Length 95th (ft) 13 8 0 Control Delay (s) 17.4 2.9 0.0 Lane LOS C A Approach Delay (s) 17.4 1.6 Approach LOS C Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_T-P-T-O\043400000-Brickel I-Citi Centre\Calcs\Synch ro\AM-2018---Future-Total-Cond itions. sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 15: SE 5th Street & Brickell Avenue 4-- 4\ i Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations 1 T 4' r 'I +ft l'i 411) Volume (vph) 92 7 55 9 64 246 1133 79 1662 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phases 4 4 8 8 8 5 2 1 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 8.0 30.0 8.0 30.0 Total Split (s) 27.0 27.0 27.0 27.0 27.0 17.0 76.0 17.0 76.0 Total Split (%) 22.5% 22.5% 22.5% 22.5% 22.5% 14.2% 63.3% 14.2% 63.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None C-Min None C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 25 (21%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 15: SE 5th Street & Brickell Avenue m1 I m2 . 04 1lr'';3 1 0, i' Tl;3 05 " m6 #= m8 K:\FTL_T-P-TO\043400000-B ri ckel I-Citi Ce ntre\Cal cs\Syn ch ro\AM-2018---Future-Total-Con d i ti o n s. sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 15: SE 5th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li 4 4 j I 11'+t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.86 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1601 1786 1583 1770 5042 1770 5040 Flt Permitted 0.69 1.00 0.49 1.00 0.06 1.00 0.18 1.00 Satd. Flow (perm) 1278 1601 911 1583 105 5042 337 5040 Volume (vph) 92 7 104 55 9 64 246 1133 68 79 1662 104 Peak -hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 107 8 121 64 10 74 286 1317 79 92 1933 121 RTOR Reduction (vph) 0 106 0 0 0 65 0 4 0 0 6 0 Lane Group Flow (vph) 107 23 0 0 74 9 286 1392 0 92 2048 0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G (s) 14.3 14.3 14.3 14.3 95.7 86.8 72.1 66.2 Effective Green, g (s) 15.3 15.3 15.3 15.3 96.7 87.8 72.1 67.2 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.81 0.73 0.60 0.56 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 163 204 116 202 438 3689 261 2822 v/s Ratio Prot 0.01 c0.14 0.28 0.01 c0.41 v/s Ratio Perm c0.08 0.08 0.01 0.39 0.20 v/c Ratio 0.66 0.11 0.64 0.05 0.65 0.38 0.35 0.73 Uniform Delay, d1 49.8 46.4 49.7 45.9 32.3 6.0 13.1 19.6 Progression Factor 1.00 1.00 1.00 1.00 0.64 2.38 1.00 1.00 Incremental Delay, d2 8.2 0.2 9.7 0.1 2.2 0.2 0.3 1.7 Delay (s) 58.1 46.5 59.4 46.0 23.0 14.5 13.4 21.2 Level of Service E D EDCB B C Approach Delay (s) 51.8 52.7 15.9 20.9 Approach LOS D D B C Intersection Summary HCM Average Control Delay 21.8 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_T-P-TO\043400000-Brickell-Citi Centre\Cal cs\Synchro\AM-2018---Future-Total-Conditions.sy Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 16: SE 6th Street & Brickell Avenue t Movement EBL EBR NBL NBT SBT SBR Lane Configurations rf 44 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 39 0 1476 1189 26 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 44 0 1658 1336 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 346 188 pX, platoon unblocked 0.83 0.70 0.70 vC, conflicting volume 2180 683 1365 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1276 119 1093 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 93 100 cM capacity (veh/h) 132 638 444 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 44 829 829 891 475 Volume Left 0 0 0 0 0 Volume Right 44 0 0 0 29 cSH 638 1700 1700 1700 1700 Volume to Capacity 0.07 0.49 0.49 0.52 0.28 Queue Length 95th (ft) 6 0 0 0 0 Control Delay (s) 11.1 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 11.1 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Gales\Synchro\AM 2018--- Future -Total -Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 102: SW 7th Street & Driveway # 2 Lane Group WBT NBL SBR Lane Configurations. 4++ '11 r Volume (vph) 930 72 50 Turn Type custom custom Protected Phases 8 Permitted Phases 2 6 Detector Phases 8 2 6 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 21.0 20.0 21.0 Total Split (s) 61.0 49.0 49.0 Total Split (%) 55.5% 44.5% 44.5% Yellow Time (s) 4.0 3.5 4.0 All -Red Time (s) 1.0 0.5 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 44 (40%), Referenced to phase 8:WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 102: SW 7th Street & Driveway # 2 K:\FTL_T-P-T-O\043400000-Brickell-CitiCentre\Calcs\Synehro\AM 2018--- Future -Total -Conditions.sy Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 102: SW 7th Street & Driveway # 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4++ "i r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 1.00 1.00 0.86 Flt Protected 1.00 0.95 1.00 Satd. Flow (prot) 5074 1770 1611 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm) 5074 1770 1611 Volume (vph) 0 0 0 41 930 0 72 0 0 0 0 50 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 45 1011 0 78 0 0 0 0 54 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 49 Lane Group Flow (vph) 0 0 0 0 1056 0 78 0 0 0 0 5 Turn Type Perm custom custom Protected Phases 8 Permitted Phases 8 2 6 Actuated Green, G (s) 91.5 9.5 8.5 Effective Green, g (s) 92.5 9.5 9.5 Actuated g/C Ratio 0.84 0.09 0.09 Clearance Time (s) 5.0 4.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 4267 153 139 v/s Ratio Prot v/s Ratio Perm 0.21 c0.04 0.00 v/c Ratio 0.25 0.51 0.03 Uniform Delay, d1 1.8 48.0 46.0 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.7 0.1 Delay (s) 1.9 50.7 46.1 Level of Service A D D Approach Delay (s) 0.0 1.9 50.7 46.1 Approach LOS A A D D Intersection Summary HCM Average Control Delay 7.1 HCM Level of Service A HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_T-P--T-O\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2018--- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 103: SW 7th Street & Driveway # 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '11 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 0 637 16 0 Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 Hourly flow rate (vph) 0 0 0 692 17 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 427 355 pX, platoon unblocked vC, conflicting volume 0 346 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 346 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free °A 100 97 100 cM capacity (veh/h) 1622 624 1084 Direction, Lane # WB 1 WB 2 NB 1 Volume Total 346 346 17 Volume Left 0 0 17 Volume Right 0 0 0 cSH 1700 1700 624 Volume to Capacity 0.20 0.20 0.03 Queue Length 95th (ft) 0 0 2 Control Delay (s) 0.0 0.0 10.9 Lane LOS B Approach Delay (s) 0.0 10.9 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM-2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 104: SW 8th Street & Driveway # 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4+ Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 109 1827 0 0 36 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 118 1986 0 0 39 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 417 246 pX, platoon unblocked 0.43 vC, conflicting volume 0 1230 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 209 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 93 87 100 cM capacity (veh/h) 1622 303 1084 Direction, Lane # EB 1 EB 2 SB 1 Volume Total 780 1324 39 Volume Left 118 0 39 Volume Right 0 0 0 cSH 1622 1700 303 Volume to Capacity 0.07 0.78 0.13 Queue Length 95th (ft) 6 0 11 Control Delay (s) 1.9 0.0 18.6 Lane LOS A C Approach Delay (s) 0.7 18.6 Approach LOS C Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15 K:\FTL_T-P--T-O\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2018--- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 105: SW 8th Street & Driveway # 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4+ 1 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 134 1569 0 0 23 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 146 1705 0 0 25 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 265 172 pX, platoon unblocked 0.57 vC, conflicting volume 0 1144 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 504 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 91 90 100 cM capacity (veh/h) 1622 259 1084 Direction, Lane # EB 1 EB 2 SB 1 Volume Total 714 1137 25 Volume Left 146 0 25 Volume Right 0 0 0 cSH 1622 1700 259 Volume to Capacity 0.09 0.67 0.10 Queue Length 95th (ft) 7 0 8 Control Delay (s) 2.3 0.0 20.4 Lane LOS A C Approach Delay (s) 0.9 20.4 Approach LOS C Intersection Summary Average Delay 1.2 Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15 K:\FTL_T-P-T-O\043400000-B rickel I-Citi Centre\Cal cs\Synchro\AM-2018---Future-Total-Cond iti ons. sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 107: Driveway # 7 & S Miami Avenue t Movement WBL WBR NBT NBR SBL SBT Lane Configurations "Gr Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 0 919 68 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 999 74 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 170 pX, platoon unblocked 0.91 0.91 0.91 vC, conflicting volume 1036 536 1073 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 945 398 985 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 238 550 637 Direction, Lane # NB 1 NB 2 Volume Total 666 407 Volume Left 0 0 Volume Right 0 74 cSH 1700 1700 Volume to Capacity 0.39 0.24 Queue Length 95th (ft) 0 0 Control Delay (s) 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 30.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2018--- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 108: SE 6th Street & Driveway # 8 --MP -,, , '— "" ifr Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 148 8 0 161 13 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 161 9 0 175 14 50 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 170 340 165 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 170 340 165 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 98 94 cM capacity (veh/h) 1408 656 879 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 170 175 64 Volume Left 0 0 14 Volume Right 9 0 50 cSH 1700 1408 818 Volume to Capacity 0.10 0.00 0.08 Queue Length 95th (ft) 0 0 6 Control Delay (s) 0.0 0.0 9.8 Lane LOS A Approach Delay (s) 0.0 0.0 9.8 Approach LOS A Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM-2018---Future Total-Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - AM PEAK 124: SE 4th Street & S Miami Avenue Lane Group EBL EBR WBR NBL t r NBT NBR SBT Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary 166 96 0 27 pt+ov custom Prot 8 81 5 1 r? ++t 66 707 893 Prot 6 6 2 8 81 5 1 6 4.0 4.0 4.0 4.0 9.0 8.0 8.0 9.0 35.0 57.0 20.0 22.0 55.0 31.8% 51.8% 18.2% 20.0% 50.0% 4.0 3.5 3.5 4.0 1.0 0.5 0.5 1.0 Lead Lead Lag Yes Yes Yes None None None C-Min 6 4.0 9.0 55.0 50.0% 4.0 1.0 Lag Yes C-Min 2 4.0 21.0 53.0 48.2% 4.0 1.0 Lag Yes C-Min Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Splits and Phases: 124: SE 4th Street & S Miami Avenue t 01 05 02 t 06 1 08 I I.Ss 1 1 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\AM 2018 -- Future -Total -Conditions.sy Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 124: SE 4th Street & S Miami Avenue t. t r Movement EBL EBR WBR WBR2 NBL NBT NBR SBT SBR Lane Configurations '1j ri ga 'I 4 rV 1* Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 0.91 Frt 1.00 0.85 0.86 1.00 1.00 0.85 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prat) 1770 1583 1611 1770 1863 2787 5049 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1611 1770 1863 2787 5049 Volume (vph) 166 96 0 1 27 66 707 893 45 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 177 102 0 1 29 70 752 950 48 RTOR Reduction (vph) 0 47 1 0 0 0 0 3 0 Lane Group Flow (vph) 177 55 0 0 29 70 752 995 0 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases Actuated Green, G (s) 15.6 27.8 1.1 7.2 79.3 79.3 73.2 Effective Green, g (s) 16.6 27.8 1.1 7.2 80.3 80.3 74.2 Actuated g/C Ratio 0.15 0.25 0.01 0.07 0.73 0.73 0.67 Clearance Time (s) 5.0 4.0 4.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 267 400 16 116 1360 2035 3406 v/s Ratio Prot c0.10 c0.03 0.00 0.02 0.04 c0.27 0.20 v/s Ratio Perm v/c Ratio 0.66 0.14 0.00 0.25 0.05 0.37 0.29 Uniform Delay, d1 44.1 31.8 53.9 48.8 4.2 5.5 7.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.2 0.0 1.1 0.1 0.5 0.2 Delay (s) 50.1 32.0 53.9 50.0 4.2 6.0 7.5 Level of Service D C D D A A A Approach Delay (s) 7.4 7.5 Approach LOS A A Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 47.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-B ri ckel I-Citi Centre\Calcs\Synch ro\AM-2018---Futu re-Total-Conditi ons.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 1: SW 7th Street & SW 3rd Avenue f Lane Group WBT NBL NBT Lane Configurations 4114,4' Volume (vph) 1990 207 222 Turn Type Perm Protected Phases 6 8 Permitted Phases 8 Detector Phases 6 8 8 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 20.5 Total Split (s) 92.0 23.0 23.0 Total Split (%) 80.0% 20.0% 20.0% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 80 (70%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 1: SW 7th Street & SW 3rd Avenue 4— v 06 l K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM-2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 1: SW 7th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4l 'I 1' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.99 1.00 1.00 Flt Protected 0.99 0.95 1.00 Satd. Flow (prot) 4954 1770 1863 Flt Permitted 0.99 0.95 1.00 Satd. Flow (perm) 4954 1770 1863 Volume (vph) 0 0 0 889 1990 251 207 222 0 0 0 0 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 999 2236 282 233 249 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 8 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 3509 0 233 249 0 0 0 0 Turn Type Perm Perm Protected Phases 6 8 Permitted Phases 6 8 Actuated Green, G (s) 89.1 17.9 17.9 Effective Green, g (s) 89.1 17.9 17.9 Actuated g/C Ratio 0.77 0.16 0.16 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 3838 276 290 i v/s Ratio Prot c0.13 v/s Ratio Perm 0.71 0.13 v/c Ratio 0.91 0.84 0.86 Uniform Delay, d1 10.0 47.2 47.3 Progression Factor 0.31 1.22 1.22 Incremental Delay, d2 0.4 18.6 19.6 Delay (s) 3.5 76.1 77.2 Level of Service A E E Approach Delay (s) 0.0 3.5 76.7 0.0 Approach LOS A A E A Intersection Summary HCM Average Control Delay 12.3 HCM Level of Service B HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 132.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM 2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 2: SW 7th Street & SW 2nd Avenue "' t Lane Group WBT NBL NBT SBT Lane Configurations 4,itta, "j +1' t) Volume (vph) 2587 300 311 412 Turn Type pm+pt Protected Phases 6 3 8 4 Permitted Phases 8 Detector Phases 6 3 8 4 Minimum Initial (s) 7.0 5.0 7.0 7.0 Minimum Split (s) 25.5 8.5 19.5 19.5 Total Split (s) 71.0 19.0 44.0 25.0 Total Split (%) 61.7% 16.5% 38.3% 21.7% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode C-Min None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 78 (68%), Referenced to phase 6:WBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 2: SW 7th Street & SW 2nd Avenue 03 4.04 weimmin 08 , 06 EitiiiiiMMOBEMMiii U K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 2: SW 7th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 414+ 'I fj +I Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.95 0.95 Frt 0.99 1.00 1.00 0.95 Flt Protected 1.00 0.95 1.00 1.00 Satd. Flow (prot) 5036 1770 3539 3366 Flt Permitted 1.00 0.16 1.00 1.00 Satd. Flow (perm) 5036 298 3539 3366 Volume (vph) 0 0 0 187 2587 124 300 311 0 0 412 200 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 212 2940 141 341 353 0 0 468 227 RTOR Reduction (vph) 0 0 0 0 4 0 0 0 0 0 12 0 Lane Group Flow (vph) 0 0 0 0 3289 0 341 353 0 0 683 0 Turn Type Perm pm+pt Protected Phases 6 3 8 4 Permitted Phases 6 8 Actuated Green, G (s) 67.0 40.0 40.0 21.0 Effective Green, g (s) 67.0 40.0 40.0 21.0 Actuated g/C Ratio 0.58 0.35 0.35 0.18 Clearance Time (s) 4.0 3.0 4.0 4.0 Vehicle Extension (s) 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 2934 296 1231 615 v/s Ratio Prot c0.15 0.10 0.20 v/s Ratio Perm 0.65 c0.25 v/c Ratio 1.12 1.15 0.29 1.11 Uniform Delay, d1 24.0 32.0 27.2 47.0 Progression Factor 0.42 1.68 0.60 1.00 Incremental Delay, d2 58.1 95.9 0.0 70.3 Delay (s) 68.2 149.8 16.4 117.3 Level of Service E F B F Approach Delay (s) 0.0 68.2 82.0 117.3 Approach LOS A E F F Intersection Summary HCM Average Control Delay 77.5 HCM Level of Service E HCM Volume to Capacity ratio 1.12 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 100.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\P-M-2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 3: SW 7th Street & SW 1st Avenue Lane Group WBT NBL SWT SWR Lane Configurations 441, Volume (vph) 1978 12 988 328 Turn Type Perm Protected Phases 2 7 8 Permitted Phases 8 Detector Phases 2 7 8 8 Minimum Initial (s) 7.0 4.0 7.0 7.0 Minimum Split (s) 21.0 10.0 21.0 21.0 Total Split (s) 58.0 16.0 41.0 41.0 Total Split (%) 50.4% 13.9% 35.7% 35.7% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode C-Min Min None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 77 (67%), Referenced to phase 2:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 3: SW 7th Street & SW 1st Avenue 07 08 47,— i 02 EinOMINIMMINIMINNIMIUM 110,. 1 1 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM 2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 3: SW 7th Street & SW 1st Avenue Movement WBL2 WBL WBT NBL SWT SWR Lane Configurations 444 "i r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 0.91 0.91 Frt 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 5040 1770 3390 1441 Flt Permitted 0.99 0.95 1.00 1.00 Satd. Flow (perm) 5040 1770 3390 1441 Volume (vph) 41 392 1978 12 988 328 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 43 408 2060 12 1029 342 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 2511 12 1029 342 Turn Type Perm Perm Perm Protected Phases 2 7 8 Permitted Phases 2 2 8 Actuated Green, G (s) 54.6 4.6 38.8 38.8 Effective Green, g (s) 56.6 6.6 39.8 39.8 Actuated g/C Ratio 0.49 0.06 0.35 0.35 Clearance Time (s) 6.0 6.0 5.0 5.0 Vehicle Extension (s) 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 2481 102 1173 499 v/s Ratio Prot c0.01 c0.30 v/s Ratio Perm 0.50 0.24 v/c Ratio 1.01 0.12 0.88 0.69 Uniform Delay, d1 29.2 51.4 35.3 32.2 Progression Factor 1.04 1.00 1.00 1.00 Incremental Delay, d2 14.8 0.2 7.4 3.1 Delay (s) 45.2 51.6 42.7 35.3 Level of Service DDDD Approach Delay (s) 45.2 51.6 40.9 Approach LOS D D D Intersection Summary HCM Average Control Delay 43.7 HCM Level of Service D HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 91.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-Citi Centre\Calcs\Synchro\PM-2018---Future-Total-Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Lane Group WBT NBL NBT Lane Configurations 4'111r 4+ Volume (vph) 1858 713 949 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 60.4 54.6 54.6 Total Split (%) 52.5% 47.5% 47.5% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 46.6 (41%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue g ■— 02 04 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM-2018 -- Future -Total -Conditions:sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++1:, 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.97 1.00 1.00 Flt Protected 1.00 0.95 0.99 Satd. Flow (prot) 4939 1610 3364 Flt Permitted 1.00 0.95 0.99 Satd. Flow (perm) 4939 1610 3364 Volume (vph) 0 0 0 0 1858 443 713 949 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 1956 466 751 999 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 24 0 2 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 2398 0 563 1185 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 62.1 43.9 43.9 Effective Green, g (s) 62.6 44.4 44.4 Actuated g/C Ratio 0.54 0.39 0.39 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 2689 622 1299 v/s Ratio Prot c0.49 v/s Ratio Perm 0.35 0.35 v/c Ratio 0.89 0.90 0.91 Uniform Delay, d1 23.2 33.3 33.5 Progression Factor 1.40 0.79 0.80 Incremental Delay, d2 2.9 14.9 8.6 Delay (s) 35.3 41.3 35.4 Level of Service D D D Approach Delay (s) 0.0 35.3 37.3 0.0 Approach LOS A D D A Intersection Summary HCM Average Control Delay 36.2 HCM Level of Service D HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 128.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM-2018---Future-Total Conditions.sy Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 5: SW 7th Street & Brickell Avenue Lane Group WBT NBL NBT SBL SBT SBR Lane Configurations ) ft+ ++ r' Volume (vph) 255 670 1557 25 1611 519 Turn Type Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 2 Detector Phases 4 1 6 5 2 2 Minimum Initial (s) 7.0 5.0 16.0 5.0 16.0 16.0 Minimum Split (s) 34.0 8.0 21.0 8.0 21.0 21.0 Total Split (s) 34.0 30.0 86.0 10.0 66.0 66.0 Total Split (%) 26.2% 23.1% 66.2% 7.7% 50.8% 50.8% Yellow Time (s) 4.0 3.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 16 (12%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 130 Control Type: Actuated -Coordinated Splits and Phases: 5: SW 7th Street & Brickell Avenue 01 02 04 05 I 06 ggro {oN I K:\ FT L_T PT O\04340000 0-B ri c ke l I-C i t i C e ntre\ Ca l cs\S y n ch ro\ P M- 2018---Future Total -C o n d i ti o n s. sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 5: SW 7th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 + VI 144 I +f Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.97 0.91 1.00 0.95 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3377 3433 5079 1770 3539 1583 Flt Permitted 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3377 3433 5079 1770 3539 1583 Volume (vph) 0 0 0 74 255 111 670 1557 12 25 1611 519 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 79 271 118 713 1656 13 27 1714 552 RTOR Reduction (vph) 0 0 0 0 27 0 0 1 0 0 0 69 Lane Group Flow (vph) 0 0 0 0 441 0 713 1668 0 27 1714 483 Turn Type Perm Prot Prot Perm Protected Phases 4 1 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 21.7 33.4 90.6 4.7 61.9 61.9 Effective Green, g (s) 22.7 32.4 91.6 3.7 62.9 62.9 Actuated g/C Ratio 0.17 0.25 0.70 0.03 0.48 0.48 Clearance Time (s) 5.0 3.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 856 3579 50 1712 766 v/s Ratio Prot c0.21 0.33 0.02 c0.48 v/s Ratio Perm 0.13 0.31 v/c Ratio 0.75 0.83 0.47 0.54 1.00 0.63 Uniform Delay, d1 50.9 46.2 8.4 62.3 33.5 24.9 Progression Factor 1.00 1.40 0.79 1.11 0.78 0.61 Incremental Delay, d2 5.1 3.5 0.2 10.6 21.2 3.6 Delay (s) 56.1 68.1 6.9 79.8 47.5 18.9 Level of Service E E A E D B Approach Delay (s) 0.0 56.1 25.2 41.0 Approach LOS A E C D Intersection Summary HCM Average Control Delay 35.0 HCM Level of Service D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 --Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 6: SW 8th Street & SW 3rd Avenue Lane Group EBT EBR NBT NBR SBL SBT Lane Configurations 4$4 r 1 r "1 + Volume (vph) 2221 74 276 214 31 874 Turn Type Free Perm Perm Protected Phases 2 4 4 Permitted Phases Free 4 4 Detector Phases 2 4 4 4 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 18.0 18.0 18.0 18.0 Total Split (s) 56.0 0.0 59.0 59.0 59.0 59.0 Total Split (%) 48.7% 0.0% 51.3% 51.3% 51.3% 51.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None None None None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 25 (22%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Splits and Phases: 6: SW 8th Street & SW 3rd Avenue �1' I m4 I 1 K:\FTL_T-P-TO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM 2018 -- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 6: SW 8th Street & SW 3rd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Of 1q I' r 1 + Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5071 1583 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.51 1.00 Satd. Flow (perm) 5071 1583 1863 1583 951 1863 Volume (vph) 130 2221 74 0 0 0 0 276 214 31 874 0 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 133 2266 76 0 0 0 0 282 218 32 892 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 1 0 0 0 Lane Group Flow (vph) 0 2399 76 0 0 0 0 282 217 32 892 0 Turn Type Perm Free Perm Perm Protected Phases 2 4 4 Permitted Phases 2 Free 4 4 Actuated Green, G (s) 52.0 115.0 55.0 55.0 55.0 55.0 Effective Green, g (s) 52.0 115.0 55.0 55.0 55.0 55.0 Actuated g/C Ratio 0.45 1.00 0.48 0.48 0.48 0.48 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 2293 1583 891 757 455 891 v/s Ratio Prot 0.15 c0.48 v/s Ratio Perm 0.47 0.05 0.14 0.03 v/c Ratio 1.05 0.05 0.32 0.29 0.07 1.00 Uniform Delay, d1 31.5 0.0 18.4 18.1 16.2 30.0 Progression Factor 1.00 1.00 1.00 1.00 1.13 0.93 Incremental Delay, d2 32.3 0.1 0.1 0.2 0.0 19.1 Delay (s) 63.8 0.1 18.6 18.3 18.3 46.8 Level of Service E A BBBD Approach Delay (s) 61.8 0.0 18.5 45.8 Approach LOS E A B D Intersection Summary HCM Average Control Delay 52.5 HCM Level of Service D HCM Volume to Capacity ratio 1.02 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 118.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\F-TL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\P--M-2018 - Future Total-Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 7: SW 8th Street & SW 2nd Avenue Lane Group --r� \`+► �r EBT NBT SBL SBT Lane Configurations 4' 1't 41' Volume (vph) 1901 412 194 439 Turn Type pm+pt Protected Phases 4 2 1 6 Permitted Phases 6 Detector Phases 4 2 1 6 Minimum Initial (s) 7.0 4.0 5.0 4.0 Minimum Split (s) 21.0 16.0 8.0 16.0 Total Split (s) 70.0 37.0 8.0 45.0 Total Split (%) 60.9% 32.2% 7.0% 39.1% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.0 0.0 0.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None C-Min None C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 56 (49%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 7: SW 8th Street & SW 2nd Avenue —"r" 04 06 K:\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\PM-2018---Future-Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 7: SW 8th Street & SW 2nd Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +111+ f t+ +I' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.95 0.95 Frt 0.98 0.98 1.00 Flt Protected 1.00 1.00 0.98 Satd. Flow (prot) 4793 3454 3486 Flt Permitted 1.00 1.00 0.61 Satd. Flow (perm) 4793 3454 2175 Volume (vph) 200 1901 341 0 0 0 0 412 79 194 439 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 215 2044 367 0 0 0 0 443 85 209 472 0 RTOR Reduction (vph) 0 20 0 0 0 0 0 12 0 0 0 0 Lane Group Flow (vph) 0 2606 0 0 0 0 0 516 0 0 681 0 Parking (#/hr) 0 0 0 Turn Type Perm pm+pt Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G (s) 63.7 43.3 43.3 Effective Green, g (s) 63.7 43.3 43.3 Actuated g/C Ratio 0.55 0.38 0.38 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 2655 1301 819 v/s Ratio Prot 0.15 v/s Ratio Perm 0.54 c0.31 v/c Ratio 0.98 0.40 1.09d1 Uniform Delay, d1 25.1 26.3 32.5 Progression Factor 1.96 1.00 0.47 Incremental Delay, d2 6.9 0.9 0.7 Delay (s) 56.0 27.2 16.0 Level of Service E C B Approach Delay (s) 56.0 0.0 27.2 16.0 Approach LOS E A C B Intersection Summary HCM Average Control Delay 44.9 HCM Level of Service D HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group KAFTL T-P-T-O\043400000-Brickell-CitiCentre\Calcs\Synchro\P-M-2018-- Future -Total -Conditions sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 8: SW 8th Street & SW lst Avenue Lane Group EBT SBT Lane Configurations') 41' Volume (vph) 1686 952 Turn Type Protected Phases 2 4 Permitted Phases Detector Phases 2 4 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 21.0 21.0 Total Split (s) 59.0 56.0 Total Split (%) 51.3% 48.7% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min None Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 80 (70%), Referenced to phase 2:EBT, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 8: SW 8th Street & SW 1st Avenue —II" Pi •'' 04 ! K•\FTLT-P—TO\043400000-Brickell-CitiCentre\Calcs\Synchro\P-M-2018--- Future -Total -Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 8: SW 8th Street & SW 1st Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++' 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.97 1.00 Flt Protected 1.00 0.98 Satd. Flow (prot) 4942 3485 Flt Permitted 1.00 0.98 Satd. Flow (perm) 4942 3485 Volume (vph) 0 1686 390 0 0 0 0 0 0 429 952 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1813 419 0 0 0 0 0 0 461 1024 0 RTOR Reduction (vph) 0 27 0 0 0 0 0 0 0 0 3 0 Lane Group Flow (vph) 0 2205 0 0 0 0 0 0 0 0 1482 0 Turn Type Perm Protected Phases 2 4 Permitted Phases 4 Actuated Green, G (s) 55.2 49.8 Effective Green, g (s) 56.2 50.8 Actuated g/C Ratio 0.49 0.44 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 2415 1539 v/s Ratio Prot c0.45 v/s Ratio Perm 0.43 v/c Ratio 0,91 0.96 Uniform Delay, d1 27.1 31.2 Progression Factor 1.14 0.46 Incremental Delay, d2 2.3 8.3 Delay (s) 33.3 22.5 Level of Service C C Approach Delay (s) 33.3 0.0 0.0 22.5 Approach LOS C A A C Intersection Summary HCM Average Control Delay 29.0 HCM Level of Service C HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL TP-T-O\043400000-Brickell-CitiCentre\Calcs\Synchro\PM--20-18---Future-Total-Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 9: SW 8th Street & S Miami Avenue Lane Group EBT NBT Lane Configurations 444 +11+ Volume (vph) 1377 899 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 7.0 7.0 Minimum Split (s) 19.0 21.0 Total Split (s) 76.0 39.0 Total Split (%) 66.1% 33.9% Yellow Time (s) 4.0 4.0 All -Red Time (s) 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 67 (58%), Referenced to phase 2:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 9: SW 8th Street & S Miami Avenue I 02 —1i 04 ( I 1 K•\FTL_TP-T-O\043400000-Brickell-CitiCentre\Calcs\Synchro\PM-2018---Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 9: SW 8th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 444 + tr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.91 Frt 1.00 0.98 Flt Protected 0.98 1.00 Satd. Flow (prot) 4993 5004 Flt Permitted 0.98 1.00 Satd. Flow (perm) 4993 5004 Volume (vph) 807 1377 0 0 0 0 0 899 107 0 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 832 1420 0 0 0 0 0 927 110 0 0 0 RTOR Reduction (vph) 0 8 0 0 0 0 0 11 0 0 0 0 Lane Group Flow (vph) 0 2244 0 0 0 0 0 1026 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 4 Actuated Green, G (s) 60.3 44.7 Effective Green, g (s) 61.3 45.7 Actuated g/C Ratio 0.53 0.40 Clearance Time (s) 5.0 5.0 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 2661 1989 v/s Ratio Prot c0.21 v/s Ratio Perm 0.45 v/c Ratio 0.87d1 0.52 Uniform Delay, d1 22.8 26.3 Progression Factor 0.75 1.00 Incremental Delay, d2 2.1 1.0 Delay (s) 19.2 27.2 Level of Service B C Approach Delay (s) 19.2 0.0 27.2 0.0 Approach LOS B A C A Intersection Summary HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 105.4% ICU Level of Service G Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group K:\F_T_L_TP_TO\043400000-Brickell_CitiCentre\Calcs\Synchro\PM 20-18 -Future Total Conditions sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 10: SW 8th Street & Brickell Plaza Lane Group EBT NBT SBL SBT Lane Configurations 4+ + t 44' Volume (vph) 1018 0 119 40 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 6 Detector Phases 4 2 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 20.0 20.0 20.0 20.0 Total Split (s) 65.0 50.0 50.0 50.0 Total Split (%) 56.5% 43.5% 43.5% 43.5% Yellow Time (s) 3.5 3.5 3.5 3.5 All -Red Time (s) 0.5 0.5 0.5 0.5 Lead/Lag Lead -Lag Optimize? Recall Mode C-Max Min Min Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 49 (43%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Splits and Phases: 10: SW 8th Street & Brickell Plaza m2" m4 '21,, LINMIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIINIIIIIIIIIMIIIINIIIIIII I 06 K:\F-TL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\P--M-2018---Future-Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 10: SW 8th Street & Brickell Plaza Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41") i 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 0.97 0.86 1.00 Flt Protected 1.00 1.00 0.96 Satd. Flow (prot) 4943 1611 1796 Flt Permitted 1.00 1.00 0.59 Satd. Flow (perm) 4943 1611 1097 Volume (vph) 74 1018 222 0 0 0 0 0 107 119 40 0 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 87 1198 261 0 0 0 0 0 126 140 47 0 RTOR Reduction (vph) 0 14 0 0 0 0 0 44 0 0 0 0 Lane Group Flow (vph) 0 1532 0 0 0 0 0 82 0 0 187 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G (s) 87.1 19.9 19.9 Effective Green, g (s) 87.1 19.9 19.9 Actuated g/C Ratio 0.76 0.17 0.17 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 3744 279 190 v/s Ratio Prot 0.05 v/s Ratio Perm 0.31 c0.17 v/c Ratio 0.41 0.29 0.98 Uniform Delay, d1 4.9 41.4 47.4 Progression Factor 2.07 1.00 1.00 Incremental Delay, d2 0.3 0.6 60.3 Delay (s) 10.4 42.0 107.7 Level of Service B D F Approach Delay (s) 10.4 0.0 42.0 107.7 Approach LOS B A D F Intersection Summary HCM Average Control Delay 22.4 HCM Level of Service C HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group L K:1FTL__T_PT_O\043400000-Brickell_CitiCentre\Calcs\Synchro\PM 2018_- Future Total Conditions sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 11: SW 8th Street & Brickell Avenue f 4- f Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Configurations ttr 44 r 4+4 vi +ft Volume (vph) 478 572 309 0 630 1142 381 1341 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Detector Phases 8 8 4 4 4 6 5 2 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 12.0 12.0 12.0 32.0 9.0 32.0 Total Split (s) 37.0 37.0 30.0 30.0 30.0 44.0 19.0 63.0 Total Split (%) 28.5% 28.5% 23.1% 23.1% 23.1% 33.8% 14.6% 48.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 6 (5%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 11: SW 8th Street & Brickell Avenue 02 05 'f 04 -1■ PoJ. 06 1■r J■ K:\F_TL_TPTO\043400000-Brickell_CitiCentre\Calcs\Synchro\PM_2018Future_ Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 11: SW 8th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vill a vi 4 r ' 1i vi 14+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 0.95 0.91 0.95 0.91 0.97 0.91 Frt 1.00 0.95 1.00 0.87 0.85 0.98 1.00 1.00 Flt Protected 0.95 1.00 0.95 0.99 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3372 1681 1470 1504 4963 3433 5085 Flt Permitted 0.95 1.00 0.95 0.99 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3372 1681 1470 1504 4963 3433 5085 Volume (vph) 478 572 263 309 0 630 0 1142 218 381 1341 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 509 609 280 329 0 670 0 1215 232 405 1427 0 RTOR Reduction (vph) 0 37 0 0 0 175 0 22 0 0 0 0 Lane Group Flow (vph) 509 852 0 281 298 245 0 1425 0 405 1427 0 Turn Type Split Split Prot Prot Protected Phases 8 8 4 4 4 6 5 2 Permitted Phases Actuated Green, G (s) 32.0 32.0 25.8 25.8 25.8 38.2 15.0 57.2 Effective Green, g (s) 33.0 33.0 26.8 26.8 26.8 39.2 15.0 58.2 Actuated g/C Ratio 0.25 0.25 0.21 0.21 0.21 0.30 0.12 0.45 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 4.0 5.0 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 1.0 2.0 1.0 Lane Grp Cap (vph) 871 856 347 303 310 1497 396 2277 v/s Ratio Prot 0.15 c0.25 0.17 c0.20 0.16 c0.29 c0.12 0.28 v/s Ratio Perm v/c Ratio 0.58 1.00 0.81 0.98 0.79 0.95 1.02 0.63 Uniform Delay, d1 42.5 48.4 49.2 51.4 48.9 44.5 57.5 27.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.21 1.43 Incremental Delay, d2 0.8 29.5 13.0 46.9 12.9 14.4 30.0 0.4 Delay (s) 43.3 78.0 62.2 98.3 61.9 58.8 99.5 39.8 Level of Service D E E F E E F D Approach Delay (s) 65.3 72.8 58.8 53.0 Approach LOS E E E D Intersection Summary HCM Average Control Delay 61.0 HCM Level of Service E HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 90.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K•\FTL_TPTO\043400000-Brickell-CitiCentre\Calcs\Synchro\P--M-2018---Future Total -Conditions sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 13: SE 6th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 t 413 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 0 0 0 2 185 1 1059 222 0 0 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 3 0 0 0 2 208 1 1190 249 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 355 pX, platoon unblocked 0.71 0.71 0.71 0.71 0.71 0.71 vC, conflicting volume 806 1442 0 1317 1317 720 0 1439 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 315 1212 0 1036 1036 192 0 1208 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 100 100 99 64 100 100 cM capacity (veh/h) 276 128 1084 132 163 578 1622 406 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 3 210 596 844 Volume Left 3 0 1 0 Volume Right 0 208 0 249 cSH 276 563 1622 1700 Volume to Capacity 0.01 0.37 0.00 0.50 Queue Length 95th (ft) 1 43 0 0 Control Delay (s) 18.2 15.1 0.0 0.0 Lane LOS C C A Approach Delay (s) 18.2 15.1 0.0 Approach LOS C C Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15 K:\FT_L_TP_TO\043400000-Brickell_Citi Centre\Calcs\Synchro\PM2018_-Future_ Total Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 14: SW 9th Street & S Miami Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations .14 41+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 0 47 152 172 810 28 0 0 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 0 0 0 0 51 163 185 871 30 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 712 pX, platoon unblocked vC, conflicting volume 994 1271 0 1256 1256 451 0 901 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 994 1271 0 1256 1256 451 0 901 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 100 66 71 89 100 cM capacity (veh/h) 96 148 1084 117 151 556 1622 750 Direction, Lane # WB 1 NB 1 NB 2 Volume Total 214 620 466 Volume Left 0 185 0 Volume Right 163 0 30 cSH 340 1622 1700 Volume to Capacity 0.63 0.11 0.27 Queue Length 95th (ft) 101 10 0 Control Delay (s) 32.0 3.0 0.0 Lane LOS D A Approach Delay (s) 32.0 1.7 Approach LOS D Intersection Summary Average Delay 6.7 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_T_P_T_O\043400000-Brickell_Citi Centre\Calcs\Synchro\P_M2018-_Future _T_otal_Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 15: SE 5th Street & Brickell Avenue 4-- 4\ Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Configurations Ti 4 r t Volume (vph) 73 2 74 17 54 207 1582 83 1818 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Detector Phases 4 4 8 8 8 5 2 1 6 Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 5.0 7.0 5.0 7.0 Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 8.0 30.0 8.0 30.0 Total Split (s) 36.0 36.0 36.0 36.0 36.0 23.0 80.0 14.0 71.0 Total Split (%) 27.7% 27.7% 27.7% 27.7% 27.7% 17.7% 61.5% 10.8% 54.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 0.0 1.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None C-Min None C-Min Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 5 (4%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Splits and Phases: 15: SE 5th Street & Brickell Avenue m1 1 05 1►`" 6 - . 04 K:\FTL_TPTO\043400000-Brickell CitiCentr_e\Calcs\Synchro\PM2018-Future_Total Conditions.sy7_ Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 15: SE 5th Street & Brickell Avenue Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li 4 r 'i ++.4 11 t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1588 1790 1583 1770 5056 1770 5018 Flt Permitted 0.56 1.00 0.53 1.00 0.04 1.00 0.09 1.00 Satd. Flow (perm) 1036 1588 986 1583 84 5056 177 5018 Volume (vph) 73 2 97 74 17 54 207 1582 64 83 1818 177 Peak -hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 85 2 113 86 20 63 241 1840 74 97 2114 206 RTOR Reduction (vph) 0 99 0 0 0 55 0 2 0 0 6 0 Lane Group Flow (vph) 85 16 0 0 106 8 241 1912 0 97 2314 0 Turn Type Perm Perm Perm pm+pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 8 2 6 Actuated Green, G (s) 15.2 15.2 15.2 15.2 104.8 94.6 91.3 84.1 Effective Green, g (s) 16.2 16.2 16.2 16.2 105.8 95.6 91.3 85.1 Actuated g/C Ratio 0.12 0.12 0.12 0.12 0.81 0.74 0.70 0.65 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 129 198 123 197 285 3718 200 3285 v/s Ratio Prot 0.01 c0.11 0.38 0.02 0.46 v/s Ratio Perm 0.08 c0.11 0.00 c0.58 0.32 v/c Ratio 0.66 0.08 0.86 0.04 0.85 0.51 0.48 0.70 Uniform Delay, d1 54.3 50.3 55.8 50.1 41.9 7.3 6.5 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.27 0.66 1.00 1.00 Incremental Delay, d2 10.4 0.1 41.9 0.1 18.2 0.5 0.7 1.3 Delay (s) 64.6 50.4 97.7 50.1 71.6 5.3 7.2 15.7 Level of Service E D F D E A A B Approach Delay (s) 56.5 80.0 12.8 15.3 Approach LOS E E B B Intersection Summary HCM Average Control Delay 18.1 HCM Level of Service B HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 16: SE 6th Street & Brickell Avenue Movement t EBL EBR NBL NBT SBT SBR Lane Configurations +4 t) Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 154 0 1629 1238 103 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 173 0 1830 1391 116 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 346 188 pX, platoon unblocked 0.80 0.71 0.71 vC, conflicting volume 2364 753 1507 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1754 233 1301 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 68 100 cM capacity (veh/h) 61 542 373 Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 173 915 915 927 579 Volume Left 0 0 0 0 0 Volume Right 173 0 0 0 116 cSH 542 1700 1700 1700 1700 Volume to Capacity 0.32 0.54 0.54 0.55 0.34 Queue Length 95th (ft) 34 0 0 0 0 Control Delay (s) 14.7 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 14.7 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 K•\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates O Timings 2018 Future Total Conditions - PM Peak 102: SW 7th Street & Driveway # 2 Lane Group 4-- WBT NBL SBR Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary 444 r 1996 189 131 custom custom 8 2 6 8 2 6 4.0 4.0 4.0 21.0 21.0 21.0 77.0 38.0 38.0 67.0% 33.0% 33.0% 4.0 4.0 4.0 1.0 1.0 1.0 None C-Min C-Min Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:NBL and 6:SBR, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 102: SW 7th Street & Driveway # 2 02 11111111111111111111111111111111111111 06 I 08 ramommommisi 1 K•\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates �I HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 102: SW 7th Street & Driveway # 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4414 'I if Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 1.00 1.00 Frt 1.00 1.00 0.86 Fit Protected 1.00 0.95 1.00 Satd. Flow (prot) 5079 1770 1611 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm) 5079 1770 1611 Volume (vph) 0 0 0 49 1996 0 189 0 0 0 0 131 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 53 2170 0 205 0 0 0 0 142 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 6 Lane Group Flow (vph) 0 0 0 0 2223 0 205 0 0 0 0 136 Turn Type Perm custom custom Protected Phases 8 Permitted Phases 8 2 6 Actuated Green, G (s) 63.7 41.3 41.3 Effective Green, g (s) 64.7 42.3 42.3 Actuated g/C Ratio 0.56 0.37 0.37 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vph) 2857 651 593 v/s Ratio Prot v/s Ratio Perm 0.44 c0.12 0.08 v/c Ratio 0.78 0.31 0.23 Uniform Delay, d1 19.6 26.0 25.1 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.4 1.3 0.9 Delay (s) 21.0 27.3 26.0 Level of Service C C C Approach Delay (s) 0.0 21.0 27.3 26.0 Approach LOS A C C C Intersection Summary HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell-CitiCentre\Gales\Synchro\PM2018 - Future _Total -Conditions sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 103: SW 7th Street & Driveway # 3 4-- Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 0 1119 367 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 0 1216 399 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 427 355 pX, platoon unblocked vC, conflicting volume 0 608 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 608 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 7 100 cM capacity (veh/h) 1622 427 1084 Direction, Lane # WB 1 WB 2 NB 1 Volume Total 608 608 399 Volume Left 0 0 399 Volume Right 0 0 0 cSH 1700 1700 427 Volume to Capacity 0.36 0.36 0.93 Queue Length 95th (ft) 0 0 265 Control Delay (s) 0.0 0.0 59.8 Lane LOS F Approach Delay (s) 0.0 59.8 Approach LOS F Intersection Summary Average Delay 14.8 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15 K•\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 104: SW 8th Street & Driveway # 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 41t 111 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 287 1259 0 0 296 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 312 1368 0 0 322 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 417 246 pX, platoon unblocked 0.59 vC, conflicting volume 0 1308 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 819 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 81 0 100 cM capacity (veh/h) 1622 148 1084 Direction, Lane # EB 1 EB 2 SB 1 Volume Total 768 912 322 Volume Left 312 0 322 Volume Right 0 0 0 cSH 1622 1700 148 Volume to Capacity 0.19 0.54 2.17 Queue Length 95th (ft) 18 0 657 Control Delay (s) 4.4 0.0 597.2 Lane LOS A F Approach Delay (s) 2.0 597.2 Approach LOS F Intersection Summary Average Delay 97.6 Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 105: SW 8th Street & Driveway # 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 44 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 164 879 0 0 59 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 178 955 0 0 64 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 265 172 pX, platoon unblocked (0.65 vC, conflicting volume 0 834 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 212 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 89 85 100 cM capacity (veh/h) 1622 439 1084 Direction, Lane # EB 1 EB 2 SB 1 Volume Total 497 637 64 Volume Left 178 0 64 Volume Right 0 0 0 cSH 1622 1700 439 Volume to Capacity 0.11 0.37 0.15 Queue Length 95th (ft) 9 0 13 Control Delay (s) 3.3 0.0 14.6 Lane LOS A B Approach Delay (s) 1.5 14.6 Approach LOS B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates fl HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 107: Driveway # 7 & S Miami Avenue Movement WBL WBR NBT NBR SBL SBT Lane Configurations f t+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 0 1402 172 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 1524 187 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 170 pX, platoon unblocked 0.68 0.68 0.68 vC, conflicting volume 1617 855 1711 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1433 305 1572 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cM capacity (veh/h) 84 466 281 Direction, Lane # NB 1 NB 2 Volume Total 1016 695 Volume Left 0 0 Volume Right 0 187 cSH 1700 1700 Volume to Capacity 0.60 0.41 Queue Length 95th (ft) 0 0 Control Delay (s) 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Unsignalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 108: SE 6th Street & Driveway # 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ 4i V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 384 25 8 257 0 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 417 27 9 279 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 445 728 431 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 445 728 431 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 100 98 cM capacity (veh/h) 1116 388 624 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 445 288 13 Volume Left 0 9 0 Volume Right 27 0 13 cSH 1700 1116 624 Volume to Capacity 0.26 0.01 0.02 Queue Length 95th (ft) 0 1 2 Control Delay (s) 0.0 0.3 10.9 Lane LOS A B Approach Delay (s) 0.0 0.3 10.9 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 K•\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 124: SE 4th Street & S Miami Avenue Lane Group EBL EBR WBR NBL NBT NBR SBT Lane Configurations + rir Volume (vph) 83 71 0 71 59 1065 1038 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Detector Phases 8 8 1 5 1 6 6 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 8.0 8.0 21.0 21.0 21.0 Total Split (s) 29.0 51.0 16.0 22.0 70.0 70.0 64.0 Total Split (%) 25.2% 44.3% 13.9% 19.1% 60.9% 60.9% 55.7% Yellow Time (s) 4.0 3.5 3.5 4.0 4.0 4.0 All -Red Time (s) 1.0 0.5 0.5 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 124: SE 4th Street & S Miami Avenue 01 t 05 t 06 02 08 M■......11 1 K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 124: SE 4th Street & S Miami Avenue N t r # Movement EBL EBR WBR WBR2 NBL NBT NBR SBT SBR Lane Configurations j"f g vS + rf t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.88 0.91 Frt 1.00 0.85 0.86 1.00 1.00 0.85 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1611 1770 1863 2787 5014 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 1611 1770 1863 2787 5014 Volume (vph) 83 71 0 8 71 59 1065 1038 107 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 88 76 0 9 76 63 1133 1104 114 RTOR Reduction (vph) 0 50 9 0 0 0 0 6 0 Lane Group Flow (vph) 88 26 0 0 76 63 1133 1212 0 Turn Type pt+ov custom Prot Prot Protected Phases 8 8 1 5 1 6 6 2 Permitted Phases 5 Actuated Green, G (s) 10.7 25.8 1.1 10.1 89.2 89.2 80.2 Effective Green, g (s) 11.7 25.8 1.1 10.1 90.2 90.2 81.2 Actuated g/C Ratio 0.10 0.22 0.01 0.09 0.78 0.78 0.71 Clearance Time (s) 5.0 4.0 4.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 180 355 15 155 1461 2186 3540 v/s Ratio Prot c0.05 0.02 0.00 c0.04 0.03 c0.41 0.24 v/s Ratio Perm v/c Ratio 0.49 0.07 0.01 0.49 0.04 0.52 0.34 Uniform Delay, d1 48.8 35.2 56.4 50.0 2.8 4.5 6.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.1 0.2 2.4 0.1 0.9 0.3 Delay (s) 50.9 35.2 56.6 52.4 2.8 5.4 6.8 Level of Service D D E D A A A Approach Delay (s) 8.1 6.8 Approach LOS A A Intersection Summary HCM Average Control Delay 9.9 HCM Level of Service A HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Scenario A Timings 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Scenario A I Lane Group WBT NBL NBT Lane Configurations Hi". vi44' Volume (vph) 846 357 665 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 51.4 58.6 58.6 Total Split (%) 46.7% 53.3% 53.3% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 29 (26%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue 451 02 04 I K•\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario A - AM 2018 - Future Total Conditions.sy7 Kimley-Horn and Associates, Inc. �1 Queues 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Scenario A 1-- I Lane Group WBT NBL NBT Lane Group Flow (vph) 1108 357 719 v/c Ratio 0.82 0.33 0.32 Control Delay 43.0 3.1 4.2 Queue Delay 1.8 1.9 1.7 Total Delay 44.7 5.0 5.9 Queue Length 50th (ft) 270 6 25 Queue Length 95th (ft) 314 m108 143 Internal Link Dist (ft) 106 269 Turn Bay Length (ft) 50 Base Capacity (vph) 2165 1093 2249 Starvation Cap Reductn 839 568 1302 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 1 18 Reduced v/c Ratio 0.84 0.68 0.76 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. K:\FTLTPTO\043400000-Brckell_ CitiCentre\Calcs\Synchro\Scenario A - AM 2018 - Future Total Conditions.sy7 Kimley-Horn and Associates, Inc. HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Scenario A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.97 1.00 1.00 Fit Protected 1.00 0.95 1.00 Satd. Flow (prot) 4936 1610 3386 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm) 4936 1610 3386 Volume (vph) 0 0 0 0 846 206 357 665 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 891 217 376 700 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 49 0 23 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 1059 0 334 719 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 28.9 73.1 73.1 Effective Green, g (s) 28.9 73.1 73.1 Actuated g/C Ratio 0.26 0.66 0.66 Clearance Time (s) 4.0 4.0 4.0 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 1297 1070 2250 v/s Ratio Prot c0.22 v/s Ratio Perm 0.22 0.21 v/c Ratio 0.82 0.31 0.32 Uniform Delay, d1 38.1 7.8 7.9 Progression Factor 1.19 0.36 0.47 Incremental Delay, d2 3.8 0.6 0.3 Delay (s) 49.1 3.3 3.9 Level of Service D A A Approach Delay (s) 0.0 49.1 3.7 0.0 Approach LOS A D A A Intersection Summary HCM Average Control Delay 26.8 HCM Level of Service C HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 99.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group rTh __K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\ScenarioA - AM 2018 Future TotalConditions.sy7 Kimley-Horn and Associates, Inc. Timings 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Scenario A 1-- 4\ t Lane Group WBT NBL NBT Lane Configurations 4' t) 4+ Volume (vph) 1858 713 949 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Detector Phases 4 2 2 Minimum Initial (s) 4.0 4.0 4.0 Minimum Split (s) 20.5 22.5 22.5 Total Split (s) 60.4 54.6 54.6 Total Split (%) 52.5% 47.5% 47.5% Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 46.6 (41%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue 11' 02 4- 04 K\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario A - PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Queues 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Scenario A 4-- t Lane Group WBT NBL NBT Lane Group Flow (vph) 2422 565 1185 v/c Ratio 0.89 0.91 0.91 Control Delay 36.4 41.3 35.3 Queue Delay 234.4 3.1 0.6 Total Delay 270.8 44.4 35.9 Queue Length 50th (ft) 498 463 489 Queue Length 95th (ft) #745 m317 313 Internal Link Dist (ft) 106 269 Turn Bay Length (ft) 50 Base Capacity (vph) 2712 711 1480 Starvation Cap Reductn 1121 29 82 Spillback Cap Reductn 317 74 78 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 1.52 0.89 0.85 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. K•\FTL_TPTO\043400000-Brickell_CitiCentre\Calcs\Synchro\Scenario A - PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Scenario A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 "i 1' Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 Lane Util. Factor 0.91 0.91 0.91 Frt 0.97 1.00 1.00 Flt Protected 1.00 0.95 0.99 Satd. Flow (prot) 4939 1610 3364 Flt Permitted 1.00 0.95 0.99 Satd. Flow (perm) 4939 1610 3364 Volume (vph) 0 0 0 0 1858 443 713 949 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 1956 466 751 999 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 24 0 2 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 2398 0 563 1185 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 62.1 43.9 43.9 Effective Green, g (s) 62.6 44.4 44.4 Actuated g/C Ratio 0.54 0.39 0.39 Clearance Time (s) 4.5 4.5 4.5 Vehicle Extension (s) 1.0 1.0 1.0 Lane Grp Cap (vph) 2689 622 1299 v/s Ratio Prot c0.49 v/s Ratio Perm 0.35 0.35 v/c Ratio 0.89 0.90 0.91 Uniform Delay, d1 23.2 33.3 33.5 Progression Factor 1.40 0.79 0.80 Incremental Delay, d2 2.9 14.9 8.6 Delay (s) 35.3 41.3 35.4 Level of Service D D D Approach Delay (s) 0.0 35.3 37.3 0.0 Approach LOS A D D A Intersection Summary HCM Average Control Delay 36.2 HCM Level of Service D HCM Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 128.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\Q434000o0-BrickelLCitiCentre\Calcs\Synchro\S_cenario A - PM 2018 - Future Total Conditions.sy7 r Kimley Horn and Associates n Scenario B Timings 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Scenario B Lane Group WBT NBT Lane Configurations + 4 4+ Volume (vph) 846 665 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 20.5 22.5 Total Split (s) 48.9 61.1 Total Split (%) 44.5% 55.5% Yellow Time (s) 4.0 4.0 All -Red Time (s) 0.0 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 29 (26%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue �I 02 m4 K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario B - AM 2018= Future Total Conditions.sy7 Kimley Horn and Associates Queues 2018 Future Total Conditions - AM PEAK 4: SW 7th Street & S Miami Avenue Scenario B I Lane Group WBT NBT Lane Group Flow (vph) 1108 1076 v/c Ratio 0.77 0.48 Control Delay 34.5 15.1 Queue Delay 2.3 23.6 Total Delay 36.8 38.8 Queue Length 50th (ft) 208 345 Queue Length 95th (ft) 220 433 Internal Link Dist (ft) 106 269 Turn Bay Length (ft) Base Capacity (vph) 2053 2237 Starvation Cap Reductn 774 1193 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.87 1.03 Intersection Summary K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario B - AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 4: SW 7th Street & S Miami Avenue 2018 Future Total Conditions - AM PEAK Scenario B Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR WBL WBT 1900 1900 1900 1900 0 0.95 0 0 0 0 0.95 0 0 0 0.0 A 0 0 0.95 0.95 0 0 0 0 0 0 +114 1900 4.0 0.91 0.97 1.00 4936 1.00 4936 846 0.95 891 45 1063 4 31.3 31.3 0.28 4.0 1.0 1405 c0.22 0.76 35.9 0.92 2.1 35.2 D 35.2 D 4\ WBR NBL 1900 1900 206 357 0.95 0.95 217 376 0 0 0 0 Perm 2 4+ 1900 4.0 0.95 1.00 0.98 3478 0.98 3478 665 0.95 700 0 1076 2 70.7 70.7 0.64 4.0 1.0 2235 0.31 0.48 10.2 1.27 0.5 13.5 B 13.5 B NBT NBR SBL SBT SBR 1900 1900 1900 1900 0 0 0 0 0.95 0.95 0.95 0.95 0 0 0 0 0 0 0 0 0 0 0 0 0.0 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection CapacityUtilization Analysis Period (min) c Critical Lane Group 24.5 0.57 110.0 56.4% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service C 8.0 B K:\FTL TPT0\043400000-BrickellCitiCentre\CaIIcs\Synchro\Scenario B - AM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Timings 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Scenario B Lane Group WBT NBT Lane Configurations + t 4+ Volume (vph) 1858 949 Turn Type Protected Phases 4 2 Permitted Phases Detector Phases 4 2 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 20.5 22.5 Total Split (s) 56.0 59.0 Total Split (%) 48.7% 51.3% Yellow Time (s) 4.0 4.0 All -Red Time (s) 0.5 0.5 Lead/Lag Lead -Lag Optimize? Recall Mode None C-Min Intersection Summary Cycle Length: 115 Actuated Cycle Length: 115 Offset: 46.6 (41%), Referenced to phase 2:NBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 4: SW 7th Street & S Miami Avenue 04 Earmommimimmaximi ( ) K:\FTL_TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario B - PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates Queues 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Scenario B f Lane Group WBT NBT Lane Group Flow (vph) 2422 1750 v/c Ratio 1.07 1.06 Control Delay 74.5 65.0 Queue Delay 307.1 57.2 Total Delay 381.7 122.2 Queue Length 50th (ft) —545 —760 Queue Length 95th (ft) #795 #904 Internal Link Dist (ft) 106 269 Turn Bay Length (ft) Base Capacity (vph) 2267 1657 Starvation Cap Reductn 888 8 Spillback Cap Reductn 172 186 Storage Cap Reductn 0 0 Reduced v/c Ratio 1.76 1.19 Intersection Summary Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario B - PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates HCM Signalized Intersection Capacity Analysis 2018 Future Total Conditions - PM Peak 4: SW 7th Street & S Miami Avenue Scenario B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++t 4+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.91 0.95 Frt 0.97 1.00 Flt Protected 1.00 0.98 Satd. Flow (prot) 4939 3465 Flt Permitted 1.00 0.98 Satd. Flow (perm) 4939 3465 Volume (vph) 0 0 0 0 1858 443 713 949 0 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 0 0 0 1956 466 751 999 0 0 0 0 RTOR Reduction (vph) 0 0 0 0 35 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 2387 0 0 1750 0 0 0 0 Turn Type Perm Protected Phases 4 2 Permitted Phases 2 Actuated Green, G (s) 51.5 54.5 Effective Green, g (s) 52.0 55.0 Actuated g/C Ratio 0.45 0.48 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 1.0 1.0 Lane Grp Cap (vph) 2233 1657 v/s Ratio Prot c0.48 v/s Ratio Perm 0.51 v/c Ratio 1.07 1.06 Uniform Delay, d1 31.5 30.0 Progression Factor 1.24 0.96 Incremental Delay, d2 38.1 35.8 Delay (s) 77.2 64.7 Level of Service E E Approach Delay (s) 0.0 77.2 64.7 0.0 Approach LOS A E E A Intersection Summary HCM Average Control Delay 72.0 HCM Level of Service E HCM Volume to Capacity ratio 1.06 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL TPTO\043400000-Brickell CitiCentre\Calcs\Synchro\Scenario B - PM 2018 - Future Total Conditions.sy7 Kimley Horn and Associates APPENDIX M: Special Area Plan STREET LEVEL LEVEL 02 LEVEL 03 STREET ' (PEDESTRIAN ` PLAZAS F / ` FOCUS) /MIK•r1. 1 .. '� .i-1-_ _ 10, c I 1 70 L ),- I � _ ; ; \ J - �' I TO E T STREET T ; ;� ' I'1 '6TR 1 > I4 JL. OES CONNECTION PE TRIAN I I ■< ) TO STR _ < _ I 1 K I -T°( _-.T 9TFiEET L`� ) '�- � {7i. , To ,,I jTREET T I_ f '—y = ` U i b ri E•--) a Ems' J I I ..: yt' Fi_ Pa ' r 1-1- _ I-+2 -" 4 4 -..� ���,1 I Il4J / V METRQMO ]E/R - rc.{FILL a':.� 1 ( I "1_1 I I STATION - I1. PEDESTRIAN TO MARY STREETSCAPE'' BRICKELL 1 1 1 i :111 W •.> �` GATEWAY VILLAGE 'r GATEWAY (----) PEDESTRIAN STREETSCAPE ® METROMOVER STATION g BUS STOP S FUTURE TROLLEY STOP ARQUITECTONICA 20013 OAKAVENUE MIA■I R0RI0A33131USA T,L305.711812 Fox.305.712.1175 rnr.y-uKwbnkawm <---)PEDESTRIAN CIRCULATION FROM STREET LEVEL TO LEVEL 02 E--i PEDESTRIAN CIRCULATION FROM LEVEL 02 TO LEVEL 03 <---) PEDESTRIAN CIRCULATION LEVEL 02 • ELEVATORS E---3 PEDESTRIAN CIRCULATION FROM STREET LEVEL TO LEVEL 02 E--- PEDESTRIAN CIRCULATION FROM LEVEL 02 TO LEVEL 03 >PEDESTRIAN CIRCULATION LEVEL 03 • ELEVATORS METROMOVER ACCESS PEDESTRIAN CIRCULATION AND PUBLIC TRANSIT A0.13 APRIL 21, 2011 is WEST BLOCK: PARKING FOR 61 BIKES REQUIRED ... a a a_ a a_ AROUITECTONICA MBOOAK AV6JW MMMIFLORIOA33IBBOBA T,LBB53711812 F=30.3721I75 wwnnquilKmnlacan i11 NORTH BLOCK: PARKING FOR 41 BIKES REQUIRED Ii EAST BLOCK: PARKING FOR 26 BIKES REQUIRED NEC a a is a a a a IqJ E—) BICYCLE LANE 4—> SHARROW & WIDE RIGHT LANE E-> SHARED USE PATH I._ I COVERED BICYCLE PARKING ® ON -STREET BICYCLE PARKING w SCALE. 1°=100-0° BICYCLE DIAGRAM o' 5 ' 200' 25' 100' A0.14 APRIL 21, 2011 STREET LEVEL BASEMENT 01 BASEMENT 02 m'r rr 1 . .t 4� ova �.' e 'cif 3 (6 rf FLE f % I I _ T— , II yaE is 9,tz ?E. i I.1 I11 i I-IIl1 I' a ICI '+i, � ��--{t � Li . it � )_ 1 r,L 1 1 1 LJ 3 1 1 1 f�����1�]'���'�i �vY. \ P- �7ti'1. /'1? �fL ;"(11 If fi' G! i7y/ / 4 '1:iilL" f f, RtCI - LL - L_l _ 1 1: 1 1F�- a li' Il:. '11 \ 11.+11 Sl \ C 1�L1\\�?^�U�rr �'1�Y\ 1 i11,` T !vT7. ill! t 1L al 7 /" ^ ... � /7 �i✓.',J i!1L71 Tuna) ; �•1 1.•- -...�, 1 r� Ii " I` t? __,It_ ■ Mtn--1 r nllflitl rtt rl 'N _man 1. �d 1111 Iil 111 1 I II II'1if---4 ` '.to,lallll ful I. e Ir,„,au.i—„jy11111.1, d„, _J LOADING DOCK E- LOADING ENmV AND CIRCULATION F—GARAGE ENTRY AROUITECTONICA E00',MAVENUE, NMI FLORMA13111 USA T.11017121112 Fax 105.11211 /5 wwwmqult.donlemom f- GARAGE CIRC1fA11ON (----GARAGE EXIT <---GARAGECIRCUtAflON VEHICULAR INTERNAL CIRCULATION DIAGRAM A0.16 APRIL 21, 2011 n) J PATH TO MIAMI RIVER GEENWAY iJ ' METROO OVER): ' STATION A.. ARQUITECTONICA 22000ANAVENUE,M1AM FLOIUOAN117 USA bL105M21112 Fa22.2721175 wv.agO Odamm STREET LEVEL GATEWAY ® METROMOVER STATION • BUS STOP • FUTURE TROLLEY STOP LANDSCAPED CIVIC SPACE PEDESTRIAN PASSAGES CIVIC SPACE DIAGRAM GROUND LEVEL A0.31 APRIL 21, 2011 ARQUITECTONICA 29000ANAVENUE,1M11:FtORIOA11113 USA T.L105.0711117 F=303721175 w,.awAKmmacom CIVIC SPACE DIAGRAM LEVEL 02 LEVEL 02 :PEDESTRIAN PASSAGES LANDSCAPED CIVIC SPACE A0.32 APRIL 21, 2011 AROUITECTONICA am OAK AVFNUE,Mill FLORIDA 13111USA T.1305.372.1812 Fax 10E3711175 wearquilgtorda.com CIVIC SPACEDIAGRAM LEVEL 03 LEVEL 03 PEDESTRIAN PASSAGES LANDSCAPED CIVIC SPACE A0.33 APRIL 21, 2011 �'J LJ IIYII YIL111 «IIYI �11t1111W1f=1111111r111n ARQUITECTONICA 0800 oAN Ard! uF, ASUO FLORIDA 33133 u SA nL305.377.1117 Fo.305X21175 manpi4tlanlawm CJIdIIHIItlI1 1 11 1WOIIUIILII> a-M 1-M+M-M+Ma-1+M-N-11-1-N- CONCEPTUAL COMMERCIAL TENANT AREA W SCALE:r=voo'-o° BASEMENT LEVEL 2 0' 5 ' 200' FLOORPLAN 25 100' A1.0A APRIL 21, 2011 ARQUITECTONICA 0900 OAK AVENUE, Mal ROAIOA77137 USA T,L30372.1110 Eu.005.37/1175 wcuqu'0wonluam myeroomnana CONCEPTUAL COMMERCIAL TENANT AREA W scALE: 1°=100-0 BASEMENT LEVEL 1 0' 5 ' 200' FLOORPLAN 25100' A 9.OB APRIL 21, 2011 AROUITECTONICA ESOOMAVENUE, M1AJtFLONDA33155 USA ieL 555.372.1517 Fec1053711175 •wwrquHMWawm CONCEPTUAL COMMERCIAL TENANT AREA ossc� ALE: 7=100-0° zoo GROUND FLOORPLAN 25 1ao A1.01 APRIL 21, 2011 ARQUITECTONICA SOOOAK AVEAUF,NLWFLOFIOA00100 USA T,L 005.077.1110 Fa005.1721175 Wt MquibdOnkawm CONCEPTUAL COMMERCIAL TENANT AREA l SCALE 1"=100'-0" S20 .EVEL 02 FLOORPLAN 25100' A 1.02 APRIL 21, 2011 �Ialialr� .121)1=, AROUITECTONICA 2900 OAK AVENUE, WAN FLORIDA 00100USA T,L305.572.1112 F. 005.0121175 wwwvquRMaUawm rt .I1UU'111 r nl �r. • • l CONCEPTUAL COMMERCIAL TENANT AREA 0 5sco ALE: 1=100'-0° 20o LEVEL 03 FLOORPLAN 25' 100' A 1.03 APRIL 21, 2011