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Tab 2 - Traffic Impact Study
04/04/2007 18:15 FAX LiRS Z 002/003 7710 April 4, 2007 Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2nd Avenue (10th Floor) Miami, Florida 33130 Fie: Ono Bayfror m Plaza (WO South iscaync Boulevard) Sufficierloy Letter -- W. :h. # 175 Via Fax and US Mail Dear Ms_ Medina: Subsequent to our February 27, 2007 review comments for the subject project, we have received the formal response from Kimley-Horn and Associates Inc, (KHA) dated April 2, 2007. Photocopy of rig-.i'A's responses a.e attached herewith. At the Large Scale Development Committee meeting for this project held on January 31, 2007, one of the major issues raised was the large volume of vehicular traffic that will need to access the site during the AM peak hour and the resulting long vehicular queues anticipated to be formed at the entrance driveways to the project along SE 1 at Street and SE 2nd Street_ The applicant's Traffic Impact Analysis proposes to make maximum use of the trip reductions related to transit and pedestrian facilities per the adopted Miami Downtown Development of Regional Impact, Increment II; a total trip reduction of 32.6% (22.6% transit and 10% pedestrian) to minimize the traffic impact. Eurher, the final recommendations from the Du Pont Plaza Traffic Circulation Project Development and Environment Study indicate that SE 2" Street will remain one-way westbound. In addition, the City is not considering converting SE 1st Street to two-way traffic. SE 1st Street was transferred to the City by the Florida Department of Transportation (FDOT) on May 26, 2006. Maintaining the three -lanes in the eastbound direction along SE 1'` Street and five -lanes along SE 2'd Street could ease the capacity problems associated with the queuing and leave enough lane capacity for other vehicular traffic. In order to achieve the large trip reduction, the applicant's response states they will commit to the following specific Transportation Control Measures: 1. Provide transit information within the lobby of the project's buildings. 2. Provide designated bicycles storage areas and shower facilities for tenants/employees within the project's buildings. 3. Require tenants to preside free/subsidized Metrorail/Metrornaver passes to employees (Miami -Dade Transit Corporate Metro Pass Program). Metromover is currently free. 4. Provide rent discounts For tenants who encourage carpooling and encourage transit ridership. URS Conoraran Lakeshore Conplax 5100 NW 33rd Avenue, Suite 150 Fort Lauderda€e, 5. 33309-6375 T6I: 954. S -1SS1 Fax: 9$4_739 17a9 04/04/2007 18:15 FAX URS {J003/003 Sufficiency Letter 975 One F jyfront Plaza (WO South Biscayne ffw.uievrd) i ss. Lilka 1, Medina, A CP ,prll 4, 2007 Page2of2 5, Provide a discount on runt if the tenant utilizes less parking spaces or charge higher fees for tenants needing additional reserved parking spaces. 6. Provide an on -site rideshare coordinator (South Florida Commuter Services Program). 7. Provide designated, reserved and preferred parking spaces for carpoollvanpooi vehicles (South Florida Commuter Services Program). B. Provide a hotel shuttle to/from the airport_ The applicant has proffered to '-p ovide a direct, enclosed connection (an elevated pedestrian bridge) from the project site across Biscayne Boulevard to the Bayfront Park Metromover Station_ The City's design standards do not promote elevated pedestrian bridges, but, rather, at grade crossings to enhance pedestrian activity at the street level. Instead, the applicant should complete a pedestrian study in accordance with the requirements of FDOT to analyze the need for a pedestrian crosswalk at the SE Street signalized intersection across Biscayne Boulevard (south leg). Currently, there is no pedestrian crosswalk at that location. There is also no crossing at the intersection of SE 2nd Street and Biscayne Boulevard to allow pedestrians a direct connection to the Metromover Station. The study should be completed before the issuance of a building permit for the project If warranted, the applicant should fund and construct the pedestrian crosswalk before the issuance of a Certificate of Occupancy. The development approval should be conditioned upon the applicant fulfilling the commitments noted above, Further, the site plan should identify the location of the designated bicycle storage area and public shower facilities. In response to the vehicle maneuvering (turning path), the response letter states that the loading area design showing vehicle maneuverability was reviewed and approved by Elyrosa Estevez, P_E., City of Miami Public Works Department. Further, the applicant is proposing to have a dock -master to schedule and receive the delivery vehicles. We received a copy of the plans and they are attached. Vehicles serving the hospitality trade such as limousines and tour busses are recommended to access/egress through the parking areas internal to the buildings. At this time, we conclude that the applicant's Traffic impact Analysis report, along with the subsequent submittal, meet all she traffic requirements and the study is found to be sufficient with the aforementioned conditions. Should you have any questions, please call me at 954.739,1881 _ Ra Shenm r17 P E. Sek for Traffic Engineer Attachments cc: Mr. Antonio E. Perez Planner lI, City of Miami (Fax.- .%5.416.1443) Mr_ John McWilliams, PE, K=fA, Inc- (Fax: 954.739.2247) ONE BAYFRONT PLAZA MAJOR USE SPECIAL PERMIT TRAFFIC IMPACT ANALYSIS Prepared By: Kimley-Horn and Associates, Inc. 5100 NW 33rd Avenue, Suite 157 Fort Lauderdale, Florida 33309 Kimley-Horn and Associates, Inc. April 2, 2007 Mr. Raj Shan►nugam, P.E. URS Southern Corporation 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 33309 Re: One Bayfront Plaza MUSP Traffic Impact Analysis Response to Comments Dear Mr. Shanmugam: We received your comments dated February 27, 2007, regarding the traffic study submitted for the above referenced project. We offer the following responses: 1. For transit and pedestrians, the 22.6% and 10% reductions are the maximum trip reduction allowed for model split consistent with the Downtown DRI H. If using the maximum reduction, the application needs to have realistic TCMs that can support the maximum model splits. Comment noted. 2. As discussed at the March 23 meeting at FDOT, the proposed valet service will increase the number of trips made by the same vehicle. As such, the traffic entering and exiting the driveways will have to be modified. The analysis will have to reflect the correct volumes using the driveways and as a result the traffic volumes at the adjacent roadways. Also note, the passenger drop-off will result in delays to vehicles entering the driveway, and should be reflected in the traffic analysis. The analysis has been updated to account for the valet service for both the hotel and the exhibition area. All affected outputs are attached. As indicated by the attached tables, all studied intersections and transportation corridors will continue to operate at acceptable LOS with the revisions. A general Transportation Control Measures Plan (TCMP) has been included in the revised report. Additionally, the applicant has agreed to the following specific TMCP measures: TEL 954 535 5100 FAX 954 739 2247 Suite 109 5200 N.W. 33rd Avenue Ft. Lauderdale, Florida 33309 Kimley-Horn and Associates, Inc. Mr. Raj Shanmugam, P.E., April 2, 2007, Pg. 2 ■ Provide transit information within the lobby of the building. • Provide bicycle storage areas and shower facilities for tenants/employees.Require tenants to provide free/subsidized Metrorail/Metromover passes to employees. • Provide rent discounts for tenants who encourage carpooling and transit ridership. For instance, provide a discount on rent if the tenant utilizes less parking spaces or charge higher fees if tenants need additional reserved parking spaces. ■ Provide an onsite rideshare coordinator. • Provide reserved/preferred parking spaces for carpool/vanpool vehicles. • Provide a direct, enclosed connection to the adjacent Metromover station. • Provide a hotel shuttle to/from the airport. We trust these responses should address your comments. Should you have any questions, please feel free to contact me. Very truly yours, K LEHORN AND ASSOCIATES, INC. v..f J. Williams, Attachments G:1043103000.One Bayfront Plaza\Correspondence\04 02 07 URS ltr.doc CO 14 (6) --lir. SE 2nd Avenue IL 30 (14) —* 0 11 (20) 4,----18 (29) SE 3rd Avenue 30 (14)--0' 1-29 (49) SE 1st Street 30 (14)— + 11111. 9 (16). --Po 30 (i4) IN+ 29 (49) OUT co co c TF 4— 29 .(49 ) k-55 (25) 29 (49)4J M CO o M SE 2nd Street Biscayne Boulevard Way Biscayne Boulevard (South) L 9 (16) FIGURE A-2 z AM/PM PEAK HOUR TRIP ASSIGNMENT XX (Xx) NEW ASSIGNMENT AM (PM) (EXHIBITON AREA) LEGEND XX (XX) AM (PM) PERSON TRIP ASSIGNMENT (MAXIMUM] r'j min IGmleyHom �.1 and Associates. Inc. _i d V SE lst Street 39 (22) —10 SE 2nd Avenue N 0 N O W) 87 (50) ---► 30 (25) 44 (38) SE 3rd Avenue 25 (21) 10 157 (90), 25 (21)- + TF m f—39 (22) IN+ rn 25 (21) 0U.T �--74 (63) �J 25 (21) —10 41--- 39 (22)L 39 (22) SE 2nd Street Biscayne Boulevard Way Biscayne Boulevard (South) 11°631 (18) ___/ LEGEND XX (XX) NEW ASSIGNMENT AM (PM) XX (XX) AM (PM) PER$ON TRIP ASSIGNMENT [MAXIMUM] J 25. (21) 2 FIGURE A3 AM/PM PEAK HOUR TRIP ASSIGNMENT (HOTEL) FP -win IGmley-Hom O and Associates. Inc. _J 30% IN 339 (10g) 1` 30% OUT 83 (351) I p) c � N 1�. 236 (78) —' 46 (12)� SE 2nd Avenue N m 529 (174) ao SE 3rd Avenue AL 83 (351) i-124 (527) + � z O o^ • N 0 u7 1223 (898) —► 55(35)--11. 569 (200)-- SE 1st Street 103 (393) —* 25% IN 282 (89) i* 68 (293) 30 (14) IN+ 43 (151) OUT CO J 1� 39 (22) IN+ 25 2 OUT 4-207 (878) k— 504 (135) . --- 82 (173) k55 (25) 4-54,3 (157) IN-14 43 (151) OUT CO O 0 v) 0 0 Q). 7 o. a) c T 0 0 + � m M o.- N a Nin N :aL. SE 2nd Street ♦-1256 (1805) Biscayne Boulevard Way 31 (18)--11 r:2194 (54)---/' u-) EV 20% IN 225 (7.2) 20% OUT 56 (234) LEGEND XX (XX NEW .ASSIGNMENT AM (PM) XX (XX) AM (PM) PERSON TRIP ASSIGNMENT [MAXIMUM] 25% OUT 68 (293) 68 (293) L 0 z 0 Q) 7 O rn 0 N 0 FIGURE 6 AM/PM PEAK HOUR TRIP ASSIGNMENT (TOTAL) r'jm� Kimley-Hom �1 and Associates, Inc. ,� 0-� ndAssocia , Inc. Traffic Impact Analysis - One Bayfmnt Plaza Table 17: Future (2013) Total A.M. Peak Hour Transportation Corridor Conditions Roadway 2013 A.M. Peak VolumePrincipal Hour ti) Committed Peak Hour Volume �) 2013 A.M. Peak Hour Background Project A.M. Peak Hour Distribution (Maximum) Project A.M. Peak Assignment 2013 A.M. Peak Hour TotalHour Volume 2013 A.M. Peak Hour Total Capacity (C) 2013 A.M. Peak Hour Excess Capacity 2013 A.M. Peak Hour Total l of Service Person- Trips Person- Trips Person -Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS Biscayne Boulevard. NB 2,368 - 2,368 (6) 133 2,501 12,885 10,384 0.19 C SB 1,931 - 1,931 (6) 696 2,627 9,835 7,208 0.27 C { w W EB , 1,930 - 1,930 (6) 1,223 3,153 9,732 6,579 0.32 C w P. WB 1,823 - 1,823 (6) 1,256 3,079 15,311 12,232 0.20 C (1) An annual growth rate (0.5 percent) was applied to the 2006 A.M. peak hour total volume to determine the 2013 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2013 peak hour background volumes and committed trips. (4) 2013 A.M. peak hour total volume (V) is defined as the sum of the project A.M. peak hour assignment and the background volume_ (5) Total capacity determined in Table 9. (6) See Figure 6 for Distribution figures G:\043103000-One Bayfmnt Plaza\Report\Revisions 03 29 07.doc Page - 2 February 2007 ❑"❑ � m and Associate% Inc. Traffic Impact Analysis — One Bayfront Plaza Table 18: Future (2013) Total P.M. Peak Hour Transportation Corridor Conditions Principal Roadway 2013 P.M. Peak Hour Background Volume (1) Committe d Peak. Hour Volume (2) 2013 P.M. , 1, eak Hour Total c3� Volume project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assignment 2013 P.M. Peak Hour Total Volume (4) 2013 P.M. Peak Hour Total Capacity (C) 2013 P.M. Peak Hour Excess Capacity 2013 P.M. Peak Hour Total Level of Service Person -Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips WC Ratio LOS Biscayne Boulevard. NB 4,054 88 4,142 (6) 574 4,716 12,665 7,949 0.37 C SB 2,222 (6) 498 2,720 9,647 6,927 0.28 C w .bGrl colIN EB 1,711 165 1,876 (6) 898 2,774 10,308 7,534 0.27 C 1 WB 2,466 990 1 3,456 (6) 1,805 5,261 15,238 9,977 0.35 C (1) An annual erowth rate (0 5 percent) was applied to the 2006 P.M. peak hour total volume to determine the 2013 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2013 peak hour background volumes and committed trips. (4) 2013.P.M. peak hour total volume (V) is defined as the sum of the project P.M. peak hour assignment and the background volume. (5) Total capacity determined in Tablel0. (6) See Figure 6 for Distribution figures G:1043103000-One Bayfront Plaza\Report\Rcvisions 03 29 07.doc Page - 3 February 2007 - Qom and Associates, Inc. Traffic Impact Analysis— One Bayfront Plaza Table 19: Future (2013) Total A.M and P.M. Peak Hour Intersection Conditions Intersection 2013 A.M and P.M. Peak Hour Overall Level of Service LOS Delay (s) A.M. Peak Hour SE 2nd Street and SE 3rd Avenue C 25.8 SE 2nd Street and Biscayne Boulevard B 17.2 SE lst Street and Biscayne Boulevard (Northbound) A 5.6 SE 1st Street and Biscayne Boulevard (Southbound) C 20.5 SE 1st Street and SE 3rd Avenue C 23.8 SE 2nd Street and West Driveway C (1) 15.9 (1) SE 2"d Street and East Driveway (2) (2) SE lst Street and West Driveway C (1) 15.3 (1) SE 1st Street and East Driveway B (1) 11.8 (1) P.M. Peak Hour ' SE 2nd Street and SE 3rd Avenue C 30.7 SE 2nd Street and Biscayne Boulevard* C* 25.3 SE lst Street and Biscayne Boulevard (Northbound) C* 22.3 SE 1st Street and Biscayne Boulevard (Southbound) B* 16.9 SE lst Street and SE 3rd Avenue D 35.6 SE 2nd Street and. West Driveway D (1) 33.0 (1) SE 2nd Street and East Driveway (2) (2) SE 1st Street and West Driveway B (1) 12.6 (1) SE lst Street and East Driveway B (1) 12.0 (1) * Phasing splits were optimized (1) Overall intersection LOS not provided for two-way stop controlled intersections. The worst minor street movement is indicated (2) LOS can not becalculated for right -in only driveway G:\043103000-One Bayfront Plaza\Report\Revisions 03 29 07.doc Page - 4 VOLUME DEVELOPMENT SHEET SE 3rd Avenue & SE tad Street AM PEAK HOUR Description Leff SE 3rd Avenue 5outhbound Right Left SE 2nd Street westbound Right Left SE 3rd Avc me 'VonMound Right Left SE 2rd Strom gastbound Right Throes Through Through Through 2006 Existing Traffic 0 8 67 35 989 102 530 313 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volnaae Conversion 0 8 67 35 989 102 530 313 0 0 0 0 Annual Growth Rate 0:5% 0.5% 0.5% 0.5% 0_5% 0.5% 0.5% 0.5% 0_5% 0.5% 0.545 0.5% Background Growth 0 00000 00000 ' 00 O 0000000000 W 00 0 000000 000 0 0 0 0 1 35 4 o O .N 0 0 0 0 0 0 0 0 0 0 b O P 0000.0 00000 00 0 o. 0 0 0 O 0 0 0 0 0 0 00 0 0000000000 0 00 0 0 '0 0 00 0 0 0 O" 0 0 0 0 O 000.000.00o 0 Committed Projects PuPom Towers (DuPont Plaza) 0 0 0 Everglades on the Bay 0 0 0 Lynn Downtown 0 0 0 Metropolitan Matra -Met 3 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 One Miami (Pared A) 0 0 0 Park Suites at 50 Biscayne 0 0 0 River From East (Miami River Village) 0 0 0 River Front West (Miarni River Village 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 2013 Background Traffic 36 1024 106 Project Traffic 0 207 64 Pass -By Traf Se 0 0 0 2013 Total Traffic 0 8 69 36 1231 I70 549 355 0 0 0 0 VOLUME DEVELOPMENT SHEET SE 3rd Avenue & SE 2nd Street PM PEAK HOUR Description Left SE 3rd Avenue. $outhboun4 ThrouJgh Right Left SE 2nd Street Weuhaond Through. Right Left SE 3rd Avenue Northbound Right Left SE 2nd Street p=+ti^o--a Right Through Through 2006 Existing Traffic Peak Season Factor 2006 Volume Conversion Annual Growth Rate Background Growth Committed Projects DuPont Towers (DuPont Plaza) Everglades on the Bay Lynx Downtown Mccopoliran Miami -Met 3 Miami Dade a Community College Parking Garage One Miami (Pared A) ParkSuitra at 50 Biscayne River Front East (Miami River Village) River Front West (Muni River Village The Loft Downtown (The Loft 2) 2013 Background Traffic Project Traffic Pass -By Traffic. 2013 Total Traffic 0 1.00 15 1.00 104 1.00 26 1.00 1751 1.00 77 1.00 529 1.00 146 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 15 104 26 1751 77 529 146 0 0 0 0 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% _ 0.5% 0.5% 95% 0.5% 0.5% d 00.0 0 00 0 0 0 0 O 00 + 0 0. 0 0 0 -0 0 O 0 0 O 0 0 0 0 0 0'o 0 o 0 0 0 0 0,0 0 O' J 0 0 0 0 0 0 0 0 0 0 O n' U 0 0 0 0 J 0 a 0 0 N H O y P 0 O o 0 0 0 N O it O W O 0000000000 •0 00 ▪ o 0 0 ,�o000.0 ry 0. • 0 0 0 n 0 0 0 0 0 0 ^ 0 0 o. 00000000.00 0 00 O 0 0 0 0' 0 0 0 0 0 0 0 00 0 0000000000 0 00 0 16 108 27 3233 177 713 233 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard & SE 2nd Street AM PEAK HOUR Deserlptloa Biscayne Left Boulevard Southbotod Right Left SE 2ud Street Westbound Rift Biscayne Left Boulevard Northbound Right Left SE god Stint Eosrbonod Through Right Through Through Through 2006 Existing Traffic 0 0 916 0 0 0 415 0 0 0 0 0 Peak Season Factor 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 2006 Volume Conversion • 0 916 0 0 0 415 0 D 0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.514 0.5% 0.5% 0.595 0.5% 0.5% 0.5% 0-5% 0.5% Background Growth 0 0 33 0 0 0 15 0 0 0 0 0 0 0 0 00 0 0,o 0 00 0 00000 0'0 0 0.0 0 00 0 0 00 0 0 0 0 0 0 0 0 00 Conmiined Projects DuPont Towers (DuPontPlaza) 0 0 0 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 0 0 0 Metropolitan Miami -Ma 3 0 0 0 0 0 0 0 0 -0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 0 0 0 Park Suites at Biscayne0 0 0 0 0 00 0 0 River From East (Mani River Village) 0 0 0 0 0 0 0 0 0 River From West (Miami River Village 0 0 0 0 0 0 0 0 0 The Loft Downtown (Chu Loft 2) 0 0 0 0 0 0 0 0 0 2011 Background Traffic 0 0 949 0 0 0 430 0 0 Project Traffic 0 0 355 0 0 0 266 0 0 Pass -By Traffic 0 0 0 0 0 0 0 0 0 2013 Total TraMc 0 0 1304 0 0 0 716 0 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard & SE 2nd Street PM PEAK HOUR Description. Biscayne Boulevard Southbooud Left Through Right Left 5L• 2nd Street Westbo git Through Right Biscayne Left Boulevard' North¢oaod Right Left SE 2nd Strom Eastbound Through Ri9.b Throueh 2006 Existing Traffic 0 0 1052 0 0 0 391 0 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L00 1.00 I.00 1.00 1.00 2006 Volume Conversion 0 0 1052 0 0 0 391 0 0 0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 0 37 00 0 0 0 0 0 0 0 0 0 0 0 O 00 0 0000000000 O 00 0 0 0 0 0 0 0 U 0 0 .O O 14 0 0 0 0 0 0 0 0 0 0 0 0 0 • 00 0 O O O O O O 0 O O O 0 00 O .000000000 0 00 Committed Projects DuPont Towers (DuPont Plaza) 0 0 28 145 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Dowmotan 0 0 0 0 0 0 Metropolitan Mianri-Met3 0 0 01 315 Cr 0 Miami Dade a Community College Parking Garage 0. 0 0 0 0 0 One Miami (Parcel A) 0 0 14 43 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 River Front West (MiandRiver Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Traffic 0 0 1182 908 0 0 Project Traffic 0 0 254 79 0 0 Pact -By Traffic 0 0 0 0 0 0 2013 Total Traffic 0 0 1436 0 0 0 987 0 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Northbound) & SE 1st Street AM PEAK HOUR Deur!piton Biscayne Boulevard (Northbound) 5outbbouwd Left Through Right Left SE 1st Street Wt. botmd Through Right Biscayne Boulevard (Northbound) Northbound . Left Through Right Left SE to Street Fggpsyg11 Through Right' 2006 Exlathrtg Traifc 0 0 0 0 0 0 0 809 0 428 0 39 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 0 0 0 0 -0 809 0 428 0 39 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5%- 0.5% 0.5% Background Growth 0 0 0 0 o a Q o 0 0 0 0 0 0 0 0 0 O O O 0000000000 0 00 0 0000000000 O 0 29 0 0000.0.... R 00 O 0000000000 0 0 0 0000000000 ;4 O Committed Projects .DuPont Towers{DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 6 0 0 2013 Background Traffic a 0 0 0 838 0 Project Traffic 0 0 0 0 0 0 Pass -By Traffic 0 0 0 0 0 0 2013 Total Traffic0 0 0 0 0 0 0 038 0 511 0 40 Please note that this movement occurs prior to the signalized intersection VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Northbound) Sr SE 1st Street PM PEAK HOUR Description Biscayne Boulevard (Northbound) Saatbbouad Left Through Right Left SE 1st Street Westbound Right Biscayne Boulevard (NorthWuod) Northboog Left Through Right Left SE 1st Street Eastbound Right* Through Through 2006 Existing Traffic Peak Season Factor 2006 Volume Conversion Annual Growth Rate Background Growth Committed Projects DuPont Towers (DuPont Plaza) Everglades on the Bay Lynx Downtown Metropolitan Miaow -Met 3 Miami Dade a Community College Parking Garage One Miami (Parcel A) Park Suites at 50 Biscayne River From East (Miami River Village) River From Wort (Miami River Village The Loft Downtown (The Loft 2) 20I3 Background Traffic Project Traffic Pass -By Traffic 20I3 Total Traffic 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 1325 1.00 0 1.00 871 1.00 0 1.00 41 1.00 0 0 0 0 0 0 D 1325 0 871 0 41 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% O 0000000000 0 0. 0 0 0000000000 0 00 O 0000000000 0 00 00 0 0000000000 0 0 o 0 0000000000 o 0 0 O 0000000000 0 O O O 0000000000 O 00 W 0 0 0 0 0 0 W 0 0 0 00 0 0000000000 0 O N 0000000000. O O O 0000000000 0 0 w 0000000000 — 0 0 0 0 0 0 0 1435 0 1195 0 42 t Please note that this movement occurs prior to the signalized intersection VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Southbound) & SE 1st Street AM PEAK SOUR Description Biscayne Boulevard (Southhound) Southboucd Lett Through Right Left SE 1st Street Westbound Through Right Biscayne Boulevard Left (Southhound) Northbound night Left SE 1st Street Eastbound Through Right Through 2006Existing 'Enclitic 70 913 0 0 0 0 0 0 0 0 413 176 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Votnrne Conversion 70 913 0 0 0 0 0 0 0 0 413 176 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.556 0.5% 0.5% 0.5% 0.5% 0.5% OS% Background Growth Op w O p 0 0 0 0 0 0 0 0 N O N, O p 0 0 0 0 0 0 0 0 O O 0 0000000000 0 0 0 0 0 0 0 00 0 0 0 0 O O O O O O O 0 O OP W 0 0 0 0 0 0 0 0 0 0 u 1 0; N O O O O O O O O ma T Com fitted Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 0 0 Miami Dadc a Consexmity College Pairing Garage 0 0 0 0 0 0 One Muni (Parcel A) 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (Thc Loll 2) 0 0 0 0 0 0 2013 Background Traffic 0 0. 0 0 0 0 Project Traffic 0 0 0 0 0 0 Pass -By Traffic 0 0 0 0 0 0 2013 Total Tint& 72 1227 0 0 0 0 0 0 0 0 496 255 C VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Soathbolllnd) & SE 1st Street PM PEAK HOUR Description Biscayne Boulevard (Southbotmd) 501M121111151 Left Through Right Left 'SE 1st Street Wastbgund Right Biscayne Left - Boulevard (Sanbbound Northbound Right Left SE let Street Eastbound Through Right Through Through 2006 Existing Traffic 99 562 0 0 0 0 0 0 0 0 795 398 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L00 2006 Volume Conversion 99 862 0 0 0 0 0 0 0 0 795 398 Anoual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 03% 0.5% Background Growth 0 0000000000 0 00 ,� 0000000000 f,h, o ✓ 0000000000 a 00 0 0000000000 0 00 e 0000000000 0 0 0 a o 0 0 0 00 0 0.0 o e o 0 00 a 0000000000 0 00 0 0 0 0:0 0 0 0 0.0 0 0 00 a 00000000.00 0 0 28 14 Contained Projects DuPont Towers (DuPont Pb)a 0 0 0 Evergtoties.on the Bay 0 0 0 Lynx Downtown 0 0 0 Metropolitan Miami-M t 3 0 0 0 Miami Dade a Como -unity College Parking Garage 0 0 a One Miami (Parcel A) 0 0 0 Park Suites at 50 Biscayne 0 0 0 River From East (Miami River Village) 0 0 0 River Front West (Miami River Village 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 2013 Background Tra1Bc 0 823 412 Project Traffic 0 293 165 Pass -By Traffic 0 0 0 2013 Total Traffic 103 9212 0 0 0 0 0 0 0 0 1116 577 VOLUME DEVELOPMENT SHEET SE 3rd Avenue & SE 1st Street AM PEAK HOUR Description Left SE 3rd Aware Southbound Through Rittht Left SE 1st Street Westbound Right Left SE aid AVCGne Northbound Through Right Left SE 1st Street E«_aNun•^-g. Through Right Through 2006 Existing Traffic 49 21 0 0 0 0 0 0 416 0 590 40 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 49 21 0 0 0 0 0 0 416 0 590 40 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 0 O O O 0 0 0 0 0 0 0 N 00 M 0000000000 00 0 00.000100000 O O O 0 OO o 00 0 0 0 0 0 O 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 O 0 0 15 0 21 1 Committed Projects DuPont Towcrs.(DuPunt Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtoam 0 0 0 0 0 0 Metropolitan Minim -Met 3 0 0 0 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 One Miami (Parcel A). 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) ) 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Backggrouad Traffic 0 0 431 0 611 41 Project Traffic 0 0 95 0 529 0 Pass -By Traffic 0 0 0 0 0 D 2013 Total Traffic 51 22 0 0 0 0 0 f 526 0 1140 41 VOLUME DEVELOPMENT SHEET SE 3rd Avenue & SE lstStreet PM PEAK HOUR Description Left SE 3rd Avenue $outhbound Right Left SE 1st Street Westbound Through Right Left SE 3rdAvenue Northbound Through Right Left SE 1st Street Eastbound Through Right Through 2006 Existing Traffic 29 43 0 0 0 0 0 0 232 0 463 79 Peak Senson Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 2006 Volume Conversion 29 43 0 0 e 0 0 0. 232 0 463 79 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0:5 % 0.5% 0.5% 0.5% 0.5% 0:5% Backgramd Growth 1 2 0 00 O 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 a 0 0 0 0 0 0 0 0 0 0 0 0 0 8- 0 16 3 Committed Projects DuPont Towers (DuPont Plara) 0 0 D 0 0 42 0 0 0 Everglades on the Bay 0 0 0 0 0 0 0 0 0 Lynx Downtown 0 -0 .0 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0. 0 76 0 0 D Miami Dadea Community College Parking Garage 0 0 0 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 0 0 0 River Front East (Miami.River Village) 0 0 0 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 0 0 0 The Loft Downtown (Tire Loft 2) 0 0 0 0 0 0 0 0 0 2013 Background Trine '30 45 0 0 0 358, 0 479 82 Project Traffic 0 0 0 0 0 61 0 174 0 Pans -By Traffic 0 0 0 0 0 0 0 0 0 2013 Total Tr91Bc 30 45 0 0 0 0 0 0 419 0 653 82 VOLUME DEVELOPMENT SHEET West Project Driveway & SE 2nd Street AM PEAK HOUR Desuiptlon West Project Drircwsy enthbound Left Through Right Left SE 2nd Street Westbound Right West Project Driveway Northbound Left Through Right Left SE 2nd Strut Eastbound Through Right Through 280E Existing . Truffle 0 0 0 0 1331 0 0 0 0 0 0 0 Peak SeasonFactor 1.00 1.00 1.00 1.00 1.00 1.00 L00 1.00 1.00 1.00 1.00 1.00 2006 Vohnue Conversion 0 0 a 0 1331 0 0 0 0 0 0 ■ Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 0 0 00 0 0000000000 0 O N y 000000,000o v co Lo 02 0 00 0 0 0 0 .0 0 0 0 0 0 0 0 O 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 00 Cnmruttcd Projects DuPont Towers {DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 0 -0 Miami Dade a Cotranwiity College Parking Garage 0 0 0 0 0 0 One Miarra (Parcel A) 0 0 0 0 0 0 Park Suite at 50 Biscayne 0 0 O 0 0 0 River From East (Miami River Village) 0 0 0 0 D 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loll Downtown (The Loft 2) 0 0 0 0 6 0 2013 Background Traffic 0 0 0 0 0 0 Project Traffic 0 0 189 0 0 0 Pass -By Traffic 0 0 0 0 0 0 2013 Total Tray fi$ 0 0 189 0 1460 504 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET West Project Driveway & SE 2nd Street PM PEAK HOUR Description W esrProject Driveway ERathbou id Left Through Right Left SE 2nd Street RResthtmaa Through Right West Project Driveway Norlkbounn Let Through Right Left SE 2nd Street gastLonaq Right Through 2006 Existing Traffic 0 0 0 0 1443 0 0 0 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 0 0 1443 0 0 0 0 .0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background'Gniwth 0 0 0 0 51 0 0 0 O O 6 00 0 0 0 .0 0.O 0 O O. 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 000 0 0 0 000 0 4 .0000000000 0 00 o 000000000.0 0 00 O 004 4 0 0 0 0 0 0 O 00 Committed Projects Worn Towers (DuPont Plaza) 0 0 0 0 0 .0 Everglades on the Bay 0 0 0 0 173 0. Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 356 0 Miami Dade a Commmnity College Parking dotage 0 0 0 0 0 0 One Mianti.(Parcel A) 0 0 9 0 57 0 Park Suireaat 50 Biscayne 0 0 0 0 0 0 River From East (Miami River Village) 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Tralllc 0 0 0 0 2090 0 Project Tmf(ic 0 0 743 0 173 135 Pass -By Traffic 0 0 0 0 0 0 2013 Total Traffic 0 0 748 0 2263 135 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET East Project Driveway & SE 2nd Street A.'M PEAK HOUR Description East Project Driveway 5euthbaund r Left. Through Right Left SE2nd Sleet Westbound Right Past Project Driveway Northbound Left Through Right Left SE 2nd Street Eastbound Through Right Through 2006 £IHttng Traffic 0 0 0 0 133 i 0 0 0 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume ConverSlon - 0 0 0 0 1331 0 0 0 0 0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 0 0 0 47 0 O 0000000000 0 00 O 0000000000 0 0 0 0 0 0 0 0 O O O O O O 0 00 0 0 0 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 0 0 0 Everglades on the Bay 0 0 .0 0 0 0 0 0 0 Lynx Downtown 0 0 D.0 0 0 0 0 0 Metropolitan Miami -Mel 3 0 0 0 0 0 0 0 0 0 Miami Deck a Corrtrmrnay College Parking Garage 0 0 0 0 0 0 0 0 0 One Miami (Parcel P.) 0 0 0 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 0 0 0 The LA Downtown (The Loll 2) 0 0 0 0 0 0 0 0 0 2013 Background Traffic 0 0 0 0 1378 0 0 0 0 Project Traffic 0 0 0 0 506 55 0 0 0 Pass -By Traffic 0 0 0 0 0 0 0 0 0 2013. Total Traffic 0 0 0 0 1964 55 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET East Project Driveway & SE 2nd Street PM PEAK HOUR Description East Project Driveway $outbbound Left Through Right Left SE 2nd Street Westbound Right East Project Driveway Northbonnd Left )Trough Right left SE 2nd Street ):.astbouad -Right through Through 2806 Et Wing Traffic 0 0 0 0 1443 0 0 0 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 0 0 1443 0 0 0 11 0 0 8 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0:5% 0.5° /. 0.5% 0S% '0.5% 0.5% Background Growth 0 0 0 O 0000000000 O N q. o o $ o 0 O 0 000.000000 0 00 O 00000000.00 0 00 0 00000,00000 0 00 000000.0000 0 00 o 0000000000 0 0 0 O 0000.000000 0 00 0 0000000000 0 00 Committed Projects DuPont Towers (DuPont Pb)na 0 0 0 Everglades on the Bay 0 0 0 Lynx Downtown0 0 0 Metropolitan Miarti-Met 3 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 One Miami (Parcel A) 0 0 0 Park Suites at 50 Biscayne 0 0 0 Riva Fran East (Miami River Village) 0 0 0 River From West (Miami River Vrillagc 0. 0 0 The Loft. Downtown (Tbc Log 2) 0 0 0 2013 Background Traffic0 0 0 Project Tratlie 0 0 0 Pass -By Traffic 0 0 0 2013 Total Traffic 0 0 0 0 2398 25 0 0 0 0 0 0 VOLUME DEVELOPMENT SHEET West Project Driveway & SE lot Street AM PEAK HOUR Description West Project Driveway Soathh000d Left Through Right Left SE 1st Street Fedt ,quad Through Right West Project Driveway Northbound Left Through Right Left SE 1st Street Ens&yuad Through Rig i 1006 Existing Traffic 0 0 0 0 0 0 0 0 0 0 1055 0 Peak Seasoo Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion. 0 0 0 0 0 0 0 0 0 0 1055 0 Annual Growth Rate 9.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 9 0 li 00 0 0000000000 0 00 0 0000000000 0 0 0 0 01000000000 0 O 0000000000 0 4. O 0...000.00 0 00 O 0.0 0'0 0 0 0 0 0 0 0 00 i 0 37 0 Corranitted Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 D 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Minty -!.lei 3 0 0 0 0 0 0 Miami Dade 2 Carrtrrnmity College Parking Garage 0 0 0 0 0 0 One Mtatr¢ (Parcel A) 0 0 0 0 0 0 Park $rites at 50 Biscayne 0 0 0 0 0 0 River From East (Miami Rivet Village) 0 0 0 0 0 0 Riser Front West (Miami River Village' 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Traffic 0 0 a a 1092 0 Project Traffic 0 0 0 0 55 569 Pass -By Traffic 0 0 0 0 0 0 2013 Total Tragic 0 0 0 0 a 0 D 0 48 0 1147 569 VOLUME DEVELOPMENT SHEET West Project Driveway & SE Ist Street PM PEAK HOUR Description West Project Driveway 5outhbongg Left Through Right Left SE 1st Street Westbound Through Right West Project Di".... y )Northbound Left Through Right Left SE 1st Street Eastbotmd Through Right 2006 Existing Traffic 0 0 0 0 0 0 0 0 0 0 724 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 2006 Valuate Conversion 0 0 0 0 0 0 0 0 0 0 724 0 .Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 0 0 00 0 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 0 0000000000 0oo h 0 0 0000000000 0 00 0 0000000000 0 00 0. O 000.00.0.00 0 o M 0 0 0 0 0 0 0 0 0 0 A 0 8 . 0000000000 0 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 Everglades. an the Bay 0 0 0 Lynx Downtown 0 0 0 Metropolitan Miami -Met 3' 0 0 0 Miami Dade a Cormwuity College Parking Garage- 0 0 0 One Miami (Parcel A) 0 0 0 Park Suites at 50 Biscayne 0 0 0 River Front East (Miami River Village) 0 0 0 River Front West (Mani River Village 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 2013 Background Tratiic 0 0 0 Project Traffic 0 0 0 Pass -By Traffic 0 0 0 2013 Total Traffic 0 0 0 0 0 0 0 0 358 0 785 280 VOLUME DEVELOPMENT SHEET East Project Driveway & SE 1st Street AM PEAK HOUR Deseriptioa East Left Project Driveway $outhbound Right Left SE I st Swett Wextbotmd Through Right East Left Project Driveway Northbound Right Left SE 1st Street Eaatbooad Through Right Through Through 2006 Existing Traffic 0 0 0 0 0 0 0 0 0 0 1055 0 Ptak Season Factor i_00- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 0 0 0 0 0 0 0 0 1055 0 Annual Growth Rate OS% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth 0 0 0 o 0 0 0 0 0 0 0 0.0 0 O o O 0 0 0 0 0 0 0 0 0 0 0. O O O 0 0 0 0 0 0 0 0 0 0 O 0 0 O 0 0 0 0 0 0 o O 0 o 0 0 0 0 0 0 0 0 0 0 O' 0 0 0 O 0 0 0 0•0 0 0 0 o a o 0 0 0 0 0 0 0 37 0 Con¢nitted Projects DuPont Towers (Du?. out Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miatni .Met 3 0 0 0 0 0 0 Miami Dade a Conanunity College Parking Garage 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 Park Suites et 50 Biscayne. 0 0 0 0 0 0 River Front Earl (Miami River Village) 0 0 0 0 0 0 River Front Wen.(Miami River V0bge 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Traffic 0 0 0 0 1092 0 Project 'Duffle 0 0 38 0. 103 0 Pass -By Traffic 0 0 0 0 0 0 2013 Total Traffic 0 0 0 0 It 0 0 0 38 0 1195 0 VOLUME DEVELOPMENT SHEET East Project Driveway & SE 1st Street PM PEAK HOUR Description East Project Driveway ctoutbboouw( Left Through Right Left SE 1st Street Westbound Through Right East Project Driveway Northbound Left Through Right Left SE 1st Street &abound Right Through 2006 Existing Traffic 0 0 0 0 D 0 0 0 0 0 724 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 E.00 2006 Volume Conversion 0 0 0 0 0 0 a 0 0 724 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth O 0 0 0 0 0 0 0 0 0 0 O- O O O O O O O O O 0 O 0 O 0 O O O 0 0 0 0 0 0 O 0 0 0 O 0 0 0 0 0 00 0 00001000000 0 00 0 0.000000000 0 O 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N .0000000000 r M O 0 0 0 0 0 0 0 0 0 0 0 a 0 0 Comootted Projects DuPont Towers (DuPont'Plaza) 0 0 0 Everglades on the Bay 0 0 0 Lynx Downtown 0 0 0 Metropolitan Miami Met 3 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 One Miarri (Parcel A) -0 0 0 Perk Suites at 50 Biscayne 0 0 0 River Front East (Miami River V 11age) 0 0 0 RiverFlom West (Miami River Village 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 2013 Background Traffic 0 0 0 Project Traffic 0 0 0 Pass -By Traffic 0 0 0 2013 Total Traffic 0 0 0 0 0 0 0 0 65 0 I143 5 HCM Signalized intersection Capacity Analysis 6: SE 2nd Street & SE 3rd Avenue 2013 AM Peak Hour Future Traffic Conditions f Lane Configurations !heat "Fiow OPhpt : Total Lost time (s) liens :t} i1.-FtiOtor. • Frt Ftt Protectet . . Satd. Flow (prot) Fit Permitted. - Satd. Flow (perm) \felinne FvphT ; . _ • . ... Peak -hour factor, PHF 0.95 RTOR Reduction (vph) 0 Lane G:r:)l':1OWY1?: • - Turn Type Protected iPha es•• Permitted Phases Acte$ted Gr! G:(j • Effective Green, g (s) Adtuatett g/C FlatiO Clearance Time (s) yehicte•.5.46st fey_ . 9r tii'i(=hs"�� ; Lane Grp Cap (vph) 4at16:P. •.;s'u' Ws Ratio Perm vi.,4V6o . rg Uniform Delay, di P.rtifirAff$0.4kitit.UX-- . Incremental Delay, d2 Delay .(0) Level of Service 1900.: Appr h De (s)i5 - ,:... • . =�t . Approach LOS A :a.'inr 4%- t t" 4 , 11111) 41 a:4 Q: 1:990 . , =,);19oo. t9,00; 1900 4.0 4.0 fT:$1: ;� j .t• _ _ f 95= 0.98 1.00 1:.�Q: c, �.,.• �; .e: - .0.97 7401 3435 7401 2639 0' =row =s'=; :12:t • >#t_: '.:$t4t�'. . 0.95 0.95 0.�9}5[� j0.95„ 0l...99�y5{ 0.95 (1. .\C ' , .11298 .1'I Y. u- ; . ;Pt. '. 0 0 0 26 0 0 Perm pm+pt 8 2 1900 . 1900. ' `f.900. ` 1900 4.0 0.88 too 1636 ,:00 1636 :.355,..:•. (?: g ' . 8 • . 69 0.95 0.95 0.95 0.95 0.95 0 0 0 16 0 _aid' :.a. :84.;' •85 .0 • . - .•..............:. :. , 694 ;69.1 31.9 70.1 70.1 5.0 5.0 5.0 - .. •_. - _ ..:`:fit). ;3~0 . .10 2146 1682 1043 :•44.: :i; ••a:-i:.:. . •.'O05 HCM Average Control Delay 25.8 HCMVo a to Cape ratta<:.•., . '•• :01134 • ' Actuated Cycle Length (s) Iritomiquiv PAPSKRAMWAI.11 Analysis Period (min) r3 Cilttcat`U :G. 401-..rr,. 0.20 ,0109. 34.7 1.00 D c0.36 11.3 g00.4 ! t 8.• B D B HCM Level of Service A 110.0 Sum of lost time (s) 15 • .. it V. 8.0 7.5 0.1 • • ,7 A A G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 6: SE 2nd Street & SE 3rd Avenue 2013 AM Peak Hour Future Traffic Conditions Lane Configurations tttt a'+ Volume`(vph) : 1231 :15540 55 , Turn Type pm+pt Protected Phases . H`-_ 5- 2 6 Permitted Phases 2 Detector Phases ,==*r. 8 . 5` :,°. 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 :.a O :2:4.0 21:0 Total Split (s) 47.0 13.0 63.0 50.0 Total 'Split; (%) : 42-1 %;:n4::%'- ;•`5,7,3% .45 5% Yellow Time (s) 4.0 3.0 4.0 4.0 AFL}.= R me: (s) ,: = AM ::"'O d;:_ - €€ `0 10 = Lead/Lag Lead Lag Lead -,Lag Opt lzee"+, _. -= _t1_i ' . ,- _ -4.g,. �.. Recall Mode None None C-Max C-Max ,S • Cycle Length: 110 Actuated CYckvLengthE 11l? • Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green NaturatG ee.SO Control Type: Actuated -Coordinated Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue 41 02 4\ 05 06 f me G:1043103000-One Bayfront PlazalCatcs\Synchro\FUTURE MARKIAM_Future_3_29_07.sy7 3/29/2007 Klmley-Hom and Associates, Inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 6: SE 2nd Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions Lane Configurations Ideal + Et* (vphplp Total Lost time (s) Frt FIE Prota wed x . Satd. Flow (prot) Fit Pitted Satd. Flow (perm) \h1Wrrtii ` .. • Peak -hour factor, PHF 0 Add Fl r (Op • RTOR Reduction (vph) Land otiP. ' ) ! .. Turn Type Pzoteot'+OPhd%*s - Permitted Phases A94g4. °aree.ni C Effective Green, g . (s) A0044.010.0414 Clearance Time (s) Lane. Grp Cap (vph) via Ratio Perm eRatto . •. Uniform Delay, d1 liftitOg019.4414r. Y. Incremental Delay, d2 Level of Service .i:•D.(s). • Approach LOS .98 0.98 0.98 • Y:s; 0 0 0 A HCM Average Control Delay 30.7 HCM VigthiatiCtiCEIP601010,11.P , ....0.9: Actuated Cycle Length (s) 100.0 It telS If €pn Analysis Period (min) 15 dt N `D.+ °.Left.Lane Re 11;111ouUh lane Ott left lane-. c Critical Lane Group TOM :1900::' 4900: IWO =4 000; .: 9001900 . t900., 19.00 : '11900 4.0 4,0 4.0 0.99 1.00 7483 3411 •, 0.7O 7483y� :.:' }F+r�� 2477 • 1r, •.23 •:Ctf r.'•:.i'•7,'J.VT^ 233 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 :'t2$'_:.:3 90 • : tip' ih _0 �,;q.:.. 10 ,1'h0 0 9 0 0 0 0 0 5 0 ): 013 . - .,z -� :96t3: . oK:..!.1 "#:: • .0 Perm pm+pt 8 2 • 51.0 41.0 5.0 4i x:eai:A 3816 0.47 =nz " 0:fli' . • 22.5 3.7 20,2 • C C HCM Level of Service Sum of lost time (s) • 5.0 r'. : '-. •- 30 1016 c0.39 28.5 17.6 .'1 D • :4. D . 1.00 0.88 • ,1,00 1643 t0(3 1643 • °! •• 0. 10 108 8.0 41.0 5.0 674 0 •03..8 • 18.8 0.6 D D •, ,,try.: G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 6: SE 2nd Street & SE 3rd Avenue Lane Configurations Volume (vph) Turn Type Protected Phases. Permitted Phases Pater toi``Phases Minimum Initial (s) Minimum: Split (s) Total Split (s) Totai SpIttl%) Yellow Time (s) AII;Red Time: (s) Lead/Lag Lead -Lag, Optimize?x Recall Mode Ttttt* 4+ 3233". 713 233_ 16 pm+pt 8. • 5 2 "6. 2 2 6. 4.0 4.0 4.0 4.0 : 1s0 8:0 : -21.0 24:6 : 55.0 13.0 45.0 32.0 55 {t°k13:Q% 45 Q% 32,O% , r _, 4.0 3.0 4.0 4.0 1.0 ,o. Lead Lag None None C-Max C-Max Cycle Length: 100 Actuated_Cyde•i. tl9th;100i . .. • Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natera e �a•- '-- Control~ Type: Actuated -Coordinated Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE MARKIPM_Future 3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 AM Peak Hour Future Traffic Conditions Lane Configurations' ideal Flow'::(vphpl) : _ ' 1900 1900. Total Lost time (s) t.ane..Ut(k. Fa'cter' ITA., 7 Frt Fit Pi#i #tec '. •i :';'. Satd. Flow (prat) Ftt Permitted Satd. Flow perm) Peak -hour factor, PHF 0.89 RTOR Reduction (vph) 0 t::a►'t0p 1 -:@ • 111 1900. • 1:900 •190.0: `1.900 :ri:1 . 4.0 f!9'7 1.00 3433 3433 WV-_.:.9 . `W^ 0. 0.89 0.89 0.89 0.89 0.89 0..89 0.89 0{:...0,:€.' '*, : "; : di 804•: • : O, :w,: ; '... S .', ('a 1400 0 6 0 0 0 68 0 0 0 0 23 0. 4 _ ... 0 '.::.. :0: 1.442 rrrr 1900. e1.900 ., few 't:900 4.0 (04 0.85 1:00 4053�J 1:00 4053 :..:...,::. , .. a .1304 0.89 0.89 0.89 0,89 • Turn Type Protedtedt P.hase's, . r '' .+` ;}za' • . Permitted Phases a iGr 3>) : Effective Green, g (s) A at 'g/C it �._ :;,;;:: T Clearance Time (s) 1i hIdi6titt ` . Lane Grp Cap (vph) vis Ratio Perm Uniform Delay, di s1.PAr. • WW. Incremental Delay, d2 %WAY• Level of Service ;?lay (s_�:•`-`:' Approach LOS .4 .‘4,. HCM Average Control Delay E0461Liket.MPOOP.Mtg4 Actuated Cycle Length (s) Ilnterre t n , ik a' !! Analysis Period (min) `ii l' 4 O • Prot 26.8 ,:':: _• 0 7 6.0 920 949 34.1 1,90 4.9 D D A 17.2 HCM Level of Service c100.0 Sum of lost time ,499.9 ' ; IC L81 el of: ;.:;-• 15 • 8.0 custom nn6 65.2 • r ' Ot65 7.1.;r 0:' 2643 0.36 • 405 9.4 0•47 0.7 A G:1043103000-One Bayfront PlazalCalcslSynchro\FUTURE_MARKIAM_Future_3_29 07.sy7 3/29/2007 Kimley-Hom and Associates, Inc. Synchro 6 Report Timings 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 AM Peak Hour Future Traffic Conditions Lane Configurations ualuma (vph) Tum Type Ptotect0.'PhOses Permitted Phases aatettbt Phases; Minimum Initial (s) MiitMUtti Split: Total Split (s) Totalp1it.,(%) Yellow Time (s) t- d Time, ( `r i Lead/Lag Le8d-La t Optitraze? Recall Mode 4\ d 'i'i rrrr 716 f 1304 Protcustom 435 5. 6 4.0 4.0 33.0 67.0 :0% 510% 4.0 4.0 2.0 Lead Lag xF. None C-Max Cycle Length: 100 A;otuafet:Cycle Length:..100 • °r z x - . CL Y Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green taturai Cycle. 4(1 •- .<_�__= , -x= Control Type: Actuated -Coordinated Splits and Phases: 4: SE 2nd Street & Biscayne Blvd (Southbound) 1 05 141 06 G:1043103000-One Bayfront PlazalCaics\Synchro\FUTURE_MARKIAM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 4: SE 2nd Street & Biscayne Blvd (Southbound) --► 7 ■ k 4\ Lane Configurations WOO 140174: Total Lost time (s) Lane.Util. Fa t== • _ Frt Fit,Piot •: .. Satd. Flow (prot) Ett'Perr ►hied aSJat�d`.. FlowFl'(({perm) 'Rf�CIW`.f4E'4b):' R R , . Peak -hour factor, PHF 0.95 RTOR Reduction (vph) 0 Lane::0 .up Fli•'s ( = Tum Type R.7103400.04#1% .t:900 Permitted Phases ati : reel ):• . . Effective Green, g (s) ittiat ittigtS".r''. Clearance Time (s) shuts ExteisillOW Lane Grp Cap (vph) vis Ratio Perm Uniform Delay, d1 rrogs Jon F.. .z • . - Incremental Delay, d2 Level of Service NsProach-DetigYiPI Approach LOS 1900 '1900 1900 =1900 . 1909:ic1.900 :?)! 4.0 1.00 :a y� : ..V aJ:r 3433 --1=-=?E_2774 eau =:el 3433 •O L r, 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 0 0 0 16 AjEctillt ;t . • 0+ 4o23 Prot 37.1 6.0 1274 riria=a° • x_. • • • • A HCM Average Control Delay 25.3 trak . ottAme. acttralo ' jat.-,. Actuated Cycle Length (s) 100.0 V :*AM tlt=•.:lt;'Q Analysis Period (min) 15 • • 28.2 3.8 C ::: ;.34-9'. 1 C • HCM Level of Service Sum of lost time (s) 2013 PM Peak Hour Future Traffic Conditions rrrr 1900 !low 190.0.4 4.0 :Oti64 0.85 1.00 4053 4053 0 .. . 0.• •. 4436 0.95 0.95 0.95 0.95 0 0 0 0 57 p;,:.... ;4 • • 0 '`14 6 custom • 8.0 6 ::52.9 54.9 as 6.0 �.0 2225 0.37 0.09 15.9 123 1.3 r ' :2Oi8 C e G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions Lane Configurations Volu e;(yph); Turn Type Protected Phases Permitted Phases Detect -P ses • Minimum Initial (s) MIoimu Split fs.) . Total Split (s) Tatar Split,():.--, . Yellow Time (s) Alj'Re.e (s):. Lead/Lag Lead-Lag:Opttr tte?-. Recall Mode "�. rrrr =9. i7. i436 Prot custom 5. 6 4.0 4.0 49.0 51.0 49.4* 41 C _ 44.0 .ff..70.24c.00 F.:4.0 d 40 Lead Lag None C-Max • Cycle Length: 100 gft... - Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natura{:.• Control Type: Actuated -Coordinated Splits and Phases: 4: SE 2nd Street & Biscayne Blvd (Southbound) • 4\ 05 4, 06 G:\043103000-One Bayfront Plaza\Cafes\Synchro\FUTURE_MARK\PM_Future 3 29 07.sy7 3129/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 AM Peak Hour Future Traffic Conditions 4r Lane Configurations VII tnt Idea Flick (1ip4 . • 4900. 1-909 .19o0. , 1900. :190tr 11'90Q:. . Total Lost time (s) 4.0 4.0 Frt 1.00 1.00 Satd. Flow (prot) 4990 6408 Fi POlt lltted: ' ` ...95 , . 1; f ,' ;: :. . Satd. Flow (perm) 4990 6408 Peak -hour factor, PHF 0.97 0.97 RTOR Reduction (vph) 331 0 Ir i' Riati t i✓[[ :t1I p ': = IA96: ..'-' t . Turn Type t=Pt4se9 Permitted Phases Actuateir,G ert gAsl- Effective Green, g (s) ?t 91C;' Clearance Time (s) 0.97 ,0/Y.97 0.97 0.97 /0 0rr //0 ::. 0 .-. • 31.0 61.0 Y `-{ 4.0 4.0 v/s Ratio Prot c0.11 -:R4?ei?. .. v/c Ratio 0.13 OHM rrt Dela; 41 Progression Factor 0.00 inOr et ,:ti2 Delay (s.) LiwC4'001refti Approach Delay (s) ADM* ', : ,3p:•.. HCM Volume to Capacity ratio 0.27 Intersection Capacity Utilization 28.5% 1-636090000 t'k :-..;a.:.'=' . ..4,6`.,•-; c Critical Lane Group ;198 -47 c0.13 0.22 1.00 :6114.• 8.9 � 8.9 0.0 ICU Level of Service A • G:1043103000-One Bayfront Piaza\Calcs\Synchro\FUTURE_MARK\AM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 AM Peak Hour Future Traffic Conditions Lane Configurations Yolume'(vph) Turn Type Protected ,Phases Permitted Phases Detector PlleSes Minimum Initial (s) IVtinirnurn Split':(s):' ; " Total Split (s) Total Split.(.) ;. Yellow Time (s) A114"i1010 Lead/Lag Leettitreg Optiritzb7,. Recall Mode •� I tttt 83:8.. • 1 .:4 . 8:.: • 5s, 1.0 1.0 1.0 1.0 1.0 1.0 20'020.0 50 :40.,. .; Via) ..:..,:4a0:.:. 35.0 65.0 61.0 4.0 31.0 4.0 G04t~�50�/0: ,61 fa>- 4°::.: 10 4% 4.0 4.0 4.0 2.0 4.0 2..0 -Oa ` Lag Lead Lag Yes Yes: i ax Max Max Max Max Max Lead Cycle Length: 100 _= n9.. I !x_ Actuated: < lf� L.e � • ::1"tlA` - � ; -.... � ... •. � 3� ___ eft_=0 Offset: 0 (0%), Referenced to phase 2:, Start of Green Habtlrt Ft yo e 4f] } F = ;= .:r' Control Type: Pretimed Splits and Phases: 2: SE lst Street & Biscayne Blvd (Northbound) G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARKIAM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 2: SE lst Street & Biscayne Blvd (Northbound) 2013 PM Peak Hour Future Traffic Conditions 4\ t 4/ Lane Configurations ',VItiti Ideal Flow (vplifd); !•••„110Ai 1900 'Aldo 1130- -19.00'.- 4000 Total Lost time (s) 4.0 4.o Utili FV,Or Frt 1.00 Fit'PrOteCted' . 0.0 Satd. Flow (prot) 4990 Pit Pc#04,1tteil: • :mg/ :119.5 Satd. Flow (perm) 4990 YOlutife (41#1r ,t!EVer, 1195, • • Apo. • ••,-: • . too • :too. •••-• 6408 • 6408 Peak -hour factor, PHF 0.93 0.93 ;.:; O.; RTOR Reduction (vph) 36 0 Lne GrouP:900/04,1,249 Turn Type Protected Phases •W. Permitted Phases if).UlafttOre#0 3 (0) O 67.30,y:o • Effective Green, g (s) 39.0 1$444.100,40 tLL 049 -- Clearance Time (s) 4.0 410001.40000,011:404 v/s Ratio Prot c0.26 /ItTPe v/c Ratio 0.64 24$f Progression Factor 1.21 ffleregi.er*1001WO.:.: . • •••• , 1.,rAtiVein'•• " . ,. • • ..!• • ("a' 0.93 0.93 0.93 0.93 0 0 0 0 Acrnic ,;.: 53.0 4.0 c0.24 0.45 1.00 '42! ."•• Delay (s) 31.1 15.0 4.4*.0.001Yitfe: -7-2. • • 0...41714.1306. Approach Delay (s) 31.1 15.0 0.0 Aliplakia War. • "T;:..J"i: •:(•••i,.!:.. • • •• " • ;'..-••.• • . !.2.: ' 7 •Ut`i737'..g2-all-We:PHianti.NratiraiC=f ...,.„.. HCM Volume to Capacity ratio 0.54 AdifeekeeitittlietOYSir. '''T:'14010 .....:' :71***°130/410)Ii l't :....50 . Intersection- Capacity Utilization 50.2% ICU Level of Service A .Aceb/000014.47441 ; ' '.':' '. -.'.-i!:- i.zi'41;5- : - • .."''..:!.)4D;'.ee %;.-,-,- .;'' 'i::.t•!...:1i ...... c Critical Lane Group • ,•-• •••,; , `.1 G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 PM Peak Hour Future Traffic Conditions Lane Configurations Volume (ypii) Turn Type Protected Phases, __ _ 5 3 _._ 4 7 0 Permitted Phases Dete tVSPh is. 5 ,::._ , _ .: R Minimum initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Spillt (s)- 20:0.::: ill l?, 5,0 4:0 Total Split (s) 43.0 57.0 14.0 43.0 8.0 35.0 Total 800 (4 41:0% 57 0%s r414 `.4 ,8 4.0 4.0 4.0 2.0 4.0 2.0 t Ol 0,0 .0.0O Y+:.. Lead Lag Lead Lag leM = y Y ytki Max Max Max Max Max Max Yellow Time (s) All.Roo.. nt* p:a. Lead/Lag Leadl-L.LO C/Pttrirtze? Recall Mode MI tttf. 1195 V Cycle Length: 100 Act Oyd x itth:1.01'd 1114- --- Offset: 0 (0%), Referenced to phase 2:, Start of Green Nat4ritIcY40:014' Zs Control Type: Pretimed Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future_3_29 07.sy7 3/29/2007 Kimley-Hom and Associates, Inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 1: SE 1st Street & Biscayne Blvd (Southbound) -"A Lane Configurations 140 flow,.:(vphpl) . Total Lost time (s) Latitf•.0.01;.11))10t Frt tft) *Wit; '190 4.0 : • • 0.95 Ft R.4110tail• - • •: 140- Satd. Flow (prot) 4826 FtWeveitted -211; . 1‘.'; Satd. Flow (Rerm) 4826 011W6104 Peak -hour factor, PHF 0.87 9.87 RTOR Reduction (vph) 0 28 WOW* fiEt$ Turn Type Protected Phew .4 Permitted Phases ,Watetfi010010.* Effective Green, g (s) 27.0 A*41100:90ititrO • Clearance Time (s) 2013 AM Peak Hour Future Traffic Conditions .tttt 1900 1900 1900 1900:11009.- 4000 1000:i:-. :1.X14 1900..19190 4.0 • • 0:80 . • 1.00 _ ' • . 6390 6390 . . 265 - . ; 0.87 0.87 0.87 0.87 0.87 0.87 1931 :0' J; ':'•!?. • 0 0 0 0 0 0 2'44* 4'. ti8W030.•41.***,' : vis Ratio Prot c0.18 411;411.0•PitiliEl • • ILP' • . k;' . T.? vic Ratio 0.64 • utitroometosto • • igopi„ Progression Factor 1.00 .14001.**11;004Y5,4111';:;:::-It...1k:14: Delay (s) 34.6 .14001.0441010k . • Approach Delay (s) 34.6 14440aitgit(*.:: .• • • Intersection Capacity Utilization c Critical Lane Group • -• . • . • • ' 72 1227 0.87 0.87 0.87 0.87 Atr--:•,,,414 -14110 . 0 0 0 9 0 •!01:•• • . 14%. -0 custom 3 'I air ....St; 1 57.0 • :0:67' 730.4.Z.' • ••••023.• , •• 0.41 • i'X•0;"•: 1.00 12.4 0.0 0.0 12.4 • • .2 • .7hlgiOltafti 0.49 OOEA SOttbnOttl*A1-,-: vOtArg!s 40.8% ICU Level of Service A •-•••:••-••. • • ::.• • . , 7: 1. - • :1` G:1043103000-One Bayfront PlazatCalcs\Synchro\FUTURE_MARK1AM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 1: SE 1st Street & Biscayne Blvd (Southbound) Lane Configurations Vnlumea'(vpt ) Turn Type Protecfd.: Phas= Permitted Phases NOW t Phases Minimum Initial (s) Witt/1111 8pIit•( Total Split (s) Yellow Time (s) All-R lrri'e (o) Lead/Lag Vie? Recall Mode 35.0 65.0 o . tQ°a :3 1.0 1.0 20.0 65.0 61.0 Wit G4d 4.0 4.0 Lead Max Max C1'.yycll1ep��yLength: 100 •. Y itti�#.Ni,.K!".. j e Length: ib,O 43Yr_gits: Offset: 0 (0%), Referenced to phase 2:, Start of Green .. W air f.t1 fi�c�lR�:44 MOW Control Type: Pretlmed 1.0 1.0 1.0 4.0 ..20.0 .5.0. 4.0 35.0 31.0 ) 4%;a 35%-. 31°h 2.0 4.0 4.0 04:1 Lag Lead lies° Max Max Max Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) 1.0 "i . A:O 4.0 2.0 Lag yes. Max 2013 AM Peak Hour Future Traffic Conditions 141 ♦ 08 G:1043103000-One Bayfront PlazalCalcs\Synchro\FUTURE_MARKIAM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 1: SE 1st Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions Lane Configurations Id* Row ); _. Total Lost time (s) .:.F.r ++ itfft lop . 1 .00; '199p:..1:91 '•,; 490f 1900 1:I900. :1400,:.•.-190) 19QQ. ':.1.900::-Appo 4.0 1:9‘1=s Frt 0.95 Fit Pt t .. 1.0 Satd. Flow (prot) 4825 FIVI4enTatted ; 1;00' Satd. Flow (perm) 4825 Peak -hour factor, PHF 0.96 0.96 0.96 :?flow i,}; 0 •'I:62<='`'601,. RTOR Reduction (vph) 0 28 0 k: 'F (1 .14110_:*2 :0 Tum Type Protected :, 47 Permitted Phases Effective Green, g (s) 47.0 Actu t tit -i . E`4 Clearance Time (s) t..114f00;04Wii NO) vls Ratio Prot v/s= R: v/c Ratio U Progression Factor In mn a= Dy�ell/Sayr�(s) Approach Delay (s) 15.7 HCM Volume to Capacity ratio _ 0.59 i A te•:L =ram .ice' 100.0 Intersection Capacity Utilization 56.9% c Critical Lane Group c0.37 0.77 --. 0.60 15.7 alk 4.0 1.00 1.00 6378 6378 10 :10, ; - : Q. 0' 0 : 103: a82, .. 0 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 9:•,.. 1.0 f 0.:....;• -•: 0 0 0 0 Q 0 0 0 18 0 =7 custom 0.0 ICU Level of Service 0.0 1 3 ;0 45.0 0.39 1.00 18.7 • 18.7 G:1043103000-One Bayfront Plaza\Caics\Synchro\FUTURE MARK\PM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report Timings 1: SE 1st Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions Lane Configurations Volurnel\sph) Turn Type ProtectedRroteotpa R ases Permitted Phases Detectol' P Minimum initial (s) Minimum SOW). Total Split (s) Total`it (' Yellow Time (s) Alt -Re .TiniC:i) Lead/Lag Leacggfg.Op a '� :•?' Recall Mode ++t+ Fitt 11i6 912_ 47 3 $ 1 47.. 38... 1.0 2a.o. 51.0 49.0 57.0 1�la�ia�= %: 4.0 Max 1.0 50 14.0 4.0 Lead Max Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Control Type: Pretimed __'t a. 1.0 1.0 1.0 1.0 4.0 2.0.0 ; .: 5.0 =4.0 43.0 43.0 8.0 35.0 ...$% 3$O/ 2.0 4.0 4.0 2.0 Lag Lead Lag Yes 'Yes Max Max Max Max Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTUREEMARK\PM_Future 3 29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Signalized intersection Capacity Analysis 5: SE 1st Street & SE 3rd Avenue 2013 AM Peak Hour Future Traffic Conditions Lane Configurations I0050411). • Total Lost time (s) lanefil.. motor' Frt Fi Pkojecte . Satd. Flow (prat) F4 (eroAtect s. Satd. Flow (perm) Peak-hour factor, PHF RTOR Reduction (vph) Turn Type I .. Permitted Phases 2 6 Atitgati461006i444 . ' . ; 3' 1A • . i§ttii Effective Green, g (s) 44.2 52.1 52.1 ;aategT .i 'c_ _ :Y . .�'� , .�:.• Q:4 0:050C.A0.8 Clearance Time (s) 5.0 3.0 5.0 Lane Grp Cap (vph) 1369 1025 1078 tLs rp :.: v/s Ratio Perm 0.21 0.03 �y�].Y�'.�/w,�ap�/(�,�}} y++ P 4..0 0.99 5059 5059 -1046 11900 1 :1900:-.::i#00; . 4.0 4.0 4.0 ,a .f b.. 0.85 1.00 1.00 4,06 2787 1770 1863 1.:60 A95,;:.140 2787 1770 1863 900 41407 4O l' (;f<, . <:.:.t;:F �� t ,=r '• sail': -' ,-, .:? -;, ; .. 0 0.91 0�.9�y1.0.91 0i■.91 0.91 0.91 0.91 0.910.91 0.910.91 0.91 w ; O 0 6 0 0 0 0 0 0 176 21 0 0 :*4 0 custom pm+pt 29.9 5.0 1681 • Uniform Delay, di 26.9 P 'SQO .: a ; :.1.i_° •`_., Incremental Delay, d2 2.2 Level of Service Approach LOS HCM Average Control Delay Actuated Cycle Length (s) Analysis Period (min) 23.8 90.0 15 • ' >.a ICE a ' A HCM Level of Service . a�i.:' • .,. :� :!'y��:, r�RSf.�; ti.,3: ':2., •.Ir:'.. I S,, _. _a Sum �� of lost time �](s) 12.0 r. :'-i1'�%.T"rLo 0)10f ..Be?g `_1 ..rl ti�>,liC-..r �_;A r4•I F..1i .. %....:..�Y ^ • 13.6 8.1 8.1 0.5 0.0 0.0 14.2i : B A A B A • G:1043103000.One Bayfront Plaza \Calcs\Synchro\FUTURE_MARKIAM_Future 3 29_07.sy7 3/29/2007 Kimsey -Horn and Associates, Inc. Synchro 6 Report Timings 5: SE 1st Street & SE 3rd Avenue --� \* Lane Configurations Volume Tum Type Pr ateoxad'PWOr Permitted Phases Det ttt;P*0A Minimum Initial (s) Minimum:vpfi _(s) Total Split (s) Total Split':(%) • Yellow Time (s) Lead/Lag LAEld-Ltit Opti ize? :. Recall Mode 4410 i*r 040. .526 51 custom pm+pt 4 . 1. 2 6 4;2:.,1..-.▪ .6� 4.0 4.0 4.0 4.0 2 A...-:.:240..:. 8:0 21,.0__ 53.0 24.0 13.0 37.0 5$:90.4: fk,: t4:4°,fo..:4'F, 4.0 4.0 3.0 4.0 Lag Lead 4' None C-Max None C-Max • 6i It • Cycle Length: 90 AGtU + ; f r ;.. Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Natural Cy ei:•50 :' . _ x -,,, ,,, ..... Control Type: Actuated -Coordinated Splits and Phases: 5: SE lst Street & SE 3rd Avenue 2013 AM Peak Hour Future Traffic Conditions c • G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARKIAM_Future_3_29 07.sy7 3/29/2007 Kimley-Hom and Associates, inc. Synchro 6 Report HCM Signalized Intersection Capacity Analysis 5: SE 1st Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions Lane Configurations ter.Eitgoiotkpo.�.� .. Total Lost time (s) k t't til 'F :O...'. Saar Frt Satd. Flow (prot) Periiiittet Satd. Flow (perm) VOIu to )` Peak -hour factor, PHF A11;Etr i:(v '=''` RTOR Reduction (vph) LostWO.ra01:r Turn Type t tec :1?!hases . Permitted Phases 40.0. f ' 04#). Effective Green, g (s) AW teeIpcou.6 . . Clearance Time (s) Vttote~Fie (.‘) .. ' . Lane Grp Cap (vph) v/s Ratio Perm vtc R> ti ... Uniform Delay, d1 Fr99M.40020.07fr Incremental Delay, d2 Level of Service Approach LOS 1'00+ >`ti9Q0 - ,i9 y, :.:1i9O,O 4.0 0.98 5000 UWE 5000 0.93 0.93 0,93 -.::90: 0 31 0 19.5 5.0 975 tk• . a-. • 38.2 4.0 .422 :F . D 3 3'•, • D 4\ isoo 4. 19120-419610 :., 1' rid 4900 '1900 1906 4900' °1900 4.0 4.0 4.0 0.85 1.00 1.00 1.:OAS 1410. 2787 1770 1863 •41.:00 • 0..99 :1100; 2787 1770 1863 . ` .. O .. 0 :'0!' . r41 '•`; • 45 n 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 : o. 0 Q_`:• :• '32.:'' ' 0 0 0 0 0 0 153 9 0 0 ., ... os•:.,r f pF 48, 0 custom pm+pt 2 6 66.0 72.5 72,,5 •.&55i 0,72.-' 5.0 3.0 5.0 1839 1283 1351 . .11. 0.16 0.02 • # U7:! . 1D 0 :' '017/4' 6:5 3.8 3.9 0.1 0.0 0.0 • A C HCM Average Control Delay 35.6 HCM Level of Service Actuated Cycle Length (s) 100.0 Sum of lost time (s) fr►E 409 ttor : Y :' 4 • -. V T U' 01" •. Analysis Period (min) 15 C A A A 12.0 .: G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE MARK\PM_Future_3_29 07.sy7 3/29/2007 Kimley-Hom and Associates, Inc. Synchro 6 Report Timings 5: SE 1st Street & SE 3rd Avenue p \, Lane Configurations voletiei (voh) Turn Type Protected PtI SeS- Permitted Phases DetectorrPhases:.. Minimum Initial (s) Mti if turn pt(€ Total Split (s) TOt l .) Yellow Time (s) AI!""Wrih {sj: Lead/Lag Lead -LAM Opthi ize1• Recall Mode +ft. fir 658. 410 30 custom pm+pt 4. t 6 2 6 +_;, ..:. 22 . ..1 ,6 . . 4.0 4.0 4.0 4.0 21..0• 80 21.0 63.0 24.0 13.0 37.0 .� * 24:094- .13.4Pk==37.0%a: '? . ..:... 4.0 4.0 3.0 4.0 001'= Lag Lead 45 None C-Max None C-Max Cycle Length: 100 Actuat •l antgttl e:00... Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Control Type: Actuated -Coordinated Splits and Phases: 5: SE 1st Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions G:1043103000-One Bayfront Plaza\CaIcs\Synchro\FUTURE_MARK\PM_Future_3329_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 19: SE 2nd Street & West Driveway 2013 AM Peak Hour Future Traffic Conditions Lane Configurations pe: =s SipQontrol • Free Stow.: Grade 0% 0% 0% Void, .( 0ti r Q ::..• �. ":14 Q ::.:. ,: � ..:; .,• Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 WdtUi y t to (vptr) .,0-!%. ', :'.:1•R T ' :) Pedestrians Caine �Ritltl:4ft,a,r_ :� Waking Speed (ftls)_ Right turn flare (veh) MerSAISOi Median storage veh) Ups _:sI :aI >(ft pX, platoon unblocked vC1, stage 1 conf vol _ vCu, unblocked vol 2135 �t�C`' , 2 stage (s)• 44 yy p0 queue free % 100 100 49 0414.40�) ;ate: ,.. ^: .. Volume Left YO.WeAtitV;i, cSH Queu.e Length (ft) Cori#>D(i Lane LOS Approach LOS • rrr '•'�:' 1861 671 'i•4 '. 1. 1 'IJ.k-...�' � i:fi. O. 0 •.•: 0 0 0 0 .,.0.. 1700 1700 1700 1700 399 399 399 0 0 0 0 15 15 15 c c c C • "►• ., ' Average Delay 1.4 •I01,040 o4• C Mit t i ti_ %! • . , �x > <'..,1 .0,; Vie. � 't-:. * ' � = ',: }� F Analysis Period (min) 15 •i: 11 .1:.. G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARKIAM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 19: SE 2nd Street & West Driveway Lane Configurations $416toritroffn Grade 1{er .0 e`t$ltit.) Peak��Hour Factor 140�" itt1 et/��t L) Pedestrians Walking (S� Speed (fft/s) C'.== -' iKF!'n'0004Y'I Right turn flare (veh) M' Median storage veh) Upstr::signal'j*) pX, platoon unblocked vC1, stage 1 conf vol irigAlittO 2 f G... ; ilia;: --... vCu, unblocked vol 2607 (Si 06110-(411R- tC, 2 stage (s) .Y,.=. p0 queue free % ). Volume Left V 10# r' cSH VVluir.4*.qap r•, Queue Length (ft) Lane LOS Approach LOS tat) Irree. Eyes 0% 0% ••:04.. 0.92 0.92 0.92 •p. `'. ". •`•2460 rriti 0.92 0.92 0.92 lam:,• 1•:. ,.., 100 J 100 0 .14 0 0 1700 1700 1700 0 0 0 Average Delay 7.9 l t > w ltyrt 11111*tiptil';, 4,7 : :5912f Analysis Period (min) 15 0 0 n 0 0 1700 389 389 389 • 0: ::3 .TOtln-,4*ice .t 1 =::, 0 • (� (�j1{�28 gy�1�26 12f8 D D D • 2013 PM Peak Hour Future Traffic Conditions • G:1043103000-One Bayfront Plaza\Calcs1Synchro\FUTURE_MARKIPM_Future_3 29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 23: SE 2nd Street & East Driveway 2013 AM Peak Hour Future Traffic Conditions Lane Configurations Stiptetitittot Grade Peak Hour Factor KatitiY1 ` 0 ) .::_; Pedestrians t anci itfdth (ft) - Walking Speed (ft/s) P ! to 4 .03;:. Right turn flare (veh) Mil°: . Median storage veh) Dp eamsidt :: J_ . pX, platoon unblocked vC1, stage 1 conf vol 1' ''• 2 .0)11V Lrs . vCu, unblocked vol tC,.S1 o-( tC, 2 stage (s) p0 queue free Volume Left VOZTORght cSH VdOnmilto Queue Length (ft) Lane LOS Approach LOS 1111� 'fee;; F 0% 0% 1034 0.92 0.92 0.92 ' 1410 r '• 2135 100 • 1 1 0% ....op..• : 0.92 0.92 0.92 2165 564 100 100 A..• •... •• - L_• a 0 0 0 1700 1700 1700 1700 9 •j�. ,�__ �;.<r- �ram: f; : _.; _ - .�:�.' .+a..:.r 'J .. - fir.,.. •.. ,. `FiF •-'_`.'f,. E',i :J, �.ax�� .. �.h_�;,''i i . '1 FT 7:. t .. _ c:-Y!... r �''' �?•.P`1 .11':"�.;: .`,. fit'-��: (.: _ 3�-}:•� J•. a _, 0 0 0 0 01'.04.4 Average Delay 0.0 Analysis Period (min) 15 • • • • G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARKIAM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 23: SE 2nd Street & East Driveway 2013 PM Peak Hour Future Traffic Conditions Lane Configurations MT. Stan Contret °' ;;} E ==_Free Grade 0% 0% Peak Hour Factor 0.92 0.92 0.92 )40-Mtr E' h)- ';: ,.' lt� 17: • .;,L:0r ' Z607 Pedestrians (f! tcc3Y[ ! ' ige[14 ice'? �rxe:°�lltiii3t> ?_ € Walking Speed (ft/s) PPOOIKAROP Right turn flare (veh) Median storage veh) 'sigi. (ft)f-3&.' .2: pX, platoon unblocked vC1, stage 1 conf vol ,�•i - +,; vCu, unblocked vol r 2634 • tC, 2 stage (s) p0 queue free % 100 Volume Left 0 0 0 1• , .0' lc�S�H'�.{.J,r� r+�,, ///��� 1700 1700 1700 P o moto . � F� ^.''�� . :.(444 Queue Length (ft) 0 0 0 Contot,.., *s^' Lane LOS Approach LOS Average Delay 0.0 Analysis Period (min) 15 • 0% 0.92 0.92 0.92 =3S 1700 0 • 2520QQ�yf¢� 665 100 '100 : ;; tegOvehb(140.- v 4- • G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized intersection Capacity Analysis 17: SE 1st Street & West Driveway 2013 AM Peak Hour Future Traffic Conditions Lane Configurations SigrYC:tY". Grade • a �r VoIume'(v' 1 Peak Hour Factor Pedestrians Walking Speed (ft/s) PU• =e3 Right turn flare (veh) Median storage veh) P.POrtzttkoktiti$41# .• pX, platoon unblocked v ,a� 01 uume. vC1, stage 1 conf vol *Ogigatie ROM vCu, unblocked vol tC, 2 stage (s) tt- p0 queue free % slaiintiettitik Volume Left UOmeRt cSH INViikto Queue Length (ft) Lane LOS -'► *`i' se 4 Ft* 14? . - o. 0.92 0.92 0.92 frr Free ;Stop ='a4.1 .. . 0% 0% 0 .0 Atly 0.92 0.92 0.92 .• • 1865 1556 725 100 0 0 0 0 ^'I47 1700 1700 1700 368 0 0 0 4 0:48,,g . . 100 86 0 0 368 368 • 4 4 c c C ^'olo,.. 160 :4& 1•��?r ���i':-1'i•�',ti.�..t Y''�..-?SRC" t �+,.Jy f'1.7i . Approach LOS C r Average Delay Analysis Period (min) ,�,,•.jQ�0.4 15 �'•: 1z. _ G:1043103000-One Bayfront Plaza\Caics\Synchro\FUTURE_MARKIAM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 17: SE 1st Street & West Driveway Lane Configurations Signs: *ol Grade Volume ((ANN Peak Hour Factor HOWiTOW rate (vph) Pedestrians Lane WO (4) t °# -=Y Walking Speed (ftis) ++t. Eyes: +�0p% 3�( (� p, 'f 85 'ZQ "e ?� 6 •. `Q. e' 4s0--si➢::1350 0.92 0.92 0.92 0.92 0.92 0.92 Right turn flare (veh) Mtiak, >;. �:.� ,r Median storage veh) Uiastrs:a tstgnet (' _ i} -- °_=g pX, platoon unblocked vC1, stage i±1 conf vol MG2,:A 1#2 on:s+1a111, .. 'a vCu, unblocked vol tip,>st *Paa tC, 2 stage (s) p0 queue free % `c>('r. rirri cb . •1=res;octve 0% 0% Volume Left 0 Vegiftieilthr cSH 1700 Queue Length (ft) 0 Lane LOS Wthgtktkii*(4:, CO, Approach LOS Average Delay Analysis Period (min) 'WI • 1071 100 0 ' 962 393 • 100 36 1700 1700 606 606 606 0 0 20 20 20 B • :B . B B 3.3 15 V F. 2013 PM Peak Hour Future Traffic Conditions ♦,N G:1043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARKIPM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 21: SE 1st Street & East Driveway 2013 AM Peak Hour Future Traffic Conditions Lane Configurations Sign Ctintnal Grade Peak Hour Factor 0.92 0.92 0.92 HOOMMOVO t :rk pit'} :. . Pedestrians LaneltiletijQ . Walking Speed (ft/s) Right turn flare (veh) Median storage veh) 4000411.1 pX, platoon unblocked it :!t 64' v.�gC11, stage 1 �cponnff,+vool ..Pad Stagi ii^J'4flf VV1. vCu, unblocked vol tC t0°4;r,a 1 �t}C, 2 stage (s) p0 queue free % Vtut11e' otd .t-. ' Volume Left cSH Queue Length (ft) Lane LOS Approach LOS f t+ 0% 1249. 1299 4.c1. r•:. ' !! `% • 100 P2fY Fra*....top; ..:., 0% 0% 0.92 0.92 0.92 230 0 0 0 0 1700 1700 1700 571 0 0 0 6 BB` B 1299 433 100 93,,y .i.Cy'.s'tir Average Delay 0.4 '10t0r , l ?• 11#0. 1L £i'`'=: ':':._-: 1CV: ` ti V. F.`ri -....,,,:•.; Analysis Period (min) 15 r.. • G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report HCM Unsignalized Intersection Capacity Analysis 21: SE 1st Street & East Driveway 2013 PM Peak Hour Future Traffic Conditions Lane Configurations 41W0.010 Oracle WILMW(16#141Npff. Peak Hour Factor R3.00frivattgiVik: Pedestrians Lane Walking Speed (ft/s) FftettAkitaageliir. Right turn flare (veh) Median storage veh) VINAVTalfAn pX, platoon unblocked 0,4101W1.# WOO' vC1, stage 1 conf vol q9.24144e gtpefVet. vCu, unblocked vol giaglalaM. - tC, 2 stage (s) p0 queue free % OM kftAtiarahlti) tii• Volume Left +ff • _ .F4*. Free 0% 0% 0% 4144„.. Q 0 0.92 0.92 092 0.92 0.92 0.92 •••••42 0• ::•••,7.:.;0y,• : ^ • ' • .••• .. • . .7.44g". • • • .2.f. 1.242 1242 414 • tt - • 100 100 88 Vdaegint 7.111 cSH — V010581g0,00 '1\• Queue Length (ft) WilitrOffigkOK Lane LOS NO1500106010111• Approach LOS .. • • o 1700 1700 1700 587 .:i•ittg44tti2+ .".24 4.42i 0 0 0 10 ,0 .. Average Delay 0.6 ititk$040.'010,0thbr4tide:, Analysis. Period (min) 15 • '..•• ". .; • • • B • A0•1401041:0ffergOef4. • G:1043103000-One Bayfront PlazalCalcs\Synchro\FUTURE_MARKTM_Future_3_29_07.sy7 3/29/2007 Kimley-Horn and Associates, Inc. Synchro 6 Report ■ Revised Traffic Impact Analysis for Submittal to the City of Miami One Bayfront Plaza Project Miami, Florida Prepared for: Florida East Coast Realty, Inc. Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida ©2007 Kimley-Horn and Associates, Inc. February 2007 043103000 Kimley-Horn and Associates, Inc. Revised Traffic Impact Analysis for Submittal to the City of Miami One Bayfront Plaza Project Miami, Florida Prepared for: Florida East Coast Realty, Inc. Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida ©2007 Kimley-Hom and Associates, Inc. February 2007 043103000 ❑�� Kimley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 7 EXISTING CONDITIONS (2006) CAPACITY ANALYSIS 9 Transportation Corridors 9 Intersections 20 BACKGROUND TRAFFIC 21 Background Area Growth 21 Committed Developments 22 PROJECT TRAFHC 24 Existing and Proposed Land Uses 24 Project Access 24 Trip Generation 24 Trip Distribution and Assignment 27 FUTURE CONDITIONS (2013) CAPACITY ANALYSIS 31 Future (2013) Background Traffic Conditions 31 Future (2013) Total Traffic Conditions 34 TRANSPORTATION CONTROL MEASURES PLAN 39 FUTURE TRANSPORTATION IMPROVEMENTS 40 CONCLUSIONS 41 G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - i February 2007 rims Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza LIST OF APPENDICES Appendix A: Methodology Correspondence Appendix B: Traffic Count Data Appendix C: Miami -Dade Transit Data Appendix D: Existing Conditions (2006) SYNCHRO 6.0 Outputs Appendix E: Growth Trend Analyses Appendix F: Volume Development Worksheets Appendix G: A.M and P.M. Trip Generation Tables Appendix H: Cardinal Distribution Appendix I: Future Conditions (2013 Without Project) SYNCHRO 6.0 Outputs Appendix J: Future Conditions (2013 With Project) SYNCHRO 6.0 Outputs LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: Intersection Lane Configurations 4 Figure 3: 2006 A.M. and P.M. Peak Hour Traffic Volumes 6 Figure 4: 2013 A.M and P.M. Peak Hour Background Traffic 23 Figure 5: Project Trip Distribution 28 Figure 6: A.M and P.M Peak Hour Detailed Project Trip Assignment 29 Figure 7: 2013 A.M and P.M Peak Hour Total Traffic 30 G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - ii February 2007 ri-rl Kimley-Horn and Associates, Inc, Traffic Impact Analysis — One Bayfront Plaza LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 8 Table 2: 2006 A.M/P.M. Peak Hour Roadway Volumes 9 Table 3: A.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard 12 Table 4: P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard 13 Table 5: A.M. Peak Hour Miami -Dade Transit Conditions — SE 1st Street 14 Table 6: P.M. Peak Hour Miami -Dade Transit Conditions — SE lst Street 15 Table 7: A.M. Peak Hour Miami -Dade Transit Conditions — SE 2nd Street 16 Table 8: P.M. Peak Hour Miami -Dade Transit Conditions — SE 2nd Street 16 Table 9: 2006 A.M. Peak Hour Transportation Corridor Conditions 18 Table 10: 2006 P.M. Peak Hour Transportation Corridor Conditions 19 Table 11: 2006 A.M and P.M. Peak Hour Intersection Conditions 20 Table 12: Peak Hour Trip Generation 26 Table 13: Cardinal Trip Distribution 27 Table 14: Future (2013) Background A.M. Peak Hour Transportation Corridor Conditions32 Table 15: Future (2013) Background P.M. Peak Hour Transportation Corridor Conditions 33 Table 16: Future (2013) Background A.M. and P.M. Peak Hour Intersection Conditions 34 Table 17: Future (2013) Total A.M. Peak Hour Transportation Corridor Conditions 36 Table 18: Future (2013) Total P.M. Peak Hour Transportation Corridor Conditions 37 Table 19: Future (2013) Total A.M and P.M. Peak Hour Intersection Conditions 38 G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - iii February 2007 ��Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza INTRODUCTION Florida East Coast Realty, Inc. is proposing a mixed -use development (One Bayfront Plaza) in Miami, Florida. The proposed development is bounded by Biscayne Boulevard to the east, SE 3rd Avenue to the west, SE 2nd Street to the south, and SE 1st Street to the north. A project location map is provided as Figure 1. The project proposes to redevelop the site with 2,125,000 square feet of office space, 112,000 square feet of retail space, 120,000 square feet of Exhibition/Banquet area, and 850 hotel units. The site is currently occupied by approximately 260,000 square feet of office space and 78,000 square feet of retail space. Construction is expected to be completed and fully occupied by the year 2013. Kimley-Horn and Associates, Inc. has completed this revised traffic impact analysis for submittal to the City of Miami as part of the Major Use Special Permit (MUSP) application. The purpose of the study is to assess the project's impact on the surrounding transportation network and determine if adequate capacity is available to support future demand. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic studies. A methodology meeting was conducted with the City of Miami's traffic consultant on November 8th, 2006. Methodology correspondence is included in Appendix A. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 1 February 2007 44. • . „ • PO 6m,....... 61.plup•-444.44144"'"'4411"1‘,".."6".••••1441 -,•• 4". 4404•11 -vb. 4 • 14. ^. • • o ,4:. 1111;p:` ' .' • P ,... . ,, , • ‘ . ;..0...,... , , • • 44, • iriOrel • • ,••••41.e4,4 11 I FIGURE 1 PROJECT LOCATION MAP Kimley-Horn 1 and Associates, �[�� Klmiey-Horn • and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza DATA COLLECTION A study area was examined for this traffic impact analysis commensurate with the anticipated increase in traffic associated with the project. The study area for this project is defined as: • NE 5th Street/6th Street (north) • Miami River (south) • I-95 (west) • Biscayne Bay (east). Additionally, the following intersections within the study area were examined: • SE 2nd Street and SE 3rd Avenue • SE 2nd Street and Biscayne Boulevard • SE 1st Street and Biscayne Boulevard (Northbound) • SE 1st Street and Biscayne Boulevard (Southbound) • SE 1st Street and SE 3rd Avenue The following corridors were identified for analysis: • Biscayne Boulevard • SE 1st Street/SE 2nd Street Lane configurations for each of the examined intersections within the study area are provided in Figure 2. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 3 February 2007 1 L. D W T) SE 1st Street SE 2nd Street .J.J4J.J 0 t_ 0 0 m c 0 m 441 FIGURE 2 INTERSECTION LANE CONFIGURATIONS LEGEND LANE CONFIGURATION Kimley-Horn and Acenriatac Inr �—,1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza A.M. (7:00 AM to 9:00 A.M.) and P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected in the study area on November 14, 2006 (Tuesday). The study area peak hour was determined to occur from 8:00 to 9:00 A.M. for the A.M peak hour period and from 5:00 to 6:00 P.M. for the P.M. peak hour period. The traffic count data is included in Appendix B. The FDOT peak season conversion factor was applied to the traffic counts to adjust the traffic to peak season volumes. The appropriate peak season conversion factor for when the traffic counts were collected is 1.00. The peak season conversion factor table is also provided in Appendix B. Figure 3 presents the 2006 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 5 February 2007 V) 0) 0) N SE 1st Street 0 0 0 m a) 0 0 m 590 (463) 40 (79) a) 0 a) a W O 10 CO CO N 1 1,864 (1,652)-� 102 (77) 41— 989 (1751) 35 (26) SE 2nd Street 413 (795)-10 176 (398) F 1-1,760 (2,381) LEGEND XX (XX) VEHICLES PEAK HOUR VOLUMES AM (PM) N 0 0 a) 0 CO v 0 0 0 39 (41) 428 (871) FIGURE 3 2006 AM/PM PEAK HOUR -PEAK SEASON TRAFFIC XX (xx) AM (PM) PEAK HOUR VOLUMES [PERSON -TRIPS] 1 - fl Kimley-Horn nnrl Anennie4ne Inn ❑—/1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular roadway capacity. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2002 version of FDOT's Quality/Level of Service Handbook. Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafficware's SYNCHRO 6.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. G:\043103000-One Bayfront Plaza\Report\Revised_TlA.doc Page - 7 February 2007 pp-1mn Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 1: Transportation Corridor Level of Service Thresholds LOS Biscayne Boulevard SE 1st Street SE 2d Street Peak Hour Directional Volume Thresholds V/C Ratio Peak Hour Directional Volume Thresholds 1) 1,/C Ratio Peak Hour Directional Volume Thresholds (1) V/C Ratio A (2) (2) (2) (2) (2) (2) B (2) (2) (2) (2) (2) (2) C 1,350 0.42 1,200 0.40 1,620 0.42 D 3,130 0.96 2,868 0.96 3,756 0.96 E 3,250 1.00 2,988 1.00 3,900 1.00 F - >1.00 - >1.00 - >1.00 (1) Peak hour directional volumes for Class IV State two-way arterials increased by 20% for one-way operation. (2) Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 8 February 2007 o—n IGmley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza EXISTING CONDITIONS (2006) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine the current level of service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2006 A.M. and P.M. peak hour directional traffic volumes, peak season conversion factors, and the 2006 peak season A.M and P.M. peak hour directional traffic volumes for the study corridors. Table 2: 2006 A M/P.M. Peak Hour Roadway Volumes Roadway Segments Direction A.M./ P.M. Peak Hour Volumes FDOT Peak Season Conversion Factor Peak Season A.M./ P.M. Peak Hour Volume Biscayne Boulevard NB 937 / 1,446 1.00 937 / 1,446 SB 899 / 1,022 1.00 899 / 1,022 SE 1st Street EB 901 / 554 1.00 901 / 554 SE 2nd Street WB 540 / 602 1.00 540 / 602 Existing transit conditions were examined considering the ridership and capacity of the Miami - Dade Transit (MDT) service operating in the corridors. MDT staff was contacted to obtain the A.M. and P.M. peak hour ridership and capacities. The only information readily available was the ridership by route on a typical weekday. Therefore, additional research was conducted to determine the transit ridership and capacities in the study corridors. Nine (9) Miami -Dade Metrobus routes presently serve the Biscayne Boulevard corridor adjacent to the project site during the A.M. and P.M. peak hour. • Route 3 operates with 18 minute headways in both directions. • Route 11 operates with 8 minute headways in both directions. • Route 16 operates with 18 minute headways in both directions. • Route 51 operates with 15 minute headways in both directions. • Route 77 operates with 8 minute headways in both directions. G:\043I03000-One Bayfront Plaza\Report\Revised_TIA.doe Page - 9 February 2007 ©_1, Kimley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza ■ Route 93/Biscayne Max operates with 15 minute headways in both directions. ■ Route 95 There is no A.M. operation in the northbound direction within the study area. During the P.M. peak hour, Route 95 operates with variable headways in the northbound direction. In the southbound direction, Route 95 operates with variable headways during the A.M. peak hour. There is no P.M. operation in the southbound direction within the study area. • Route 103/C operates with 15 minute headways in both directions. ■ Route 119/S operates with 12 minute headways in both directions. It should be noted that the Biscayne Boulevard corridor is also currently served by Route 236 and Route Midnight Owl. However, these routes run after midnight. Therefore, Route 236 and Route Midnight Owl were not included in the transportation corridor analysis In addition, the Biscayne Boulevard corridor is served by the Metromover which operates with 1.5 minute headways. The following Metromover routes run along Biscayne Boulevard within the study area: • Brickell Loop runs northbound along Biscayne Boulevard. • Inner Loop runs southbound along Biscayne Boulevard. • Omni Loop runs northbound along Biscayne Boulevard. Twelve (12) Miami -Dade Metrobus routes presently serve the SE lst Street corridor adjacent to the project site during the A.M. and P.M. peak hour. ■ Route 10 operates with 30 minute headways in the eastbound direction. • Route 11 operates with 8 minute headways in the eastbound direction. • Route 16 operates with 18 minute headways in the eastbound direction. • Route 48 operates with 30 minute headways in the eastbound direction. • Route 51 operates with 15 minute headways in the eastbound direction. • Route 77 operates with 8 minute headways in the eastbound direction. • Route 93/Biscayne Max operates with 15 minute headways in the eastbound direction. • Route 95 operates with variable headways during the P.M. peak hour only. • Route 102/B operates with variable headways in the eastbound direction. G:\043103000-One Bayfront Plaza\ Report \Revised_TlA.doc Page - 10 February 2007 �_n' Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza • Route 103/C operates with 15 minute headways in the eastbound direction. • Route 111/K operates with 15 minute headways in the eastbound direction. • Route 119/S operates with 12 minute headways in the eastbound direction. It should be noted that the SE 1st Street corridor is also currently served by Route Midnight Owl. However, this route runs after midnight. Therefore, Route Midnight Owl was not included in the transportation corridor analysis. In addition, the SE 1st Street corridor is served by the Metromover which operates with 1.5 minute headways. The Metromover route that runs along SE 1st Street within the study area is: ■ Inner Loop runs westbound along SE 1st Street Two (2) Miami -Dade Metrobus routes presently serve the SE 2nd Street corridor adjacent to the project site during the A.M. and P.M. peak hour. • Route 48 operates with 30 minute headways in both directions. ■ Route 102/B operates with variable headways in both directions. The following Metromover routes run along Biscayne Boulevard within the study area: • Brickell Loop runs eastbound along SE 2nd Street with 1.5 minute headways. • Inner Loop runs westbound along SE 2nd Street with 1.5 minute headways. • Omni Loop runs eastbound along SE 2nd Street with 1.5 minute headways. MDT staff indicated that the Metrobus routes on the studied corridors sometimes use different bus types on the same route with variable capacities. For purposes of this analysis, an average capacity for each route was determined using data obtained from Miami -Dade County. The ridership capacities for the bus routes were calculated for the A.M and P.M. peak hours using the appropriate headways and capacities. Metrobus route maps are included in Appendix C. Tables 3 through 8 summarize the transit capacity provided by the routes.Data were obtained to determine the existing A.M and P.M. peak hour ridership for the identified transit routes. The data reflect typical ridership on the routes using the most recent ridership information. The A.M and P.M peak hour ridership data is also presented in Tables 3, 4, 5, 6, 7, and 8. This ridership data is also included in Appendix C. G:\043103000-One Bayfront Plaza \Report\Revised_TIA.doc Page - 11 February 2007 ❑-19 Kimley-Horn !• and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 3: A.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard Transit Route Information Direction of Travel A.M. Peak Hour Headways Vehicles per Hour Average Vehicle Capacity (riders) A.M. Peak Hour Directional person -Trip Capacity A.M. Peak Hour Average'. Directional Route Ridershi. Biscayne Boulevard Route 3 Northbound 18 minutes 3 53 159 3 (1 riders per bus) Southbound 18 minutes 3 53 159 18 (6 riders per bus Route 11 Northbound 8 minutes 7.5 76 570 22.5 (3 riders . er bus Southbound 8 minutes 7.5 73 548 135 (18 riders . er bus) Route 16 Northbound 18 minutes 3 59 177 3 (1 riders per bus Southbound 18 minutes 3 53 159 18 (6 riders per bus Route 51 Northbound 15 minutes 4 53 212 88 (22 riders • er bus Southbound 15 minutes 4 53 212 52 (13 riders .er bus) Route 77 Northbound 8 minutes 7.5 53 398 37.5 (5 riders •er bus Southbound 8 minutes 7.5 53 398 45 (6 riders per bus Route 93/Biscayne Max Northbound 15 minutes 4 63 252 52 (13 riders . er bus Southbound 15 minutes 4 0 0 0 (0 riders per bus Route 95 Northbound Variable 8.5 No A.M operation within the study area Southbound Variable 8.5 39 332 0 (0 riders per bus Route 103/C Northbound 15 minutes 4 53 212 44 (11 riders •er bus Southbound 15 minutes 4 53 212 48 (12 riders . er bus Route 119/S Northbound 12 minutes 5 71 355 85 (17 riders . er bus Southbound 12 minutes 5 53 265 90 (18 riders .er bus Metromover Brickell Loo. Northbound 1.5 minutes 40 75 3,000 280 (7 riders .er train Metromover Inner Loo • Southbound 1.5 minutes 40 75 3,000 200 (5 riders er train Metromover Omni Loop Northbound 1.5 minutes 40 75 3,000 360 (9 riders per train) Total Northbound - 126.5 - 8,335 975 (8 riders . er vehicle Southbound - 86.5 - 5,285 606 (7 riders . er vehicle G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 12 February 2007 �_yl Kimley-Horn and Associates, inc. Traffic Impact Analysis — One Bayfront Plaza Table 4: P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard Transit Route Information Direction of Travel P.M. Peak Hour Headways Vehicles per Hour Average Vehicle Capacity (riders) P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridership Biscayne Boulevard Route 3 Northbound 18 minutes 3 53 159 15 (5 riders per bus) Southbound 18 minutes 3 53 159 6 (2 riders per bus) Route 11 Northbound 8 minutes 7.5 53 397.5 150 (20 riders per bus) Southbound 8 minutes 7.5 60 450 353 (47 riders per bus) Route 16 Northbound 18 minutes 3 53 159 24 (8 riders per bus) Southbound 18 minutes 3 53 159 9 (3 riders per bus) Route 51 Northbound 15 minutes 4 53 212 72 (18 riders per bus) Southbound 15 minutes 4 53 212 64 (16 riders per bus) Route 77 Northbound 8 minutes 7.5 54 405 180 (24 riders per bus) Southbound 8 minutes 7.5 58 435 53 (7 riders per bus) Route 93/Biscayne Max Northbound 15 minutes 4 60 240 32 (8 riders per bus) Southbound 15 minutes 4 0 0 0 (0 riders per bus) Route 95 Northbound Variable 8.5 0 0 0 (0 riders per bus) Southbound Variable 8.5 No P.M. operation within the study area Route 103/C Northbound 15 minutes 4 53 212 68 (17 riders per bus) Southbound 15 minutes 4 53 212 0 (0 riders per bus) Route 119/S Northbound 12 minutes 5 66 330 70 (14 riders per bus) Southbound 12 minutes 5 94 470 30 (6 riders per bus) Metromover Brickell Loop Northbound 1.5 minutes 40 75 3,000 480 (12 riders per train) Metromover Inner Loop Southbound 1.5 minutes 40 75 3,000 200 (5 riders per train) Metromover Omni Loop Northbound 1.5 minutes 40 75 3,000 800 (20 riders per train) Total Northbound - 126.5 - 8,115 1,891 (15 riders per vehicle) Southbound - 86.5 - 5,097 715 (8 riders per vehicle ) G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 13 Februa,y 2007 ©� Kimley-Ham and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 5: A.M. Peak Hour Miami -Dade Transit Conditions — SE 1st Street Transit Route Information Direction of Travel _ A.M. Peak" Hour Headways Vehicles per Hour Average Vehicle Capacity (riders) A.M. Peak Hour Directional Person -Trip Capacity A.M. Peak Hour Average Directional Route Ridership SE 1st Street Route 10 Eastbound 30 minutes 2 41 82 14 (7 riders per bus) Route 11 Eastbound 8 minutes 7.5 76 570 22.5 (3 riders per bus) Route 16 Eastbound 18 minutes 3 58 174 3 (1 riders per bus) Route 48 Eastbound 30 minutes 2 41 82 4 (2 riders per bus) Route 51 Eastbound 15 minutes 4 53 212 88 (22 riders per bus) Route 77 Eastbound 8 minutes 7.5 53 398 38 (5 riders per bus) Route 93/Biscayne Max Eastbound 15 minutes 4 63 252 52 (13 riders per bus) Route 95 Eastbound Variable 8.5 No A.M operation within the study area Route 102/B Eastbound Variable 14.5 0 0 0 (0 riders per bus) Route 103/C Eastbound 15 minutes 4 53 212 44 (11 riders per bus) Route 111/K Eastbound 15 minutes 4 53 212 52 (13 riders per bus) Route 119/S Eastbound 12 minutes 5 71 355 85 (17 riders per bus) Metromover Inner Loop Eastbound 1.5 minutes 40 75 3,000 200 (5 riders per train) Total Eastbound - 106 - 5,549 603 (6 riders per vehicle) G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 14 February 2007 ��/I Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 6: P.M. Peak Hour Miami -Dade Transit Conditions — SE 1st Street Transit Route Information Direction of Travel P.M. Peak Hour Headways Vehicles per Hour Average Vehicle Capacity (riders) P.M.: Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridership SE 1 S` Street Route 10 Eastbound 30 minutes 2 53 106 10 (5 riders perbus) Route 11 Eastbound 8 minutes 7.5 53 398 150 (20 riders per bus) Route 16 Eastbound 18 minutes 3 53 159 24 (8 riders per bus) Route 48 Eastbound 30 minutes 2 41 82 6 (3 riders per bus) Route 51 Eastbound 15 minutes 4 53 212 72 (18 riders per bus) Route 77 Eastbound 8 minutes 7.5 54 405 180 (24 riders per bus) Route 93/Biscayne Max Eastbound 15 minutes 4 60 240 32 (8 riders per bus) Route 95 Eastbound Variable 8.5 0 0 0 (0 riders per bus) Route 102/B Eastbound Variable 14.5 53 768.5 43.5 (3 riders per bus) Route 103/C Eastbound 15 minutes 4 53 212 68 (17 riders per bus) Route 111/K Eastbound 15 minutes 4 53 212 20 (5 riders per bus) Route 119/S Eastbound 12 minutes 5 66 330 70 (14 riders per bus) Metromover Inner Loop Eastbound 1.5 minutes 40 75 3,000 200 (5 riders per train) Total Eastbound - 106 - 6,125 876 (8 riders pr vehicle) G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 15 February 2007 �_ VI Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 7: A.M. Peak Hour Miami -Dade Transit Conditions — SE 2"d Street Transit Route Information Direction of Travel A.M. Peak Hourper Headways Vehicles Hour Average Vehicle Capacity (riders) A.M. Peak Hour Directional Person- Trip Capacity A.M. Peak Hour Average Directional Route Ridership SE 2nd Street Route 48 Westbound 30 minutes 2 41 82 4 (2 riders per bus) Route 102/B Westbound Variable 14.5 53 769 160 (11 riders per bus) Metromover Brickell Loop Westbound 1.5 minutes 40 75 3,000 280 (7 riders per tram) Metromover Inner Loop Westbound 1.5 minutes 40 75 3,000 200 (5 riders per train) Metromover Omni Loop Westbound 1.5 minutes 40 75 3,000 360 (9 riders per train) Total Westbound - 136.5 - 9,851 1004 (7 riders per vehicle ) Table 8: P.M. Peak Hour Miami -Dade Transit Conditions — SE 2"d Street Transit Route Information Direction of Travel P.M. Peak Hour Headways Vehicles per Hour Average Vehicle Capacity (riders) P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional Route Ridership SE 2nd Street Route 48 Westbound 30 minutes 2 41 82 u 0 (0 riders per bus) Route 102E Westbound Variable 14.5 48 696 58 (4 riders per bus) Metromover Brickell Loop Westbound 1.5 minutes 40 75 3,000 480 (12 riders per train) Metromover Inner Loop Westbound 1.5 minutes 40 75 3,000 200 (5 riders per train) Metromover Omni Loop Westbound 1.5 minutes 40 75 3,000 800 (20 riders per train) Total Westbound - 136.5 - 9,778 1,538 (11 riders per vehicle ) G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 16 February 2007 �-r1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza In order to determine person -trip level of service for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities. The person -trip volume to capacity (v/c) ratios were compared to the person -trip v/c level of service designations outlined in Table 1. Table 9 and Table 10 present the existing transportation corridor level of service for the A.M and P.M. peak hours. As indicated in Tables 9 and 10, the transportation corridors have excess person -trip capacity during the A.M and P.M. peak hours and operate at acceptable levels of service. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 17 February 2007 p_ r1 K mley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 9: 2006 A.M. Peak Hour Transportation Corridor Conditions Principal Roadways Peak Season A.M. Peak Hour Roadway Volumes A.M. Peak Hour Transit Ridership A.M. Peak Hour Total Volume�� Directional Peak Hour Vehicular (2) Capacity A.M. Peak Hour Transit Capacity A.M. Peak Hour Total Capacity (C) A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service Vehicles Person- Trips (1) Person- Trips Person- Trips Vehicles Person- Trips (1� Person- Trips Person- Trips Person- Trips V/C Ratio LOS c -o p., R CC y GO � 7 ca NB 937 1,312 975 2,287 3,250 4,550 8,335 12,885 10,598 0.17 C SB 899 1,259 606 1,865 3,250 4,550 5,285 9,835 7,970 0.18 C w 6' (i)c EB 901 1,261 603 1,864 2,988 4,183 5,549 9,732 7,868 0.19 C w 4.7 (4a7 WB 540 756 1,004 1,760 3,900 5,460 9,851 15,311 13,551 0.11 C (1) Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy (2) Directional peak hour capacity derived from the 2002 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 18 February 2007 �_� Klmley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 10: 2006 P.M. Peak Hour Transportation Corridor Conditions Principal Roadways Peak Season P.M. Peak Hour Roadway Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service Vehicles Person- Trips cil Person- Trips Person- Trips Vehicles Person- Trips 0) Person- Trips Person- Trips Person- Trips V/C Ratio LOS Biscayne Boulevard. NB 1,446 2,024 1,891 3,915 3,250 4,550 8,115 12,665 8,750 0.31 C SB 1,022 1,431 715 2,146 3,250 4,550 5,097 9,647 7,501 0.22 C w CJ vi (7) EB 554 776 876 1,652 2,988 4,183 6,125 10,308 8,656 0.16 C w L cr ct WB 602 843 1,538 2,381 3,900 5,460 9,778 15,238 12,857 0.16 C (1) Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy (2) Directional peak hour capacity derived from the 2002 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. G:\043103000-One Bayfront Plaza \Report\Revised_TIA.doc Page - 19 February 2007 ❑mri Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Intersections A.M. and P.M. peak hour capacity analyses were also performed for the study intersections. Table 11 presents the results of the analyses. As indicated, the study intersections operate at acceptable levels of service. Detailed SYNCHRO 6.0 outputs are included in Appendix D, along with existing intersection traffic signal timing plans. Table 11: 2006 A.M and P.M. Peak Hour Intersection Conditions Intersection 2006 A.M and P.M. Peak Hour Overall Level of Service LOS Delay (s) A.M. Peak Hour SE 2nd Street and SE 3rd Avenue C 25.5 SE 2"d Street and Biscayne Boulevard B 14.2 SE lst Street and Biscayne Boulevard (Northbound) A 5.8 SE lst Street and Biscayne Boulevard (Southbound) B 19.0 SE ls` Street and SE 3rd Avenue C 23.4 1 P.M. Peak Hour SE 2"d Street and SE 3rd Avenue 1 C 25.5 SE 2"d Street and Biscayne Boulevard B 14.0 SE 1st Street and Biscayne Boulevard (Northbound) A 8.2 SE lst Street and Biscayne Boulevard (Southbound) C 31.9 SE lst Street and SE 3rd Avenue C 29.6 G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 20 Februmy 2007 ©-ri Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza BACKGROUND TRAFFIC Background traffic conditions are defined as the expected traffic conditions on the prevailing roadway network in the year 2013 (corresponding to the total build out of One Bayfront Plaza) without the development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area. Background Area Growth Future traffic growth on the area roadway network was determined through review of historic growth trends at nearby FDOT traffic count stations. The following FDOT count stations were referenced for this analysis: • Count station 0100 is located on SR 968/EB SE lst Street • Count station 0101 is located on SR 968/ Flagler Street • Count station 5045 is located on SR 5/ US 1/Biscayne Boulevard • Count station 5046 is located on SR 5/ US 1/Biscayne Boulevard • Count station 5047 is located on SR 5/ US 1/Biscayne Boulevard The review of historic growth trends resulted in an annual growth rate of -1.18 percent (-1.18%) for count station 0100, 4.17 percent (4.17%) for count station 0101, -2.62 percent (-2.62%) for count station 5045, -7.92 percent (-7.92%) for count station 5046, and 4.41 percent (4.41%) for count station 5047. To be conservative in the traffic analysis, an annual growth rate of 0.5 percent (0.5%) was applied annually to traffic counts to attain future (2013) background conditions. Historical traffic count data and growth trend calculations are included in Appendix E. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 21 February 2007 ► -� Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Committed Developments The City of Miami staff was contacted to determine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. The Real Estate Development Database from the City of Miami was reviewed on December 4, 2006 and ten (10) major use special permits (MUSP) projects were identified. These ten (10) projects are listed below. 1. DuPont Towers (DuPont Plaza) 2. Everglades on the Bay 3. Lynx Downtown 4. Metropolitan Miami -Met 3 5. Miami Dade Community College Parking Garage 6. One Miami (Parcel A) 7. Park Suites at 50 Biscayne 8. River Front East (Miami River Village) 9. River Front West (Miami River Village) 10. The Loft Downtown (The Loft 2) The projected traffic from the committed projects was added to the background traffic. Please refer to Appendix F for committed project trip assignments to the One Bayfront Plaza project study intersections. Figure 4 presents the 2013 background traffic for the study area. G:\043103000-One Bayfront Plaza\Report\ReviseLTIA.doc Page - 22 February 2007 ro SE 1st Street 611 (479)--I. 41 (82) rj W 106 (134) 44— 1024 (2355) 36 (27) SE 2nd Street 428 (823)--00' 182 (412) Biscayne Boulevard (South) LEGEND XX (XX) VEHICLES PEAK HOUR VOLUMES AM (PM) 0 Z -o N cet 0 T 0 0 40 (42) cc 0 z cc 443 (902) —1 1114 oo co FIGURE 4 FUTURE (2013) NON —PROJECT A.M/P.M. PEAK HOUR TRAFFIC r Kimley-Horn nnrl AnnnniMINA Inn �m Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project (One Bayfront Plaza), and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses The property proposed for redevelopment (located at 100 South Biscayne Boulevard) is currently occupied by 261,264 s.f. of office space and 78,942 s.f. of retail space. The redevelopment includes an additional 2,125,000 s.f. of office space; 112,000 s.f. of retail space; 120,000 s.f. of banquet area, and 850 hotel units. Build out and occupancy of the project is expected to occur by 2013. Project Access The site will be accessed via two (2) main driveways that lead to the parking area. One site driveway is proposed along SE 1st Street and the other site driveway is proposed along SE 2' Street. An additional loading driveway is provided along SE 1st Street. Trip Generation Trip generation characteristics were quantified through use of data available from the Institute of Transportation Engineers (ITE) report Trip Generation, 7th Edition. These documents provide trip generation data for a variety of development types based on peak -hour scenarios often indicating the percentage split between entering and exiting trips. Table 12 and summarizes trip generation characteristics of the existing and proposed development scenarios, respectively. Site traffic volumes shown in these tables were derived using rates provided in land use categories `General Office Building' (Land Use Code 710), `Shopping Center' (Land Use Code 820), `Recreational Community Center' (Land Use Code 495), and `Hotel' (Land Use Code 310). As Table 12 shows, the proposed land uses are expected to generate approximately 2,954 net new external trips during the A.M. peak hour and 3,365 net new external trips during the P.M. peak hour. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 24 February 2007 Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Internal capture calculations were performed in accordance with the methodology outlined in the ITE Trip Generation Handbook. A pass -by capture trip reduction was also applied to the commercial retail land use consistent with the ITE Trip Generation Handbook methodology. It should be noted that the difference in pass -by trips derived by existing and proposed conditions is minimal. Therefore, no pass -by traffic was considered in this analysis. In order to determine the net increase in A.M. and P.M. peak hour trip generation at the project site, the existing and proposed trip generation results were compared. As Table 12 shows, the proposed development (One Bayfront Plaza) will generate 2,478 additional net new external trips during the A.M. peak hour and 2,702 additional net new external trips during the P.M. peak hour prior to modal/vehicle occupancy adjustments. Please note that ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, net new vehicular trips shown in Table 12 were reduced by 16 percent to adjust for these vehicle occupancy assumptions. Additionally, the net new vehicular trips were reduced to account for transit and pedestrian trips consistent with the Downtown Miami DRI — Increment II for the Central Business District. A.M and P.M peak hour trip generation tables are included in Appendix G. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 25 February 2007 �g� Kimley-Worn r and Associates, Inc. Traffic Impact Analysis - One Bayfront Plaza Table 12: Peak Hour Trip Generation Existing Peak Hour Trip Generation Land Use ITE Code Scale AM Peak Hour PM Peak Hour Enter Exit Total Enter I Exit Total General Office Building 710 261.264 k.s.f 354 46 400 55 303 358 82078.942 k.s.f. 53 23 76 143 305 1FoppingCenter Development Totals 69 476 198 465 663 Proposed Peak Hour Trip Generation General Office Building 710 2,125 k.s.f 1,894 251 2,145 400 2,030 2.430 Shopping Center 820 112 k.s.f. 55 26 81 166 182 348 Recreational Community Center 495 120 k.s.f. 118 76 194 57 140 197 II Hotel 310 850 room 334 200 534 208 182 390 Development Totals 2,401 553 2,954 831 2,534 3,365 Trip Generation Comparison Existing Land Uses 407 69 476 198 465 663 Proposed Land Uses 2,401 553 2,954 831 2,534 3,365 Net New Trip Increase 1,994 484 2,478 633 2,069 2,702 Transit Trip Reduction (22.6 % Reduction) 451 109 560 143 468 611 Pedestrian Trip Reduction (10% Reduction) 199 48 248 63 207 270 Adjusted Vehicle Trips After Mode Split Reduction 1,344 327 1,670 427 1,394 1,821 ITE/Miami vehicular occupancy adjustment (16% reduction) 215 52 267 68 223 291 Net External Vehicle Trips 1,129 275 1,403 359 1,171 1,530 Person -Trips in Vehicles (1.4 persons per vehicle) 1,581 385 1,964 503 1,639 2,142 Person -Trips Using Transit 631 153 784 200 655 855 Net External Person Trips (Vehicle+Transit) 1 2,212 538 2,748 703 2,294 2,997 G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 26 February 2007 �_� Kimley-Horn i and Associates, inc. Traffic Impact Analysis — One Bayfront Plaza Trip Distribution and Assignment The likely distribution of project traffic was forecast for the trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from the 2005 Cost Affordable Plan for the project site's traffic analysis zone (TAZ 541). The cardinal trip distribution for TAZ 541 is provided in Table 13. The detailed cardinal distribution is included in Appendix H. Table 13: Cardinal Trip Distribution Cardinal Direction Percentage of Trips 1 North -Northeast 10.42% East -Northeast 4.43% East -Southeast 1.83% South -Southeast 0.80% South -Southwest 11.90% West -Southwest 25.97% West -Northwest 23.40% North -Northwest 21.25% Total 100.00% Figures 5 and 6 show the project trip distribution and assignment respectively at the project driveways and adjacent intersections. As part of the directional person -trip distribution, the maximum project traffic assignment was determined for the transportation corridor segment. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 27 February 2007 1L. 45% IN SE 1 st Street 15% 0 N -0 0 0 13 0 CD 0 c 0 0 N 20%-A* 5% SE 2nd Avenue 0 0 45% 30% 45% 75% 45% 55% 4— 10% 25% 10%—� 25% IN+10% OUT o n 1 L. SE 2nd Street 75% OUT Biscayne Boulevard Way 0 r� cayne Boulevard (South) LEGEND XX% NEW DISTRIBUTION +10% OUT 25% 0 FIGURE 5 AM/PM PEAK HOUR TRIP DISTRIBUTION XX% NEW DISTRIBUTION (MAXIMUM PERSON -TRIPS MIN Kimley-Horn and Aacnciatac Inn. 00 co cn CO N 1!. 226 (72)--* 56 (18) 1J. 508 (162)� N N SE 3rd Avenue 83 (351) 124 (527) LEGEND N XX (XX) NEW ASSIGNMENT AM (PM) 995 (316) 508 (162) SE 1st Street 0 rn -- 207 (878) 0 4) CO N 68 (293)—* 28 (117) 621 (197) .111-- 28 (117) SE 2nd Street --403 (1,721) Biscayne Boulevard Way - 13 0 0 0 a) 0 m a) > T 0 0 ZDm 0 N CO co N N 0 68 (293) 0 0) 1.0 N + N N 0 4 r) to to FIGURE 6 AM/PM PEAK HOUR TRIP ASSIGNMENT XX (XX) AM (PM) PERSON TRIP ASSIGNMENT [MAXIMUM] Kimley-Horn Ili, Amor enr1 Aeenninfoe Inn 0 z 0 0 0 U m 1092 (750) —0. 508 (162) SE 1st Street 1119 (641) —4. 41 (82) C 4) N) W 0 CD 0 W 2,925 (2,192)0. rn r> 106 (134) ,- 1231 (3233) 36 (27) 496 (1116) 210 (529) co rn 621 (197) 41 --1406 (2207) SE 2nd Street 4-2,226 (5,177) LEGEND XX (XX) VEHICLES PEAK HOUR VOLUMES AM (PM) XX (XX) AM (PM) PEAK HOUR VOLUMES [PERSON —TRIPS] 0 m 0 0 0 N 0 m N 0 o 0 m 40 (42) N CD N CO N co 0 511 (1195)--ik FIGURE 7 2013 A.M/P.M. PEAK HOUR TOTAL TRAFFIC Kimley-Horn l• and Assnriatas_ Inn P7—� Klmley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfroni Plaza FUTURE CONDITIONS (2013) CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. ■ A transportation corridor capacity analysis was performed examining person -trip volumes and capacity. ■ Intersection capacity analysis was performed at the study intersections. The future conditions analysis were performed for the 2013 background traffic conditions and the 2013 total traffic conditions, which included the 2013 background traffic and the new trips expected to be generated by the project. Future (2013) Background Traffic Conditions Tables 14 and 15 present the results of the transportation corridor capacity analysis for the 2013 A.M. and P.M. peak hour background traffic conditions, respectively. As indicated in Tables 14, and 15, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS C). Table 16 presents the results of the intersection capacity analysis for the 2013 A.M. and P.M. peak hour background traffic conditions. During the P.M. peak hour, the intersection signal phasing splits of the intersection of SE 2nd Street and Biscayne Boulevard and the intersection of SE 2nd Street and SE 3rd Avenue were optimized to reflect the change in traffic patterns in the year 2013. All the intersections operate at LOS C or better during the A.M. and P.M. peak hours. Detailed SYNCHRO 6.0 outputs are included in Appendix I. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 31 February 2007 �—� KGmley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 14: Future (2013) Background A.M. Peak Hour Transportation Corridor Conditions Principal Roadway 2013 A.M. Peak Hour Volume Background Committed Peak Hour Volume t�1 2013 A.M. Peak Hour Volume Total (3) 2013 A.M. Peak Hour Total Capacity (C) c4) 2013 A.M. Peak Hour Excess Capacit Y 2013 A.M. Peak Hour oftServiceal Level Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS Ts c u iC1 c ac NB 2,368 - 2,368 12,885 10,517 0.18 C SB 1,931 - 1,931 9,835 7,904 0.20 C w L to EB 1,930 - 1,930 9,732 7,802 0.20 C 9 y w fl L WB 1,823 - 1,823 15,311 13,488 0.12 C (1) An annual growth rate (0.5 percent) was applied to the 2006 A.M. peak hour total volume to determine the 2013 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2013 peak hour background volumes and committed trips. (4) Total capacity determined in Table 9. G:\043I03000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 32 February 2007 IGmley-Hom \HMI and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 15: Future (2013) Background P.M. Peak Hour Transportation Corridor Conditions Principal Roadwayp 2013 P.M. Peak Hour BackgroundTotal Volume (1) Committed Peak Hour Volume (2) 2013 P.M. Peak Hour Volume (3) 2013 P.M. Peak Hour Total Capacity (C) (4) 2013 P.M. Peak Hour Excess Capacity y 2013 P.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS uu 0.4 m pa° NB 4,054 88 4,142 12,665 8,523 0.33 C SB 2,222 - 2,222 9,647 7,425 0.23 C 7 15 EB 1,711 165 1,876 10,308 8,432 0.18 C to WB 2,466 990 3,456 15,238 11,782 0.23 C (1) An annual growth rate (0.5 percent) was applied to the 2006 P.M. peak hour total volume to determine the 2013 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2013 peak hour background volumes and committed trips. (4) Total capacity determined in Table 10. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 33 February 2007 P7—/1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 16: Future (2013) Background A.M. and P.M. Peak Hour Intersection Conditions Intersection 2013 A.M and P.M. Peak Hour Overall Level of Service LOS Delay (s) A.M. Peak Hour SE 2°d Street and SE 3rd Avenue C 25.4 SE 2°d Street and Biscayne Boulevard B 14.2 SE lst Street and Biscayne Boulevard (Northbound) A 5.9 SE 1st Street and Biscayne Boulevard (Southbound) B 19.2 SE lst Street and SE 3`d Avenue C 23.5 P.M. Peak Hour SE 2nd Street and SE 3`d Avenue C* 24.8 SE 2nd Street and Biscayne Boulevard B* 19.5 SE 1st Street and Biscayne Boulevard (Northbound) A 8.7 SE 1st Street and Biscayne Boulevard (Southbound) C 34.0 SE lst Street and SE 3`1 Avenue C 26.8 * Phasing Splits were optimized Future (2013) Total Traffic Conditions Tables 17 and 18 present the results of the transportation corridor capacity analysis for the 2013 A.M. and P.M. peak hour total traffic conditions, respectively. As indicated in Tables 17 and 18, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS C).Table 19 presents the results of the intersection capacity analysis for the 2013 A.M. and P.M. peak hour total traffic conditions. During the P.M. peak hour, the intersection signal phasing splits of the intersection of SE 2nd Street at Biscayne Boulevard, SE lst Street at Biscayne Boulevard (Northbound) and the intersection of SE 1st Street at Biscayne Boulevard (Southbound) were optimized to reflect the change in traffic patterns in the year 2013. All signalized intersections will operate at LOS C or better. The stop -controlled approach of the intersection of SE 2nd Street and the project driveway is expected to operate at LOS E during G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 34 February 2007 �-1 IGmley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza P.M peak hour. This result is common where a stop -controlled minor approach intersects with a high -volume major street. The stop -controlled approach of the intersection SE 1st Street and the project driveway is expected to operate at LOS B during A.M. and P.M peak hours. Detailed SYNCHRO 6.0 outputs are included in Appendix J. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 35 February 2007 pi_ri Kimley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 17: Future (2013) Total A.M. Peak Hour Transportation Corridor Conditions Principal Roadwayd 2013 A.M. Peak 'volume Hour Committed Peak Volume Hour 2013 A.M. Peak Hour Backgroun Volume Project A.M. Peak Hour Distribution (Maximum) Project A.M. 3 ur Ass Peak g nmoent 2013 A.M. Peak Hour Total Volume (V) (4) 2013 A.M. Peak Capacity; our ToC Total(5) ) 2013 A.M. Peak Hour Excess Capacity 2013 A.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person -Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS Biscayne Boulevard. NB 2,368 - 2,368 25% OUT 135 2,503 12,885 10,382 0.19 C SB 1,931 - 1,931 25% IN + 10% OUT 607 2,538 9,835 7,297 0.26 C w L EB 1,930 - 1,930 45% IN 995 2,925 9,732 6,807 0.30 C w WB 1,823 - 1,823 75% OUT 403 2,226 15,311 13,085 0.15 C (1) An annua growth rate (0.5 percent) was applied to the 2006 A.M. peak hour total volume to determine the 2013 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2013 peak hour background volumes and committed trips. (4) 2013 A.M. peak hour total volume (V) is defined as the sum of the project A.M. peak hour assignment and the background volume. (5) Total capacity determined in Table 9. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 36 February 2007 /1=r1Kimley-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 18: Future (2013) Total P.M. Peak Hour Transportation Corridor Conditions Principal Roadway 2013 P.M. Peak Hour BackgroundVolume Committed Peak Hour Volume 1zl 2013 P.M. Peak Hour Total Volume (3) Project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assignment 2013 P.M. Peak Hour Total Volume (� 2013 P.M. Peak Hour Total Capacity (C) (5) 2013 P.M. Peak Hour Excess Capacity 2013 P.M. Peak Hour Lef vel Total Person- Trips Person- Trips Person- Trips Person -Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS Biscayne Boulevard. NB 4,054 88 4,142 25% OUT 574 4,716 12,665 7,949 0.37 C SB 2,222 - 2,222 25% IN + 10% OUT 405 2,627 9,647 7,020 0.27 C W ci) ci5 EB 1,711 165 1,876 45% IN 316 2,192 10,308 8,116 0.21 C d w ,��„ WB 2,466 990 3,456 75% OUT 1,721 5,177 15,238 10,061 0.34 C (1) An annua growth rate (0.5 percent) was applied to the 2006 P.M. peak hour total volume to determine the 2013 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2013 peak hour background volumes and committed trips. (4) 2013 P.M. peak hour total volume (V) is defined as the sum of the project P.M. peak hour assignment and the background volume. (5) Total capacity determined in Tablel0. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 37 February 2007 �-rl Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza Table 19: Future (2013) Total A.M and P.M. Peak Hour Intersection Conditions Intersection. 2013 A.M and P.M. Peak Hour Overall Level of Service LOS Delay (s) A.M. Peak Hour SE 2" d Street and SE 3rd Avenue C 25.8 SE 2"d Street and Biscayne Boulevard B 18.3 SE 1st Street and Biscayne Boulevard (Northbound) A 5.6 SE lst Street and Biscayne Boulevard (Southbound) 1 B 19.9 SE 1st Street and SE 3`d Avenue C 24.2 SE 2"d Street and Project Driveway C (1) 25.0 (1) SE lst Street and Project Driveway B (1) 10.0 (1) P.M. Peak Hour SE 2"d Street and SE 3`d Avenue C 29.8 SE 2"d Street and Biscayne Boulevard* C* 25.5 SE 1st Street and Biscayne Boulevard (Northbound) C 22.4 SE lst Street and Biscayne Boulevard (Southbound) B 16.2 SE lst Street and SE 31"d Avenue C 28.6 SE 2"d Street and Project Driveway E (1) 36.3 (1) SE 1st Street and Project Driveway A (1) 9.5 (1) * Phasing splits were optimized (1) Overall intersection LOS not provided for two-way stop controlled intersections. The worst minor street movement is indicated G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 38 February 2007 ©—,1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is required for this site to demonstrate how the developer plans to alleviate traffic from the proposed site on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures of transportation control can be used by the developer to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: • Provide transit subsidies for employees of the site • Provide transit information within the site including route schedules and maps • Provide convenient and secure areas for bicycles • Provide other transit -oriented amenities The applicant intends to make the site pedestrian- and transit -friendly and will consider these features for incorporation into the site. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 39 February 2007 ©—/1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis — One Bayfront Plaza FUTURE TRANSPORTATION IMPROVEMENTS As part of this traffic impact analysis, future transportation improvements (programmed and planned) were identified within the corridors adjacent to the project site. The following projects were identified: ■ Premium Transit — According to Miami -Dade County Long Range Transportation Plan (2030 LRTP), there is a project that will provide premium transit service between Downtown Miami and the Broward County line along the U.S.1/ FEC Rail corridor. This project is a Priority IV project scheduled for implementation between 2021-2030. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 40 February 2007 �—,1 Kimiey-Hom and Associates, Inc. Traffic Impact Analysis — One Bayfronl Plaza CONCLUSIONS This revised traffic impact study assessed the impacts of the One Bayfront Plaza project on the surrounding transportation network. The analysis was conducted in accordance with the City of Miami requirements and included data collection; project trip generation, distribution, and assignment; transportation corridor segment capacity analysis; and intersection capacity analysis. This report is being submitted as part of a MUSP application. Transportation corridor capacity analyses and intersection capacity analyses were performed for the existing 2006 peak season conditions. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site currently have sufficient capacity and operate at acceptable levels of service. Trip generation calculations indicate that the project is expected to generate 2,006 new vehicular trips and 2,808 person -trips during the A.M. peak hour and 2,166 new vehicular trips and 3,032 person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2005 Cost Feasible Plan. Intersection capacity analyses were conducted for 2013 non -project conditions and future (2013) total conditions. The future traffic condition analysis indicates that the majority of the intersections are expected to operate under conditions similar to future (2013) non -project traffic. The overall delays at the majority of the intersections do not change significantly as a result of the proposed project. The stop -controlled approach of the intersection SE 2nd Street and the project driveway is expected to operate at LOS E or better during A.M. and P.M peak hours. This result is common where a stop -controlled minor approach intersects with a high -volume major street. The stop -controlled approach of the intersection SE 1st Street and the project driveway is expected to operate at LOS B during A.M. and LOS A during P.M peak hours. Results of these analyses demonstrate that the -transportation corridors and major intersections will continue to have sufficient capacity and operate at acceptable levels of service. G:\043103000-One Bayfront Plaza\Report\Revised_TIA.doc Page - 4! February 2007 APPENDIX A: Methodology Correspondence CIEF1 Kimley-Horn and Associates, Inc. Memorandum To: Mr. Rajendran Shanmugam, P.E. Mr. Quazi Masood, E.I. URS Southern Corporation From: Maria E. Anaya de Yeats Date: November 8, 2006 `— Subject: One Bayfront Plaza — Mixed -use Development MUSP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the MUSP traffic impact analysis methodology as agreed to during the November 1st meeting. The following items were discussed: Trip Generation Trip generation calculations will be performed using ITE Trip Generation, 7th Edition and the ITE Trip Generation Handbook. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ). According to Miami -Dade County's TAZ Map, the project is located in TAZ 541. Committed Development The City of Miami will be contacted to obtain the October 2006 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. ■ TEL 954 535 5100 FAX 954 739 2247 ■ Suite 109 5200 N.W. 33rd Avenue Ft. Lauderdale, Florida 33309 ❑ � Kimley-Horn and Associates, Inc. Mr. Rajendran Shanmugam, P.E., November 8, 2006, Pg. 2 Study Area The study area for this project is boarded by NE 5th Street/6tt' Street on the north, Miami River on the south, Biscayne Bay on the east, and I-95 on the west. Within this study area, five (5) intersections were identified for analysis: • SE 2"d Street at SE 3rd Avenue (signalized) • SE lst Street at Biscayne Boulevard (northbound) (signalized) • SE 1st Street at Biscayne Boulevard (southbound) (signalized) • SE lst Street at SE 3rd Avenue (signalized) • SE 2"d Street at Biscayne Boulevard (signalized) The following corridors were identified for analysis: • Biscayne Boulevard • SE 1st Street/SE 2nd Street Data Collection A.M and PM peak hour turning movement counts will be conducted at all identified study intersections. 24-hour machine counts will be conducted on Biscayne Boulevard, SE 1st Street/SE 2"d Street and SE ls` Avenue/SE 2nd Avenue. All traffic counts will be adjusted to reflect peak season conditions using the appropriate FDOT adjustment factors. Capacity Analysis Capacity analyses will be conducted for the AM and PM peak hour at all identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. 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. 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. G:\043103000-One Bayfront Plaza\Correspondence\l 10806 URS Memo.doc APPENDIX B: Traffic Count Data PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS Description 7:00 7:15 7:30 AM Peak Hour 7:45 8:00 8:15 8:30 8:45 SE 2nd Street & SE 3rd Avenue 282 279 316 423 484 513 537 510 SE 2nd Street & Biscayne Boulevard 156 227 242 293 319 326 375 311 SE 1st Street & Biscayne Boulevard (Northbound) 257 245 253 354 329 300 317 330 SE 1st Street & Biscayne Boulevard (Souhbound) 229 240 263 352 345 365 451 411 SE 1st Street & SE 3rd Avenue 157 170 191 259 231 285 292 308 7'ora[s 1081 1161 1265 1681 1708 1789 1972 1870 5188 5815 6443 7150 7339 g:1043103000-one bayfront plasalcalcsl[fitc_02_23_07.xlsJpeak hour (am) 2/26/1007 17:11 �_� Kimley-Horn and Associates, Inc. Copyright 0 2004, Kimley-Horn and Associates, Inc. Peak Hour 8:00 AM-9:00 AM PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS Description 16:00 16:15 16:30 PM Peak Hour 16:45 17:00 17:15 17:30 17:45 SE 2nd Street & SE 3rd Avenue 500 550 425 662 656 642 678 672 SE 2nd Street & Biscayne Boulevard 325 302 239 311 333 360 369 381 SE 1st Street & Biscayne Boulevard (Northbound) 364 326 391 515 530 603 563 541 SE 1st Street & Biscayne Boulevard (Souhbound) 426 401 431 508 539 528 526 561 SE 1st Street & SE 3rd Avenue 163 160 185 219 198 212 228 208 Totals 1778 1739 1671 2215 2256 2345 2364 2363 7403 7881 8487 9180 9328 g:1043103000-one bayfront plawkalcs1(Mrc_02_23_07.xlsfpeak hour (pm) 2126/200717:1 ! � � Kimley-Horn and Associates, Inc. Copyright ® 2004,1(imley-Honi and Associates, Inc. Peak Hour 5:00 PM-6:00 PM Intersection Turning Movement Counts SE 2ND STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: BARBARA PEREZ CRUZ ' 'ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 2STR_3AV Page : 1 SE 3RD AVENUE 1SE 2ND STREET 1SE 3RD AVENUE 1SE 2ND STREET 1 From North 'From East 'From South 'From West 1 Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left 1 Total Date 11/14/06 07:00 11 3 0 0 1 10 109 0 7 1 0 56 0 86 1 0 0 0 0 1 282 07:15 8 1 0 0 1 9 132 0 9 1 0 45 1 74 1 0 0 0 0 1 279 07:30 6 1 0 0 1 12 151 0 4 1 0 43 0 99 1 0 0 0 0 1 316 07:45 10 0 0 0 1 13 208 0 7 1 0 86 0 99 1 0 0 0 0 1 423 Hr Total 35 5 0 0 1 44 600 0 27 1 0 230 1 358 1 0 0 0 0 1 1300 08:00 16 2 0 0 1 17 247 0 10 1 0 64 0 128 0 0 0 0 484 08:15 17 4 0 0 1 20 257 0 10 1 0 89 0 116 0 0 0 0 1 513 08:30 19 0 0 0 1 42 245 0 11 0 75 0 145 0 0 0 0 1 537 08:45 15 2 0 0 1 23 240 0 4 1 0 85 0 141 1 0 0 0 0 1 510 Hr Total 67 8 0 0 1 102 989 0 35 1 0 313 0 530 1 0 0 0 0 1 2044 * BREAK * 16:00 24 2 0 0 1 14 344 0 6 1 0 26 0 84 1 0 0 0 0 1 500 16:15 22 0 4 0 1 17 379 0 13 1 0 24 0 91 1 0 0 0 0 550 16:30 18 4 1 0 1 18 283 0 13 1 0 28 0 60 1 0 0 0 0 1 425 16:45 25 6 0 0 1 27 431 0 17 1 0 40 0 116 1 0 0 0 0 1 662 Hr Total 89 12 5 0 1 76 1437 0 49 1 0 118 0 351 1 0 0 0 0 1 2137 '' 10 28 2 0 0 1 24 431 0 8 1 0 35 0 128 1 0 0 0 0 1 656 3 25 3 0 0 1 12 439 0 8 1 0 32 0 123 1 0 0 0 0 1 642 17:30 24 5 0 0 1 23 422 0 6 1 0 41 0 157 1 0 0 0 0 1 678 17:45 27 5 0 0 1 18 459 0 4 1 0 38 0 121 1 0 0 0 0 1 672 Hr Total 104 15 0 0 1 77 1751 0 26 1 0 146 0 529 1 0 0 0 0 1 2648 *TOTAL* 295 40 5 0 1 299 4777 0 137 1 0 807 1 1768 1 0 0 0 0 1 8129 - 2O \ -o�� LAX Lk SE 2ND STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: BARBARA PEREZ CRUZ ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code 00060270 Start Date: 11/14/06 File I.D. : 2STR_3AV Page : 2 SE 3RD AVENUE From North Right Thru UTurn Date 11/14/06 !SE 2ND STREET 'SE 3RD AVENUE !SE 2ND STREET 'From East !From South 'From West Left ! Right Thru UTurn Left ! Right Thru UTurn Left ! Right Thru UTurn Left ' Total Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 11/14/06 Peak start 08:00 ! 08:00 08:00 Volume 67 8 0 0 ! 102 989 0 35 0 313 0 530 Percent 89% 11% 0% 0% ! 9% 88% 0% 3% 0% 37% 0% 63% Pk total 75 ! 1126 843 Highest 08:15 ! 08:30 08:45 Volume 17 4 0 0 I 42 245 0 11 0 85 0 141 Hi total 21 ! 298 226 PHF .89 ! .94 .93 • 0 • 67 0 67 P 2ND STREET 530 989 67 1,586 0 0 0 0 0 0 0 SE 3RD AVENUE 8 0 8 0 75 490 1,586 0 313 102 415 • ALL VEHICLES 1,126 Intersection Total 2, 044 886 35 530 8 0 43 530 SE 3RD AVENUE 08:00 0 0 0 0 0% 0% 0% 0% 0 07:00 0 0 0 0 0 .0 102 102 1,126 989 989 35 35 0 SE 2ND STREET 0 0 0 SE 2ND STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: BARBARA PEREZ CRUZ ' 'TALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code 00060270 Start Date: 11/14/06 File I.D. : 2STR_3AV Page : 3 SE 3RD AVENUE ISE 2ND STREET ISE 3RD AVENUE ISE 2ND STREET From North 'From East 'From South 'From West Right Thru UTurn Left I Right Thru UTurn Left I Right Thru UTurn Left 1 Right Thru UTurn Left I Total Date 11/14/06 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 11/14/06 Peak start 17:00 17:00 17:00 17:00 Volume 104 15 0 0 77 1751 0 26 0 146 0 529 0 0 0 0 Percent 87% 13% 0% 0% 4% 94% 0% 1% 0% 22t 01: 78% 0% 0% 0% 0% Pk total 119 1854 675 0 Highest 17:45 17:45 17:30 07:00 Volume 27 5 0 0 18 459 0 4 0 41 0 157 0 0 0 0 Hi total 32 481 198 0 PHF .93 .96 .85 SE 3RD AVENUE • 0 • 104 15 0 0 104 15 0 119 I 342 PR 2ND STREET 529 1,751 104 2,384 0 0 0 0 0 0 2,384 0 146 77 223 • ALL VEHICLES 1,854 Intersection Total 2,648 716 .0 0 77 77 0 1,854 1,751 675 26 529 • 146 15 0 41 529 146 SE 3RD AVENUE • 1,751 26 26 0 SE 2ND STREET 0 0 0 SE 2ND STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: BARBARA PEREZ CRUZ ALI ZRD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS Site Code : 00060270 Start Date: 11/14/06 File I.D. : 2STR_3AV Page : 1 SE 3RD AVENUE ISE 2ND STREET From North 'From East ISE 3RD AVENUE 'From South ISE 2ND STREET 'From West Peds Right Thru Left Peds Right Thru Left 1 Peds Right Thru Left I Peds Right Date 11/14/06 Thru Left 1 Total 07:00 3 0 0 0 1 14 0 0 0 1 6 0 0 0 1 5 0 0 0 1 28 07:15 1 0 0 0 1 12 0 0 0 1 7 0 0 0 1 7 0 0 0 1 27 07:30 12 0 0 0 1 20 0 0 0 1 16 0 0 0 1 6 0 0 0 1 54 07:45 9 0 0 0 1 34 0 0 0( 23 0 0 0 1 8 0 0 0( 74 Hr Total 25 0 0 0 1 80 0 0 0 1 52 0 0 0 1 26 0 0 0 1 183 08:00 6 0 0 0 1 40 0 0 0 1 25 0 0 0 1 9 0 0 0 1 80 08:15 5 0 0 0 1 34 0 0 0 1 26 0 0 0 1 10 0 0 0 1 75 08:30 12 0 0 0 1 31 0 0 0 1 34 0 0 0 1 12 0 0 0 1 89 08:45 25 0 0 0 1 35 0 0 0 1 40 0 0 0 1 19 0 0 0 1 119 Hr Total 48 0 0 0 1 140 0 0 0 1 125 0 0 0 1 50 0 0 0 1 363 • BREAK 16:00 10 0 0 0 1 25 0 0 0 1 21 0 0 0 1 3 0 0 0 1 59 16:15 14 0 0 0 1 24 0 0 0 1 15 0 0 0 1 2 0 0 0 1 55 16:30 15 0 0 0 1 15 0 0 0 1 9 0 0 0 1 6 0 0 0 1 45 16:45 7 0 0 0 1 14 0 0 0( 6 0 0 0( 0 0 0 0 1 27 Hr Total 46 0 0 0 1 78 0 0 0 1 51 0 0 0 1 11 0 0 0 1 186 10 7 0 0 0 1 3 0 0 0 1 18 0 0 0 1 0 0 0 0 1 28 5 1 0 0 0 1 5 0 0 0 1 8 0 0 0 1 0 0 0 0 1 14 17:30 4 0 0 0 1 4 0 0 0 1 7 0 0 0 1 3 0 0 0 1 18 17:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 Hr Total 12 0 0 0 1 12 0 0 0 1 33 0 0 0 1 3 0 0 0 1 60 *TOTAL* 131 0 0 0 1 310 0 0 0 1 261 0 0 0 1 90 0 0 0 1 792 CVS ykoc u-Li( ?„)) se 2. s r 661 obi sT cL- u�S Ns-cocifCce VVI.�O�WI.i, � Forkia. 1 (\o►Jevvkloer 16 1 Zoo(P ‹I rck.w v‘ to : L,ws Pat Lott, Sig Li. SE 2ND STREET & US 1/BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: ABE THOMAS 'TALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 2STR_US1 Page : 1 BISCAYNE BOULEVARD/US 1 1BISCAYNE BOULEVARD/US 1 1SE 2ND STREET From North 'From South 'From West Right Thru Date 11/14/06 Thru UTurn Left 1 Right UTurn Left Total 07:00 104 0 0 0 52 1 0 0 0 1 156 07:15 146 0 0 0 81 0 0 0 227 07:30 151 0 0 0 91 1 0 0 0 242 07:45 176 0 1 0 0 117 1 0 0 0 1 293 Hr Total 577 0 I 0 0 341 1 0 0 0 1 918 08:00 213 0 1 0 0 106 1 0 0 0 1 319 08:15 220 0 0 0 106 1 0 0 0 326 08:30 253 0 0 0 122 0 0 0 1 375 08:45 230 0 1 0 0 81 1 0 0 0 1 311 Hr Total 916 0 1 0 0 415 1 0 0 0 1 1331 * BREAK 16:00 253 0 1 0 0 72 1 0 0 0 1 325 16:15 241 0 0 0 61 0 0 0 302 16:30 178 0 1 0 0 61 0 0 0 239 16:45 239 0 J 0 0 72 1 0 0 0 1 311 Hr Total 911 0 I 0 0 266 0 0 0 1 1177 ' 70 243 0 1 0 0 90 1 0 0 0 1 333 5 271 0 0 0 89 1 0 0 0 360 17:30 254 0 0 0 115 1 0 0 0 369 17:45 284 0 1 0 0 97 1 0 0 0 1 381 Hr Total 1052 0 1 0 0 391 1 0 0 0 1 1443 *TOTAL* 3456 0 1 0 0 1413 1 0 0 0 1 4869 O .b {)v\yam@ L \ SE 2ND STREET & US 1/BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: ABE THOMAS TALI ZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 2STR_US1 Page : 2 BISCAYNE BOULEVARD/US 1 IBISCAYNE BOULEVARD/US 1 ISE 2ND STREET From North 'From South 'From West Right Thru I Thru UTurn Left I Right UTurn Left Date 11/14/06 Peak Hour Analysis By Entire Intersection Peak start 08:00 1 08:00 volume 916 0 0 Percent 100t O% 1 Ot Pk total 916 1 415 Highest 08:30 08:30 Volume 253 0 0 Hi total 253 1 122 PHF .91 .85 r� for the Period: O 415 0t 100% O 122 Total 07:00 to 09:00 on 11/14/06 08:00 1 O 0 0 0% 0% 0% 0 07:00 O 0 0 0 .0 BISCAYNE BOULEVARD/US 1 • 0 916 0 0 916 0 C 916 1 916 2ND STREET 415 0 1,331 916 0 0 0 0 0 0 1,331 0 0 0 0 • ALL VEHICLES Intersection Total 1,331 • 0 0 0 0 0 0 415 415 415 0 415 0 BISCAYNE BOULEVARD/US 1 0 0 0 SE 2ND STREET & US 1/BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: ABE THOMAS . •ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 2STR_US1 Page : 3 BISCAYNE BOULEVARD/US 1 !BISCAYNE BOULEVARD/US 1 ISE 2ND STREET From North 'From South 'From West Right Thru I Thru UTurn Left I Right UTurn Left I Total Date 11/14/06 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 Peak start 17:00 17:00 1 17:00 Volume 1052 0 0 0 391 0 0 0 Percent 100% 0% 0% 0% 100% 0% 0% 0% Pk total 1052 391 0 Highest 17:45 17:30 07:00 Volume 284 0 0 0 115 0 0 0 Hi total 284 115 0 PHF .93 .85 .0 • CT 1,052 0 1,052 0 1,052 FT' 2ND STREET 391 0 1,443 1,052 0 0 0 0 0 BISCAYNE BOULEVARD/US 1 1,443 1,052 on 11/14/06 0 0 0 0 • ALL VEHICLES Intersection Total 1,443 0 0 0 0 0 0 391 391 391 0 391 0 BISCAYNE BOULEVARD/US 1 0 0 0 SE 2ND STREET E. US 1/BISCAYNE BOULEVARD MIAMI, FLORIDA COUNTED BY: ABE THOMAS IALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS Site Code : 00060270 Start Date: 11/14/06 File I.D. : 2STR_US1 Page : 1 BISCAYNE BOULEVARD/US 1 'BISCAYNE BOULEVARD/US 1 ISE 2ND STREET From North (From South (From west Peds Right I Peds Thru Left I Peds Right Left I Total Date 11/14/06 07:00 5 0 I 31 0 0 1 0 0 37 07:15 10 0 I 23 0 0 I 0 0 0 I 33 07:30 19 0 I 29 0 0 I 1 0 0 I 49 07:45 32 0 I 35 0 0 I 0 0 0 I 67 Hr Total 66 0 118 0 0 I 2 0 0 1 186 08:00 42 0 I 51 0 0 I 0 0 0 I 93 08:15 42 0 I 62 0 0 I 0 0 0 I 104 08:30 34 0 I 66 0 0 I 0 0 0 I 100 08:45 12 0 f 53 0 0 I 0 0 0 I 65 Hr Total 130 0 1 232 0 0 1 0 0 0 1 362 * BREAK • 16:00 34 0 I 18 0 0 I 0 0 0 I 52 16:15 17 0 ( 21 0 0 0 0 0 I 38 16:30 17 0 I 16 0 0 0 0 0 I 33 16:45 30 0 1 29 0 0 1 0 0 0 1 59 Hr Total 98 0 1 84 0 0 1 0 0 0 1 182 ' 00 42 0 71 0 0 I 0 0 0 113 .5 21 0 I 27 0 0 I 0 0 0 48 17:30 17 0 I 25 0 0 I 0 0 0 I 42 17:45 26 0 1 28 0 0 1 0 0 0 1 54 Hr Total 106 0 I 151 0 0 I 0 0 0 I 257 *TOTAL• 400 0 I 585 0 0 I 2 0 0 I 987 01-oi be cited sas or PArvnj LA,Kck.o, ( i8ck MaJoitioer 1(49120(49 cka.tuvt Joy. UktS 174,Loviitiao IJ SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 NB, MIAMI, FLORIDA COUNTED BY: NICHOLE BOWEN ' iALI ZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST_US1N Page : 1 BISCAYNE BOULEVARD/US 1 'BISCAYNE BOULEVARD/US 1 1SE 1ST STREET From North 'From South 'From West Right Thru Thru UTurn Left I Right UTurn Left 1 Total Date 11/14/06 07:00 0 0 1 147 0 0 1 7 0 103 1 257 07:15 0 0 159 0 0 6 0 80 245 07:30 0 0 1 148 0 0 8 0 97 253 07:45 0 0 1 196 0 0 1 15 0 143 1 354 Hz Total 0 0 1 650 0 0 1 36 0 423 1 1109 08:00 0 0 1 221 0 0 1 6 0 102 1 329 08.15 0 0 198 0 0 1 8 0 94 300 08:30 0 0 1 194 0 0 1 14 0 109 317 08:45 0 0 1 196 0 0 1 11 0 123 1 330 Hr Total 0 0 1 809 0 0 1 39 0 428 1 1276 * BREAK * 16:00 0 0 1 226 0 0 7 0 131 1 364 16:15 0 0 1 195 0 0 1 9 0 122 326 16:30 0 0 1 229 0 0 17 0 145 391 16:45 0 0 1 306 0 0 1 11 0 198 1 515 Hr Total 0 0 1 956 0 0 1 44 0 596 1 1596 00 0 0 1 308 0 0 1 12 0 210 1 530 .5 0 0 1 363 0 0 1 10 0 230 1 603 17:30 0 0 1 349 0 0 1 12 0 202 1 563 17:45 0 0 1 305 0 0 1 7 0 229 1 541 Hr Total 0 0 1 1325 0 0 1 41 0 871 1 2237 *TOTAL* 0 0 3740 0 0 160 0 2318 1 6218 O 'c)\-b L 3 v' SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 NB, MIAMI, FLORIDA COUNTED BY: NICHOLE BOWEN NALI ZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. 1ST_US1N Page : 2 BISCAYNE BOULEVARD/US 1 'BISCAYNE BOULEVARD/US 1 ISE 1ST STREET From North 'From South 'From West I I I I Right Thru I Thru UTurn Left I Right UTurn Left I Total Date 11/14/06 Peak Hour Analysis By Entire Peak start 07:45 Volume 0 0 Percent 0% 0% Pk total 0 Highest 07:00 Volume 0 0 Hi total 0 PHF .0 1ST STREET 0 0 0 Intersection for the 07:45 809 0 100% 0% 0% 809 08:00 221 0 221 .92 0 Period: 0 0 07:00 to 09:00 07:45 43 0 448 9% 0% 91% 491 07:45 15 0 143 158 .78 BISCAYNE BOULEVARD/US 1 0 • 0 0 0 448 448 1 0 0 0 0 0 491 43 43 1 • 0 0 491 1,257 on 11/14/06 448 809 0 1,257 • ALL VEHICLES Intersection Total 1,300 0 0 43 43 852 0 0 809 809 BISCAYNE BOULEVARD/US 1 809 0 0 0 SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 NB, MIAMI, FLORIDA COUNTED BY: NICHOL& BOWEN ' 'NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST_US1N Page : 3 BISCAYNE BOULEVARD/US 1 'BISCAYNE BOULEVARD/US 1 ISE 1ST STREET From North 'From South 'From West Right Thru I Thru UTurn Left I Right UTurn Left I Total Date 11/14/06 Peak Hour Analysis By Entire Peak start 17:00 Volume 0 0 Percent 0% 0% Pk total 0 Highest 07:00 Volume 0 0 1 Hi total 0 PHF .0 Intersection 17:00 1325 1004 1325 17:15 363 363 .91 for the Period: 0 0 04 0% 0 0 BISCAYNE • 0 • 0 0 0 ) SR 1ST STREET 0 0 0 0 • 871 871 16:00 to 18:00 17:00 41 0 871 4t 0t 96% 912 17:15 10 0 230 240 .95 on 11/14/06 BOULEVARD/US 1 0 0 0 0 0 912 • 41 41 1 • 0 0 1111111 912 2,196 871 1,325 0 2,196 • ALL VEHICLES Intersection Total 2,237 0 0 41 41 1,366 0 0 1,325 • 1,325 1,325 - BISCAYNE BOULEVARD/US 1 t 0 0 0 SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 NB, MIAMI, FLORIDA COUNTED BY: NICHOLS BOWEN ' 'ALIZRD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST_US1N Page : 1 BISCAYNE BOULEVARD/US 1 IBISCAYNE BOULEVARD/US 1 ISE 1ST STREET From North 'From South 'From West Peds Right Peds Thru Left I Peds Right Left Total Date 11/14/06 07:00 0 0 1 4 0 0 1 0 0 1 5 07:15 0 0 4 0 0 I 2 0 0 I 6 07:30 0 0 I 2 0 0 I 1 0 0 I 3 07:45 0 0 1 6 0 0 I 4, 0 0 1 10 Hr Total 0 0 1 16 0 0 1 8 0 0 1 24 08:00 0 0 1 4 0 0 I 2 0 0 I 6 08:15 0 0 I 10 0 0 I 1 0 0 I 11 08:30 0 0 1 2 0 0 I 0 0 0 I 2 08:45 0 0 1 9 0 0 1 2 0 0 1 11 Hr Total 0 0 1 25 0 0 1 5 0 0 1 30 * BREAK * 16:00 0 0 I 8 0 0 16:15 0 0 I 9 0 0 16:30 0 0 I 10 0 0 16:45 0 0 1 2 0 0 Hr Total 0 0 I 29 0 0 8 0 0 I 16 7 0 0 I 16 6 0 0 I 16 0 0 0 1 2 21 0 0 I 50 1''•00 0 0 I 19 0 0 6 0 0 25 5 0 0 I 0 0 0 0 0 0 I 0 1,:30 0 0 I 15 0 0 0 0 0 I 15 17:45 4 0 1 2 0 0 2 0 0 1 8 Hr Total 4 0 1 36 0 0 8 0 0 1 48 *TOTAL• 4 0 1 106 0 0 1 42 0 0 1 152 SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 SB, MIAMI, FLORIDA COUNTED BY: NORA NAVARRO '`TALI ZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. 1ST_US1S Page : 1 BISCAYNE BOULEVARD/US 1 SSE 1ST STREET 'BISCAYNE BOULEVARD/US 1 ISE 1ST STREET From North 'From East 'From South (From West Right Thru UTurn Left 1 Right Thru UTurn Left 1 Right Thru UTurn Left 1 Right Thru UTurn Left I Total Date 11/14/06 07:00 0 93 0 13 1 0 0 0 0 1 0 0 0 0 1 17 106 0 0 1 229 07:15 0 114 0 7 1 0 0 0 0 1 0 0 0 0 1 31 88 0 0 1 240 07:30 0 130 0 11 1 0 0 0 0 1 0 0 0 0 1 28 94 0 0 1 263 07:45 0 161 0 20 f 0 0 0 0 0 0 0 0 1 26 145 0 0 1 352 Hr Total 0 498 0 51 1 0 0 0 0 1 0 0 0 0 1 102 433 0 0 1 1084 08:00 0 202 0 13 0 0 0 0 0 0 0 0 29 101 0 0 1 345 08:15 0 213 0 13 0 0 0 0 0 0 0 0 49 90 0 0 365 08:30 0 268 0 26 1 0 0 0 0 0 0 0 0 1 51 106 0 0 1 451 08:45 0 230 0 18 1 0 0 0 0 1 0 0 0 0 1 47 116 0 0 1 411 Hr Total 0 913 0 70 0 0 0 0 0 0 0 0 I 176 413 0 0 1572 BREAK 16:00 0 218 0 12 I 0 0 0 0 0 0 0 0 I 67 129 0 0 I 426 16:15 0 178 0 18 0 0 0 0 0 0 0 0 I 80 125 0 0 401 16:30 0 187 0 32 0 0 0 0 0 0 0 0 I 79 133 0 0 431 16:45 0 232 0 24 1 0 0 0 0 1 0 0 0 0 I 89 163 0 0 1 508 Hr Total 0 815 0 86 1 0 0 0 0 0 0 0 0 I 315 550 0 0 1766 00 0 213 0 27 0 0 0 0 0 0 0 0 I119 180 0 0 I 539 5 0 201 0 17 1 0 0 0 0 1 0 0 0 0 I 97 213 0 0 1 528 1i:30 0 231 0 28 1 0 0 0 0 1 0 0 0 0 I 90 177 0 0 1 526 17:45 0 217 -0 27 1 0 0 0 0 1 0 0 0 0 I 92 225 0 0 561 Hr Total 0 862 0 99 0 0 0 0 0 0 0 0 I 398 795 0 0 2154 *TOTAL* 0 3088 0 306 1 0 0 0 0 0 0 0 0 I 991 2191 0 0 6576 t`\\ \ Q =`- 0 r �-1><L \ SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 SB, MIAMI, FLORIDA COUNTED BY: NORA NAVARRO "VALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST_US1S Page : 2 BISCAYNE BOULEVARD/US 1 From North Right Thru UTurn Date 11/14/06 Peak Hour Analysis By Entire Peak start 08:00 Volume 0 913 0 Percent of 93% 01s Pk total 983 Highest 08:30 Volume 0 268 0 Hi total 294 PHF .84 ISE 1ST STREET 'BISCAYNE BOULEVARD/US 1 SSE 1ST STREET 'From East From South From West Left I Right Thru UTurn Left 1 Right Thru UTurn Left 1 Right Thru UTurn Left Total Intersection for the Period: 07:00 t 08:00 70 0 0 0 0 7t 0% 01 01 01 0 07:00 26 0 0 0 0 0 .0 • 0 0 09:00 on 11/14/06 08:00 0 0 0 0 0% 01 0i 0i 0 07:00 0 0 0 0 0 .0 BISCAYNE BOULEVARD/US 1 0 913 70 SF 1ST STREET 0 0 0 0 0 0 413 0 913 70 983 J 983 413 589 176 176 1 0 589 0 0 0 0 • ALL VEHICLES Intersection Total 1,572 1,089 0 0 913 176 1,089 0 BISCAYNE BOULEVARD/US 1 483 08:00 176 301 589 08:45 47 163 .90 0 413 0 0 701 0f 01 116 0 0 0 0 0 0 0 0 0 0 483 SE 1ST STREET 0 0 70 413 0 SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 SB, MIAMI, FLORIDA COUNTED BY: NORA NAVARRO '-"NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST_US1S Page : 3 BISCAYNE BOULEVARD/US 1 From North Right Thru UTurn Date 11/14/06 Peak Hour Analysis By Entire Peak start 17:00 Volume Percent Pk total Highest Volume Hi total PHF 0 Ot 961 17:30 0 259 .93 862 0 90% 0% 231 0 ISE 1ST STREET (From East Left I Right Thru UTurn Left Right Thru UTurn 'BISCAYNE BOULEVARD/US 1 IFrom South SSE 1ST STREET 'From West Left 1 Right Thru UTurn Left I Total Intersection for the Period: 16:00 t 17:00 99 0 0 0 0 10% 0% 0% 0% 08 0 07:00 28 0 0 0 0 0 .0 BISCAYNE 18:00 on 11/14/06 17:00 0 0 0 0t 0% 0% 0 07:00 0 0 0 0 .0 BOULEVARD/US 1 • 0 • 0 862 99 0 0 862 99 I 961 961 SR 1ST STREET 0 0 0 0 0 0 795 795 1,193 398 398 1 1,193 0 0 0 0 ALL VEHICLES Intersection Total 2,154 1,260 0 0 862 398 1,260 0 0 0% 0 894 0 0 BISCAYNE BOULEVARD/US 1 0 17:00 398 33% 1193 17:45 92 317 .94 0 795 0 0 67% 0t 0% 225 0 0 0 0 0 0 0 0 0 0 894 SE 1ST STREET 99 795 0 0 0 SE 1ST STREET & BISCAYNE BOULEVARD/ US 1 SB, MIAMI, FLORIDA COUNTED BY: NORA NAVARRO NALIZED TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4381 PEDESTRIANS Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST_US1S Page : 1 BISCAYNE BOULEVARD/US 1 From North Peds Right Date 11/14/06 07:00 07:15 07:30 07:45 Hr Total 4 15 9 23 51 ISE 1ST STREET (From East Thru Left I Peds Right Thru 'BISCAYNE BOULEVARD/US 1 ISE 1ST STREET IFrOm South 'From West Left I Peds Right Thru Left f Peds Right Thru Left I Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8 0 0 0 4 0 0 0 23 0 0 0 1 0 0 0 1 9 0 0 0 3 0 0 0 1 11 0 0 0 8 0 0 0 1 51 0 0 0 08:00 25 0 0 0 1 2 0 0 0 1 20 0 0 0 08:15 40 0 0 0 j 0 0 0 0 18 0 0 0 08:30 31 0 0 0 1 6 0 0 0 10 0 0 0 08:45 34 0 0 0 1 2 0 0 0 I 24 0 0 0 Hr Total 130 0 0 0 1 10 0 0 0 1 72 0 0 0 16:00 16:15 16:30 16:45 Hr Total 3''-00 5 1,:30 17:45 Hr Total + BREAK + 14 19 8 6 47 34 4 28 26 92 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 14 1 0 0 0 1 43 3 0 0 0 1 22 4 0 0 0 1 41 10 0 0 0 1 120 10 0 0 0 1 57 11 0 0 0 69 8 0 0 0 55 18 0 0 0 1 78 47 0 0 0 1 259 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 10 8 12 41 32 20 42 11 105 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 10 16 7 0 33 7 5 21 12 45 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 18 4 5 5 32 5 4 5 4 18 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 53 49 28 23 153 78 33 96 53 260 'TOTAL* 320 0 0 0 1 164 0 0 0 201 0 0 0 107 0 0 0 1 792 rtos.5—) V14 y LoT .vt ,q -31 1 /l i T M i oatk' (FLoc ` d ck 1•CokiedukAoeir t to ( Zoo co cd(otv :Cues P4LobAni it o Si,n&L 2e4 \o(li\-kk SE 1ST STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ ' 'ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST3AV_M Page : 1 SE 3RD AVENUE From North ISE 1ST STREET 'From East ISE 3RD AVENUE (From South ISE 1ST STREET 'From West Right Thru UTurn Left Right Thru UTurn Left I Right Thru UTurn Left I Right Thru UTurn Left Total Date 11/14/06 07:00 0 3 0 2 1 0 0 0 0 1 66 0 0 0 1 10 76 0 0 1 157 07:15 0 4 0 1 1 0 0 0 0 I 53 0 0 0 I 4 108 0 0 1 170 07:30 0 3 0 3 1 0 0 0 0 1 56 0 0 0 1 5 124 0 0 1 191 07:45 0 4 0 14 I 0 0 0 0 1 90 0 0 0 1 4 147 0 0 1 259 Hr Total 0 14 0 20 1 0 0 0 0 1 265 0 0 0 1 23 455 0 0 1 777 08:00 0 5 0 4 I 0 0 0 0 1 81 0 0 0 1 7 134 0 0 1 231 08:15 0 4 0 14 I 0 0 0 0 1 99 0 0 0 1 14 154 0 0 1 285 08:30 0 5 0 14 I 0 0 0 0 1 124 0 0 0 1 11 138 0 0 1 292 08:45 0 7 0 17 I 0 0 0 0 I 112 0 0 0 L 8 164 0 0 I 308 Hr Total 0 21 0 49 1 0 0 0 0 1 416 0 0 0 1 40 590 0 0 1 1116 * BREAK * 16:00 0 5 0 4 I 0 0 0 0 1 43 0 0 0 1 19 92 0 0 1 163 16:15 0 12 0 4 1 0 0 0 0 1 46 0 0 0 1 12 86 0 0 I 160 16:30 0 11 0 7 I 0 0 0 0 1 48 0 0 0 1 14 105 0 0 1 185 16:45 0 11 0 7 1 0 0 0 0 1 66 0 0 0 1 20 115 0 0 1 219 Hr Total 0 39 0 22 1 0 0 0 0 1 203 0 0 0 1 65 398 0 0 1 727 '- 00 0 10 0 9 1 0 0 0 0 1 60 0 0 0 1 22 97 0 0 1 198 5 0 11 0 5 1 0 0 0 0 1 45 0 0 0 1 20 131 0 0 1 212 17:30 0 6 0 8 1 0 0 0 0 1 61 0 0 0 1 20 133 0 0 1 228 17:45 0 16 0 7 1 0 0 0 0 1 66 0 0 0 1 17 102 0 0 1 208 Hr Total 0 43 0 29 1 0 0 0 0 I 232 0 0 0 1 79 463 0 0 1 846 *TOTAL* 0 117 0 120 1 0 0 0 0 I 1116 0 0 0 207 1906 0 0 I 3466 SE 1ST STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ 'ALIZRD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST3AV_M Page : 2 SE 3RD AVENUE From North Right Thru UTurn Date 11/14/06 ISE 1ST STREET ISE 3RD AVENUE ISE 1ST STREET IFrom East From South (From West I I I Left I Right Thru UTurn Left I Right Thru UTurn Left I Right Thru UTurn Left I Total Peak Hour Analysis By Entire Intersection for the Period: 07:00 t Peak start 08:00 08,00 Volume 0 21 0 49 0 0 0 0 Percent 0% 30% 0% 70% 0% 0% 0% 0% Pk total 70 0 Highest 08:45 07:00 Volume 0 7 0 17 0 0 0 0 Hi total 24 0 PHF .73 .0 • 0 • 0 0 0 C+T. 1ST STREET 0 0 0 0 0 0 590 09:00 on 11/14/06 08:00 I 08:00 I 416 0 0 0 I 40 590 0 0 I 1001, 06 0% 0% I 6% 94% 0% 0& I 416 I 630 I 08:30 I 08:45 I 124 0 0 0 I 8 164 0 0 I 124 I 172 I .84 1 .92 I SE 3RD AVENUE 21 21 70 49 49 590 630 40 40 l 630 70 0 0 0 0 0 • ALL VEHICLES 1,055 Intersection Total 1,116 477 0 0 21 40 61 0 SE 3RD AVENUE 416 0 0 0 0 0 0 0 0 0 1,055 SE 1ST STREET 49 590 416 416 0 416 0 SE 1ST STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060270 Start Date: 11/14/06 File I.D. : 1ST3AV_M Page : 3 SE 3RD AVENUE ISE 1ST STREET ISE 3RD AVENUE ISE 1ST STREET From North 'From East 'From South 'From West I I Right Thru UTurn Left I Right Thru UTurn Left 1 Right Thru UTurn Left Right Thru UTurn Left I Total Date 11/14/06 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 11/14/06 Peak start 16:45 16:45 16:45 Volume 0.. 38 0 29 0 0 0 0 232 Percent 01 57% 01 431 06 01 08 08 1001 Pk total 67 0 232 Highest 17:00 07:00 16:45 Volume 0 10 0 9 0 0 0 0 66 Hi total 19 0 66 PHF .88 .0 .88 PP, 1ST STREET 0 0 0 0 0 0 476 SE 3RD AVENUE 38 38 67 29 476 558 82 82 1 558 29 67 • ALL VEHICLES 16:45 0 0 0 82 476 0 0 0% 01 01 ' 15% 85% 01 06 ' 558 ' 17:30 0 0 0 20 133 0 0 153 I .91 Intersection Total 857 352 737 232 0 0 0 38 82 120 0 0 SE 3RD AVENUE 0 0 0 0 0 0 0 29 737 476 232 SE 1ST STREET 232 0 232 0 SE 1ST STREET & SE 3RD AVENUE MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ ' 'ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS Site Code : 00060270 Start Date: 11/14/06 File I.D. 1ST3AV_M Page : 1 SE 3RD AVENUE ISE 1ST STREET ISE 3RD AVENUE ISE 1ST STREET From North 'From East IFrom South 'From West Peds Right Thru Left 1 Peds Right Thru Left 1 Peds Right Thru Left Peds Right Thru Left I Total Date 11/14/06 07:00 4 0 0 0 1 13 0 0 0 1 12 0 0 0 1 3 0 0 0) 32 07:15 10 0 0 0 1 22 0 0 0 j 5 0 0 0 1 12 0 0 0 1 49 07:30 10 0 0 0 1 22 0 0 0 1 13 0 0 0 1 19 0 0 0 1 64 07:45 18 0 .0 0) 27 0 0 0 f 20 0 0 0) 13 0 0 0) 78 Hr .Total 42 0 0 0 I 84 0 0 0 1 50 0 0 0) 47 0 0 0 I 223 08:00 19 0 0 0 1 50 0 0 0) 52 0 0 0 1 20 0 0 0) 141 08:15 29 0 0 0 22 0 0 0 1 35 0 0 0 1 36 0 0 0) 122 08:30 35 0 0 0 1 36 0 0 0 1 22 0 0 0 1 43 0 0 0 I 136 08:45 20 0 0 0) 70 0 0 0) 37 0 0 0! 33 0 0 0 j 160 Hr Total 103 0 0 0 178 0 0 0 I 146 0 0 0 I 132 0 0 0 1 559 * BREAK 16:00 31 0 0 0) 80 0 0 0 1 60 0 0 0) 31 0 0 0) 202 16:15 41 0 0 0 1 81 0 0 0 1 54 0 0 0) 23 0 0 0) 199 16:30 34 0 0 0 1 57 0 0 0) 31 0 0 0) 39 0 0 0! 161 16:45 30 0 0 0 1 61 0 0 0) 48 0 0 0 1 25 0 0 0) 164 Hr Total 136 0 0 0 1 279 0 0 0 1 193 0 0 0 1 118 0 0 0 1 726 '" 10 27 0 0 0) 50 0 0 0) 65 0 0 0) 44 0 0 0) 186 5 16 0 0 0) 35 0 0 0 1 79 0 0 0) 31 0 0 0) 161 17:30 28 0 0 0 1 44 0 0 0 1 51 0 0 0! 34 0 0 0) 157 17:45 17 0 0 0) 36 0 0 0) 32 0 0 0) 20 0 0 0) 105 Hr Total 88 0 0 0 165 0 0 0 I227 0 0 0 I 129 0 0 0! 609 *TOTAL* 369 0 0 0 706 0 0 0 616 0 0 0 426 0 0 0 1 2117 BaK .ate en 4. s� K t r�l Op iMi0.1K, F-C.W8A, N0Vu419ef I (o, Zoo co ettauktbS- (A.tts Palo 40 5 � na(: iec/ 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 Station Identification Start date Stop date City/Town Location Interval Start time Stop time County . Biscayne Boulevard South of SE 1 Street ******************************************************************************* Nov 15 Northbound Volume : D1115013.PRN : 000000111407 : 000058410190 : Nov 15, 06 : Nov 15, 06 : Miami, Florida 15 minutes 00:00 24:00 Dade End Time 00 15 30 45 00 63 62 51 43 Hr Total 219 01 37 38 27 24 02 03 9 8 14 4 126 35 8 3 5 8 24 04 7 7 11 17 05 14 21 40 61 42 136 06 92 98 120 141 451 07 157 165 109 257 688 08 09 10 157 188 194 202 154 194 201 188 164 182 207 189 ---- ---- ---- 742 737\ 741 11 192 193 267 208 860 End Time 12 15 30 45 00 242 213 212 191 T'__ Total 858 13 14 192 179 208 183 762 188 178 177 216 759 15 163 221 229 197 810 16 202 221 204 212 839 17 18 19 275 405 278 393 309 281 363 228 1225 1.3.07 226 169 174 141 710 20 144 132 150 125 551 21 109 127 104 101 441 22 96 98 104 96 394 23 99 81 61 66 307 24 Hour Total : 13764 AM peak hour begins : 11:30 AM peak volume : 930 Peak hour factor : 0.87 PM peak hour begins : 17:30 PM peak volume : 1470 Peak hour factor : 0.91 ******************************************************************************* Z2 5 \moo)- - \Z6(c) z Q C-` \OUP A \-b \�� > _ \I-kt-\o y 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 : D1116009.PRN Station : 000000111407 Identification : 000058410190 Interval : 15 minutes Start date : Nov 16, 06 Start time : 00:00 Stop date : Nov 16, 06 Stop time : 24:00 City/Town : Miami, Florida County Dade Location : Biscayne Boulevard South of SE 1 Street ******************************************************************************* Nov 16 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 68 29 16 15 12 6 64 131 206 171 199 222 30 51 23 12 13 5 24 105 132 186 207 179 172 45 50 20 10 7 11 30 125 174 112 205 185 244 00 31 21 5 6 11 56 152 190 216 217 196 226 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 200 93 43 41 39 116 446 ;627 720i 800 759 864 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 190 148 198 175 289 277 280 245 156 139 145 97 30 220 271 141 197 215 226 249 228 110 133 144 78 45 233 186 200 205 217 367 244 172 142 133 118 86 00 209 209 219 160 205 295 233 206 146 120 112 100 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- J Total 852 814 758 737 926 1165 1006 851 554 525 519 361 24 Hour Total : 13816 AM peak hour begins : 11:30 AM peak volume : 880 Peak hour factor : 0.90 PM peak hour begins : 17:30 PM peak volume : 1191 Peak hour factor : 0.81 ******************************************************************************* �� \\(,1„5 100C, _ Z 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 : D1115021.PRN Station : 000000111409 Identification : 009845970017 Interval : 15 minutes Start date : Nov 15, 06 Start time : 00:00 Stop date : Nov 15, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard North of SE 1 Street ******************************************************************************* Nov 15 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 74 44 13 13 13 22 120 223 261 295 341 321. 30 77 50 17 11 14 34 155 241 274 271 325 352 45 63 37 29 7 22 64 195 210 281 291 309 413 00 52 49 9 12 23 90 218 358 278 342 341 335 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 266 180 68 43 72 210 688 1032 1094 1199 1316 1421 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 380 357 315 280 329 446 531 319 208 174 152 130 30 368 318 294 332 373 432 495 245 179 180 139 122 45 379 351 316 371 316 449 467 233 216 171 148 90 00 336 344 337 317 342 529 311 219 195 157 133 97 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- �' Total 1463 1370 1262 1300 1360 1856 1804 1016 798 682 572 439 24 Hour Total : 21511 AM peak hour begins : 11:30 AM peak volume : 1496 Peak hour factor : 0.91 PM peak hour begins : 17:45 PM peak volume : 2022 Peak hour factor : 0.95 ******************************************************************************* 1J6� \DT-\ 1\i� 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 : D1116017.PRN Station : 000000111409 Identification : 009845970017 Interval : 15 minutes Start date : Nov 16, 06 Start time : 00:00 Stop date : Nov 16, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard North of SE 1 Street ******************************************************************************* Nov 16 Northbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 95 48 23 19 13 12 98 216 292 277 310 344 30 76 31 18 15 9 37 156 211 277 300 308 313 45 66 28 17 12 16 52 197 255 210 352 361 407 00 42 32 15 16 15 82 233 296 330 336 312 369 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 279 139 73 62 53 183 684 978 1109 1265 1291 1433 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 359 259 329 332 409 420 411 347 258 234 194 142 30 378 434 283 358 332 361 393 305 205 207 218 121 45 399 349 332 306 355 487 353 253 240 187 174 121 00 364 346 345 298 346 451 323 320 240 171 154 131 ---- ---- ---- ---- ---- ----- ---- ---- ---- ---- ---- V. Total 1500 1388 1289 1294 1442 1719 1480 1225 943 799 740 515 24 Hour Total : 21883 AM peak hour begins : 11:30 AM peak volume : 1513 Peak hour factor : 0.93 PM peak hour begins : 17:30 PM peak volume : 1742 Peak hour factor : 0.89 ******************************************************************************* Pic`_ OA `Z,69 \� 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 Interval Start time . Stop time . County : Biscayne Boulevard South of SE 1 Street ******************************************************************************* Nov 15 : D1115020.PRN : 000000111408 : 000110252095 : Nov 15, 06 : Nov 15, 06 : Miami, Florida Southbound Volume 15 minutes 00:00 24:00 Dade End Time 00 15 30 45 00 8 12 5 9 Hr Total 34 01 8 3 2 7 02 03 2 1 0 5 4 2 1 2 20 8 9 04 05 06 07 1 2 54 136 26 10 73 124 1 41 89 146 4 54 91 209 32 107 307 615 08 217 240 303 315 1075 09 288 258 221 209 10 249 263 208 252 976 972 11 288 236 253 297 1074 End Time 12 15 30 45 00 293 286 241 262 P- Total 1082 13 14 251 266 229 228 974 218 239 272 227 956 15 210 279 263 217 969 16 17 18 19 20 21 22 23 267 291 315 244 180 143 119 107 263 245 263 228 155 144 117 123 302 326 291 198 154 154 89 78 279 304 249 164 169 150 69 62 1111 1166 1118 834 658 591 394 370 2,1 Hour Total : 15452 AM peak hour begins : 08:30 AM peak volume : 1164 Peak hour factor : 0.92 PM peak hour begins : 17:30 PM peak volume : 1208 Peak hour factor : 0.93 ******************************************************************************* Lv_ S}10-a, 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 : D1116016.PRN Station : 000000111408 Identification : 000110252095 Interval : 15 minutes Start date : Nov 16, 06 Start time : 00:00 Stop date : Nov 16, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard South of SE 1 Street ******************************************************************************* Nov 16 Southbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 68 29 15 12 14 9 46 110 201 187 234 200 30 45 32 14 10 10 16 48 151 204 236 208 275 45 48 23 14 10 8 22 75 139 244 206 186 253 00 40 22 7 10 7 36 107 193 255 195 234 237 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 201 106 50 42 39 83 276 593 904 824 862 965 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 249 266 246 245 236 278 279 199 286 180 172 106 30 244 269 229 269 245 330 234 234 244 162 157 64 45 257 236 228 289 250 292 258 178 195 172 128 93 00 254 241 243 228 253 326 247 225 167 150 131 94 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- T'"' Total 1004 1012 946 1031 984 1226 1018 836 892 664 588 357 24 Hour Total : 15503 AM peak hour begins : 11:15 AM peak volume : 1014 Peak hour factor : 0.92 PM peak hour begins : 17:15 PM peak volume : 1227 Peak hour factor : 0.93 ******************************************************************************* � _ \22so-\\CAt \\R 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 : D1116020.PRN Station : 000000111410 Identification : 000210521099 Interval : 15 minutes Start date : Nov 16, 06 Start time : 00:00 Stop date : Nov 16, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : Biscayne Boulevard North of SE 1 Street ******************************************************************************* Nov 16 Southbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 64 32 14 10 14 10 42 99 179 196 219 160 30 49 26 11 11 11 17 41 133 216 211 176 243 45 48 24 17 13 13 24 74 127 216 191 151 216 00 38 21 9 11 7 31 94 160 227 179 191 195 Hr Total 199 103 51 45 45 82 251 519 838 777 737 814 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 212 222 207 180 188 217 202 149 219 178 152 82 30 205 195 206 205 197 209 200 181 200 187 155 80 45 213 193 180 247 162 192 166 145 185 149 138 91 00 239 192 204 178 215 225 175 197 161 155 130 80 V~ Total 869 802 797 810 762 843 743 672 765 669 575 333 2-i Hour Total : 13101 AM peak hour begins : 11:15 AM peak volume : 866 Peak hour factor : 0.89 PM peak hour begins : 12:15 PM peak volume : 879 Peak hour factor : 0.92 ******************************************************************************* 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 : D1115023.PRN Station : 000000111406 Identification : 000058410150 Interval : 15 minutes Start date : Nov 15, 06 Start time : 00:00 Stop date : Nov 15, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SE 2 Street Between SE 1 Ave & SE 2 Ave ******************************************************************************* Nov 15 Westbound Volume End Tinie 00 01 02 03 04 05 06 07 08 09 10 11 15 7 14 2 0 1 8 24 57 97 178 140 106 30 10 2 3 4 16 9 25 77 120 138 112 132 45 3 0 2 5 4 15 41 85 128 134 112 109 00 3 4 1 1 9 25 68 111 161 120 107 104 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 23 20 8 10 30 57 158 330 506 570 471 451 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 115 118 127 119 122 143 134 93 61 62 51 29 30 105 130 141 120 126 154 154 87 48 41 40 20 45 99 122 107 121 145 162 155 73 76 43 40 18 00 110 115 114 102 121 166 109 112 48 37 37 32 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- i-`-- Total 429 485 489 462 514 625 552 365 233 183 168 99 24 Hour Total : 7238 AM peak hour begins : 08:45 AM peak volume : 611 Peak hour factor : 0.86 PM peak hour begins : 17:00 PM peak volume : 625 Peak hour factor : 0.94 ******************************************************************************* 50bAs S?? z SSz S�j`� 1` = s 3 - 5 `_kz- s _to 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 : D1116019.PRN Station : 000000111406 Identification : 000058410150 Interval : 15 minutes Start date : Nov 16, 06 Start time : 00:00 Stop date : Nov 16, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SE 2 Street Between SE 1 Ave & SE 2 Ave ******************************************************************************* Nov 16 Westbound Volume End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 23 9 1 4 3 5 29 62 99 155 114 106 30 12 6 1 3 4 14 24 63 142 144 99 121 45 13 12 3 4 4 8 33 82 119 150 101 138 00 7 7 6 3 4 14 55 103 156 118 135 122 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 55 34 11 14 15 41 141 310 516 567 449 487 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 152 144 111 105 156 154 153 90 103 51 58 41 30 142 145 129 112 111 187 140 95 129 55 53 25 45 108 127 132 155 161 161 93 96 102 55 39 14 00 125 115 122 148 140 158 121 81 83 62 40 21 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- "- Total 527 531 494 520 568 660 507 362 417 223 190 101 24 Hour Total : 7740 AM peak hour begins : 08:45 AM peak volume : 605 Peak hour factor : 0.97 PM peak hour begins : 17:00 PM peak volume : 660 Peak hour factor : 0.88 ******************************************************************************* z.� 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 D1115025.PRN 000000111405 000058410100 Nov 15, 06 Nov 15, 06 Miami, Florida SE 1 Street between Interval Start time . Stop time . County SE 1 Ave & SE 2 Ave 15 minutes 00:00 24:00 Dade ******************************************************************************* Nov 15 Eastbound Volume End Time 00 15 30 45 00 23 16 26 22 Hr Total 87 01 16 9 5 13 02 03 11 7 15 4 12 10 6 9 43 44 30 04 9 12 9 11 41 05 9 21 34 48 06 0 '7 58 93 113 126 139 104 212 205 112 390 660 08 172 252 251 249 924 09 276 212 192 198 878 10 11 176 179 162 154 187 166 178 143 671 674 End Time 12 15 30 45 00 156 156 155 160 7" Total 627 13 14 15 16 ---- ---- ---- ---- 168 156 154 153 149 153 141 142 176 160 148 133 165 127 126 108 ---- ---- ---- ---- 658 596 569 536 17 18 129 154 140 129 150 100 153 75 19 92 67 57 74 572 458 290 20 54 56 82 91 283 21 65 64 59 61 249 22 23 65 44 41 36 36 14 21 27 186 98 24 Hour Total : 9676 AM peak hour begins : 08:15 AM peak volume : 1028 Peak hour factor : 0.93 PM peak hour begins : 13:00 PM peak volume : 658 Peak hour factor : 0.93 ******************************************************************************* FDOT Peak Season Conversion Factor Report lson Factor Category Report - Report Type: 2005 Peak Category: 8701 .MIAMI-DADE SOUTH OD 0 0 44 0 0 1n a cn CA r1 V' MN ri ri O O O O O O O O O ri N 01 <r 1n V'1') M N N N N N NM 0101 Or) 0) MM V'IO CO CA ri Ol N U)01 rn 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 ri 0 0 0 0 o ri ri ri ri ri ,-1 ri ri ri ri r1 ,1 .1 ri ri ri .-i ,1 ri ri ri ,1 ri 1-4 r1 ,1 ,-i ri r1 r1 ri ri ri .i ri ri ri ,-1 ri ri ri ,-i ri ri .-i 0 0 ri O O rn CA ri V' o O rn 01 o 0 i r-1 0 0 ri r1 r- Ol N.i O O)tT CO CO CO CO ODOD CO CO CO O) O ri N 01 CV ri ri O O O O O O ,-1 ri ri r4 ri r-1 r1 N sr Ma N CAN U)M ri 00 CO 0D N N CA CV O) 01 O OO 01 CA O) O) Ol 1T D) O) O) Ol 1T O) 00 00000000000000 00 0000000000 CD CA O) 0) O) C. 010 0 0 ri ri ri O O O O O O O O O O O O r1 ri ri ri ri rl ri ri ri ri ,-i ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri r1 ri O O O O O 0 ri V) U) U) V) V) 1n V) u) V) U) u). u) 11) N V) 1f) V) V) 11 lf) N 1/) U) 1/) U) 1n 1n N V) V) 1) 1f) u) ./) U) V) .I) U) V) 1n U) U) U) 1f) U) U) V) 1r) V) u) U) 1n 1 ) O O O O O O O O O O O O O O O O o 0 0 O 0 0 O 0 O 0 O 0 0 0 0 O O O 0 O O O 0 O 0 O O O 0 O 0 O O O O 0 O 0 0 0 0 0 0 0 O 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 O O O O O O O N N N N N N N N N N N N N N N N N N N N N N N N N. N N N N N N N N N N N N N N N N N N N N N N N N N N N N \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ r1 CO u) N 01 V) N O) UD 1A N. O) 40 N 0) \D 0) 0 1- V• ri CO ar ri aD V) N T \O 01 O W 01 O h ('1 O 1' sr ri 00 1n N O1 1n N O) 40 Cl O sr ri O O .1 N N O ri r-1 N O ri r1 N O O r1 N 01 0 ri N N O r1 ri N O O r1 N 1') O ri N N O .-( r♦ N O O ri N N 0 ri r1 N O r1 ri N M \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ r1 ri ra ri ri N N N N 01 01 01 M a' V' V' Vr V' u) try 11 U) 10 10 10 O r r 1` h 1` CO CO CO CD 0) 0) 0) 0) O O O O 0 r1 ri ri ri N N N N N 000 000 CD 0000000 CD O 00 O 00000 0000000000 O 0000 r1 ri ri r1 ri r4.14 ri ri 1-4 r-1 ri ri r1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 N 1I) 1) 1n In 1) In in 1f) 11) 1!) 1.11 11) 1i) V) 1f) U) 11) 1() V) 1f) 11) U) 10 11) 11) U) V) V) V) V) V) u) ul V) V) 0 1() u) 11) 11) U) 11) 1!) 1n 1f) u) 1() V) V) 11) V) 11) 00000000000000000000000000000000000000000000000000000 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 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N Cl N N N N N N N N N N N N \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ", \ \ \ \ \ \ \ \ \ \ \ \ \ \ ri N O) 10 01 O 40010 N I00100, 1+1 0 1- 11' ri 00 o) N 0) V) N 01 %D M O 1, V' ri C V' .-I 00 a' ri CO 1n N 0) '0 1') O ID 1r) O (N Vr r-i 00 1n O O O ri N 1'j 0 rl N N O ri N N O 1-4 ri N O O ri N N O ri ri N O ri ri N 01 O ri N N O .i ri N O O ri N 1'1 O ri N N O ri ri N \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ri r1 .-( ri ri ri N N N N 01 01 01 01 Vr V. C' V' 1n 1n 1n 1n V) \D 1.1) lD 40 1` r' (` r 1- CO CO 00 CO O) O) O) 0) O O O O O r1 ri ri ri N N N N 000 0 000 0000 0 00000 0 000 O 000000 0000 0000000 ri.-1 ri r1 ri ri ri ri ri ri ri ri ri ri N 01 1' U1 1D N CO O) 0 ri N 01 V' u) \D 0 CO 0) O ri N 01 V' 1n ID (• CO O) O ri N 01 sr .I) VD r 00 O) 0 ri N 01 Vr 1) MD f` CO O) O r1 N CO ri ri ri ri ri .1 ri ri ,-1 ri N N N N N N N N N N 01 01 01 01 1') 1') 01 01 01 01 sr sr sr sr sr sr sr sr V' V' .n 11) V) 11 * ♦< i. i, K k i, M K i, i, i, k * Peak Season APPENDIX C: Miami -Dade Transit Data Route Maps Route 3 c�. WHEELCHAIR ACCESSIBLE NE 167 St au N. 1_+. NE 163 St I ♦— z 163 St Mall NE 199 S a.) NE 172 St w •ZNE171St Government Center Metrorail Station Flagler St a)' q) ro U DIPLOMAT MALL • CC) In H Hallandale Beach Blvd 192 St Cswy Aventura Blvd ♦MACYS AVENTURA MALL °, NE 17 Terr a U Pa OMNI OMNI BUS OmmoNsm TERMINAL b U on SW/SE 1 St —t DOWNTOWN BUS TERMINAL NE 14 St 0 . I IN— Wal-Mart 1 ■■■ North Map not to scale 9/02 Route 10 Government Center Metrorail Station I ri-i' N. Miami Ave IIMI 163 St Mall F NE 167 St mj z NE 163 St a) > Q N W Z NE 125 St NE 119 St NORTH MIAMI NE 17 St > > a> Q Q > N W W Z Z Z c NW/NE1 St Downtown Miami L SW/SE1 St Downtown Bus Terminal NORTH MIAMI BEACH North Map not to scale FIU SOUTH CAMPUS Short Turn W Flagler St 1 1 1 1 • F1' Mall of the Americas W Flagler St Route 11 ALL BUSES ARE WHEELCHAIR ACCESSIBLE Government Center Metrorail Station -o c� , ♦ NV E 1 St 4 5. U � rs _ r 1m li J FIU Bus Terminal EFFECTIVE: March 16, 2003 REISSUED: SW 107 Ave SW 16 St SW 17 St ONLY SHORT TRIPS ENTER MALL OF THE AMERICAS WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. DESTINATION SIGN EAST DOWNTOWN MIAMI - 0040 WEST MALL OF AMERICAS - 0042 WEST FIU SOUTH - 0046 NOT IN SERVICE - 02D6 North Map not to scale 2/03 Route 16 WHEELCHAIR ACCESSIBLE Government Center Metrorail Station Downtown Bus Terminal North Miami Miami Shores El Portal D in a.) LL NE 17 Terr 15 St,.. OMNI Bus 3 Terminal m c m >' > 0 Q- uvi in 0 Flagler St SW/SE 1 St co w z Q NE 167 St N �_163 Street w Mall z NE 163 St NE 159 St NE 125 St 11111411111111114111 Biscayne Park 0 0 V) f T FINE ► I NE14St t a1 LO w z a) w z NE 123 St North Miami Beach North Map not to scale Route 48 ALL BUSES ARE WHEELCHAIR ACCESSIBLE dVb BIKE & RIDE t` SW 66 St C Qo SW 70 St it South Miami Metrorail Station a.) N ;4Downtown Miami SW/SE 1 St SW/SE 2 St Douglas Road Metrorail Station a.) oMo Peacock ��Oe, • , Grand Ave -4—...^ a0� "'' �� Q . 1tP I M co a�SV Mercy Way 'd �0 T H�a C Hardee CZ a.) University Metrorail Station SE 4 St (=1 f/J North Map not So scale Flagler MAX LIMITED STOPS a) N Government Center Metrorail Station Flagler St NW/NE 1 Si \, SW 8 St co a, SWfjSO 1 St Q Downtown ,II > > co Bus Terminal �\ M N 18 St U) li CO CO Omni International Mall NM Omni Bus Terminal a), > a�. N w z NE 14 St m NE 3 St Coral Way 0 0 0 0) m Macq 19 St 17 St 4r sw,j, 5 St !ti North Map not to scale Route 77 6 WHEELCHAIR ACCESSIBLE Golden Glades • Park & Ride LIBERTY CITY Culmer Metrorail Station NW 199 St > a r-- > z Q N NW 183 St z / a) > Q r•-• z North Map not to scale tik NORTH MIAMI f EVENINGS ONLY Government Center Metrorail Station NW/NE 1 St Downtown > � Miami CO^ N O SW 2 St SW/SE 1 St Izi Biscayne Blvd Downtown Bus Terminal BISCAYNE MAX Route 93 dvb BIKE ALL BUSES ARE ACCESSIBLE WHEELCHAIR ACCESSIBLE CM Limited Stop (Southbound) Ojus MAKES ALL LOCAL STOPS NORTH OF 163 ST North miami Miami Shore 96 St 91 St El Portal — 79 St 1 C° Aventura Aventura Mall 163 St North miami 151 St Beach 146 St 135 St 123 St Sans Souci Blvd 107 St 71 St 70 St (Northbound) 62 St Little Haiti 54 St Wynwood MAKES ALL LOCAL STOPS SOUTH OF 19 ST Government Center Metrorail Station (111) Downtown Bus Terminal Flagler St m SW/SE 1 St 36 St 29 St 19 St OMNI Bus Terminal Downtown Miami OMNI North Map not 7roto6 scale U z CAROL CITY Q - 173 Rd Dr z Exit NW 8 St NW183 St NW 22 Ave N z NW175 St q4 '_I 0 `0 q{ n :i i9 >J 711 Nr !'3 !-_•. NW 167 St Palmetto X-Way AM NW 5 St Q 1 Downtown Miami SW/SE 1 St ht 8 St > Q Brickell m SE 13 St 1 Golden Glades Park & Ride Route 95x Carol City PM TRIPS FROM CIVIC CENTER TO CAROL CITY: Tranfer at Golden Glades to Carol City Express 10 rn NE 36 St 84m®era North Map not to scale PM m U NW6St C0 a' 1 Downtown "' Miami 11 Flagler (13 N SE4St a) 8St > Y Q U ,(7> m` Brickell SE13St Golden Glades Park/Ride 6;) Biscayne • NW 151 St Gardens North Miami West Little River Model City Lindsey Hopkins Tech. School Culmer Metrorail Station • NW 135 St • • • • • • • • • • • "I I NW 125 St NW 119 St NW 103 St NW 95 St NW 79 St NW 71 St Buena Vista NW 62 St NW 54 St NW 36 St NW 29 St • NW 20 St • NW 17 St • NW 11 St si4: �or d Little Haiti Wynwood NW 7 Avenue MAX Route 277 ALL BUSES ARE WHEELCHAIR ACCESSIBLE LIMITED STOPS Government Center rMetrorail Station NW1St SW2St a) Downtown Miami SW 1 St SW 2 St North Map not to scale 7/06 Government Center Metrorail Station Brickell Metrorail Station Rickenbacker Causeway North Map not to scale 2/06 Seaquarium KEY BISCAYNE Crandon a' ■ Park ki?Or` Cape Florida State Park Route B Route 102 ALL BUSES ARE WHEELCHAIR ACCESSIBLE Route C Government Center Metrorail Station Omni . Bus Terminal ■ Downtown Bus Terminal Omni Bus Terminal NE14 St r SW/SE 1 St 440,1 cir Mt. Sinai Hospital Flagler St eWay MIAMI BEACH 17 St SOUTH BEACH Lincoln Rd 41 St North Map not to scale Route K WHEELCHAIR ACCESSIBLE OMNI Bus Terminal NE 14 St Government Center Metrorail Station BROWARD COUNTY Flagler St 1 _J SW/SE 1 St Downtown Bus Terminal North Map not to scale 9/02 Atlantic Shores Blvd vA .a.Diplomat I ' z :all b a) Hallandale Beach Blvd WINSTON EN ■ TOWERS Short Turn Causeway '9c e'b ca BUS ZONE TOLL BOOTH HAULOVER MARINA 5 St - 0 ro SOUTH BEACH a) U 85 St 77 St O Q U 63 St 178 St 174 St a) MIAMI BEACH Route S WHEELCHAIR ACCESSIBLE Downtown Bus Terminal Omni Bus Terminal NE 14 St Flagler St .a — SW/SE 1 St 13 St Se G�. Aventura Mali Coo Sep ay C) 0 Aventura Blvd c 0 Q NW 5 St 2allahad Dade Blvd 0 ,02 St Causeway 17 St Cr) a> w c \ 96St 2 c Lincoln Rd Washington Ave North Map not to Scale NW 16 St. NW15 St. NW 14 St. NW 12 .t. w NW 6 St. NW 4 St. NW 3 St. GOVERNME CENTE STATIO NW 1 St. W. Fla • ler St. SW 1 St. SW 2 St. SW 3 St. SW 7 St. SW 9 St. SW 10 St. SW 11 St. SW 13 St. SW 14 St. NW 10 St. NW 9 St. NW 8 St. AR STATE-P S NE 11 E 10 St NE9St. NE 8 St. NE 7 St. COLLE NORT S NE1.St. CENT ARK S (closed L. ENTH STREET ST TION ARK WEST TATION EDM WER ATION ERWALK TION w F FTH STREET S ATION TEN H STREET/ PRIMENADE LL Si' TION ON FINAN D STRICT ST North VENETIAN CAUSEWAY MacARTHUR CAUSEWAY u�. LEGEND Omni Loop Brickell Loop Downtown Loop i,. 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 Ridership Data A.M. Peak Hour AM Peak Period Route 3 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 8/22/2006 753 6 SB 38 15 53 Tuesday 8/22/2006 749 1 NB 38 15 53 Average Per Direction Ridership Capacity NB 1 53 SB 6 53 AM Peak Period Route 10 Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 3/29/2006 900 5 SB 38 15 53 Monday 3/20/2006 804 25 SB 38 15 53 Wednesday 5/18/2005 928 8 NB 38 15 53 Friday 1/28/2005 725 12 NB 38 15 53 Monday 1/10/2005 820 1 SB 38 15 53 Tuesday 1/4/2005 856 1 NB 2 15 17 Average Per Direction Ridership Capacity NB 7 41 SB 10 53 AM Peak Period Route 11 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 5/23/2006 810 10 WB 63 20 83 Tuesday 12/6/2005 952 38 WB 42 20 62 Monday 4/4/2005 722 6 EB 63 20 83 Tuesday 5/24/2005 708 4 WB 63 20 83 Tuesday 5/24/2005 900 2 EB 63 20 83 Tuesday 4/19/2005 714 0 EB 42 20 62 Tuesday 4/19/2005 716 18 WB 42 20 62 Average Per Direction Ridership Capacity EB 3 76 WB 18 73 AM Peak Period Route 16 Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 7/10/2006 831 2 NB 43 20 63 Friday 10/21/2005 855 6 SB 38 15 53 Tuesday 5/31/2005 837 0 NB 38 15 53 Average Per Direction Ridership Capacity NB 1 58 SB 6 53 AM Peak Period Route 48 Day Date Time Number of Passengers Direction Seats Standees Capacity Thursday 3/23/2006 705 1 SB 26 15 41 Wednesday 5/18/2005 700 2 NB 26 15 41 Wednesday 5/18/2005 739 2 SB 26 15 41 Tuesday 5/17/2005 800 2 NB 26 15 41 Tuesday 5/17/2005 850 4 SB 26 15 41 Monday 5/16/2005 831 2 NB 26 15 41 Thursday 2/3/2005 709 1 SB 26 15 41 Average Per Direction Ridership Capacity NB 2 41 SB 2 41 AM Peak Period Route 51 Day Date Time Number of Passengers Direction Seats Standees Capacity Thursday 4/7/2005 706 7 WB 38 15 53 Wednesday 4/12/2006 743 17 EB 38 15 53 Wednesday 4/12/2006 836 18 WB 38 15 53 Friday 4/8/2005 717 26 EB 38 15 53 Friday 4/8/2005 806 14 WB 38 15 53 Average Per Direction Ridership Capacity EB 22 53 WB 13 53 AM Peak Period Route 77 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 5/31/2005 748 5 SB 38 15 53 Thursday 7/6/2006 801 14 SB 38 15 53 Thursday 4/27/2006 844 7 NB 38 15 53 Thursday 10/13/2005 832 8 NB 38 15 53 Thursday 7/21/2005 755 5 NB 38 15 53 Tuesday 7/19/2005 7 7 NB 38 15 53 Friday 7/1/2005 728 0 SB 38 15 53 Monday 5/16/2005 841 0 NB 38 15 53 Average Per Direction Ridership Capacity NB 5 53 SB 6 53 AM Peak Period Biscayne Max 93 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 12/13/2005 735 13 NB 42 20 62 Tuesday 8/2/2005 715 15 NB 42 20 62 Tuesday 7/12/2005 721 16 NB 42 20 62 Monday 7/25/2005 727 17 NB 45 20 65 Tuesday 7/12/2005 841 3 NB 42 20 62 Wednesday 6/1/2005 853 13 NB 42 20 62 Monday 1/31/2005 707 16 NB 45 20 65 Average Per Direction Ridership Capacity NB 13 63 SB 0 0 AM Peak Period Route 95/Carol City Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 1/25/2006 805 0 SB 38 15 53 Thursday 4/21/2005 731 1 SB 43 20 63 Thursday 4/21/2005 849 0 SB 38 15 53 Average Per Direction Ridership Capacity NB 0 0 SB 0 39 AM Peak Period Route 277 Day Date Time Number of Passengers Direction Seats Standees Capacity Thursday 3/16/2006 721 1 SB 38 15 53 Thursday 3/16/2006 855 1 SB 38 15 53 Friday 12/9/2005 809 4 SB 42 20 _ 62 Friday 12/9/2005 835 2 NB 42 20 62 Average Per Direction Ridership Capacity NB 2 62 SB 2 56 AM Peak Period Route B Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 4/3/2006 846 11 SB 38 15 53 Average Per Direction Ridership Capacity NB 0 0 SB 11 53 AM Peak Period Route C Day Date Time Number of Passengers Direction Seats Standees Capacity Thursday 3/23/2006 827 12 NB 38 15 53 Thursday 12/29/2005 754 25 NB 38 15 53 Thursday 8/18/2005 845 4 NB 38 15 53 Wednesday 4/20/2005 754 2 NB 38 15 53 Tuesday 4/19/2005 846 12 SB 38 I5 53 Average Per Direction Ridership Capacity NB 11 53 SB 12 53 AM Peak Period Route K Day Date Time Number of Passengers Direction Seats Standees Capacity Thursday 8/31/2006 704 6 NB 38 15 53 Wednesday 7/27/2005 805 14 NB 38 15 53 Friday 3/18/2005 751 20 _ NB 38 15 53 Average Per Direction Ridership Capacity NB 13 53 SB 0 0 AM Peak Period Route S Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 9/11/2006 837 18 SB 38 15 53 Monday 11/21/2005 721 11 NB 63 20 83 Tuesday 3/29/2005 834 4 NB 63 20 83 Monday 8/29/2005 847 28 NB 63 20 83 Tuesday 8/23/2005 713 33 NB 38 15 53 Tuesday 7/26/2005 838 10 NB 38 15 53 Average Per Direction Ridership Capacity NB 17 71 SB 18 53 AM Peak Period Brickell Loop (Metromover) Day Date Time Number of Passengers Direction Capacity Wednesday 1/25/2006 754 3 NB 75 Wednesday 1/25/2006 722 2 NB 75 Tuesday 11/15/2005 825 8 NB 75 Tuesday 11/15/2005 750 5 NB 75 Wednesday 12/28/2005 821 10 NB 75 Tuesday 12/13/2005 858 15 NB 75 Average Per Direction Ridership Capacity NB 7 75 SB 0 0 AM Peak Period Omni Loop (Metromover) Day Date Time Number of Passengers Direction Capacity Thursday 2/2/2006 827 15 NB 75 Tuesday 8/1/2006 814 11 NB 75 Tuesday 8/29/2006 803 13 NB 75 Thursday 2/2/2006 800 11 NB 75 Wednesday 5/24/2006 835 7 NB 75 Wednesday 5/24/2006 900 3 NB 75 Thursday 11/10/2005 726 10 NB 75 Thursday 4/13/2006 813 12 NB 75 Friday 4/21/2006 759 2 NB 75 Average Per Direction Ridership Capacity NB 9 75 SB 0 0 AM Peak Period Inner Loop (Metromover) Day Date Time Number of Passengers Direction Capacity Monday 5/1/2006 838 7 SB 75 Monday 5/1/2006 849 7 SB 75 Thursday 6/1/2006 804 7 SB 75 Thursday 6/1/2006 832 0 SB 75 Tuesday 8/8/2006 829 2 SB 75 Tuesday 8/8/2006 843 3 SB 75 Wednesday 1/4/2006 750 2 SB 75 Wednesday 1/4/2006 802 3 SB 75 Thursday 4/13/2006 848 10 SB 75 Thursday 4/13/2006 854 5 SB 75 Average Per Direction Ridership Capacity NB 0 0 SB 5 75 AM Peak Summary Route NB/ER/CLOCKWISE SB/WB/COUNTER CLOCKWISE Average Ridership Average Capacity Average Ridership Average Capacity Route 3 1 53 6 53 Route 10 7 41 10 53 Route 11 3 76 18 73 Route 16 1 58 6 53 Route 48 2 41 2 41 Route 51 22 53 13 53 Route 77 5 53 6 53 Route Biscayne Max 93 13 63 0 0 Route 95 0 0 0 39 Route 277 2 62 2 56 Route B 0 0 11 53 Route C 11 53 12 53 Route K 13 53 0 0 Route S 17 71 18 53 Brickell Loop Metromover 7 75 0 0 Omni Loop Metromover 9 75 0 0 Inner Loop Metromover 0 0 5 75 Total Ridership 113 109 P.M. Peak Hour PM Peak Period Route 3 Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 5/10/2006 1600 5 NB 38 15 53 Monday 5/1/2006 1750 2 SB 38 15 53 Average Per Direction Ridershi Capacity NB 5 53 SB 2 53 PM Peak Period Route 10 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 3/21/2006 1709 0 SB 38 15 53 Tuesday 3/21/2006 1715 2 NB 38 15 53 Monday 3/20/2006 1745 8 SB 38 15 53 Tuesday 6/21/2005 1611 7 NB 38 15 53 Average Per Direction Ridership Capacity NB 5 53 SB 4 53 PM Peak Period Route 11 Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 8/9/2006 1718 33 WB 38 15 53 Wednesday 4/19/2006 1701 0 EB 38 15 53 Wednesday 7/20/2005 1630 40 EB 38 15 53 Wednesday 7/20/2005 1630 40 WB 38 15 53 Thursday 2/17/2005 1745 79 WB 38 15 53 Thursday 6/30/2005 1711 37 WB 62 20 82 Average Per Direction Ridership Capacity EB 20 53 WB 47 60 PM Peak PeriodRoute 16 Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 3/29/2006 1607 2 NB 38 15 53 Friday 12/9/2005 1710 15 NB 38 15 53 Friday 10/21/2005 1606 6 SB 38 15 53 Monday 7/25/2005 1650 0 SB 38 15 53 Tuesday 5/31/2005 1637 6 NB 38 15 53 Average Per Direction Ridership Capacity NB 8 53 SB 3 53 PM Peak Period Route 48 Day Date Time Number of Passengers Direction Seats Standees Capacity Friday 6/17/2005 1717 2 NB 26 15 41 Friday 6/17/2005 1741 0 SB 26 15 41 Thursday 6/16/2005 1600 0 NB 26 15 41 Thursday 6/16/2005 1650 0 SB 26 15 41 Wednesday 6/15/2005 1759 3 NB 26 15 41 Friday 4/15/2005 1609 0 SB 26 15 41 Thursday 2/24/2005 1743 6 NB 26 15 41 Average Per Direction Ridership Capacity NB 3 41 SB 0 41 PM Peak Period Route 51 Day Date Time Number of Passengers Direction Seats Standees Capacity Friday 7/7/2006 1421 21 EB 38 15 53 Wednesday 4/12/2006 1728 18 EB 38 15 - 53 Thursday 6/23/2005 1748 16 EB 38 15 53 Friday 4/14/2006 1700 11 EB 38 15 53 Thursday 4/14/2005 1752 17 WB 38 15 53 Wednesday 3/30/2005 1739 12 EB 38 15 53 Monday 4/11/2005 1603 29 EB 38 15 53 Monday 4/11/2005 1658 14 WB 38 15 53 Average Per Direction Ridership Capacity EB 18 53 WB 16 53 PM Peak Period Route 77 Day Date Time Number of Passengers Direction Seats Standees Capacity Tuesday 1/10/2006 1751 0 SB 38 15 53 Thursday 12/29/2005 1640 26 NB 38 15 53 Friday 12/9/2005 1736 19 NB 38 15 53 Friday 12/9/2005 1620 27 NB 38 15 53 Monday 11/7/2005 1617 19 NB 43 20 63 Thursday 10/13/2005 1638 14 SB 42 20 62 Tuesday 7/19/2005 1615 12 NB 38 15 53 Monday 7/18/2005 1614 17 NB 38 15 53 Wednesday 6/1/2005 1714 46 NB 36 15 51 Average Per Direction Ridership Capacity NB 24 54 SB 7 58 PM Peak Period Biscayne Max 93 Day Date Time Number of Passengers Direction Seats Standees Capacity Friday 7/1/2005 1626 10 NB 42 20 62 Tuesday 7/12/2005 1414 6 NB 43 20 63 Tuesday 2/1/2005 1732 12 NB 43 20 63 Friday 7/1/2005 1405 4 NB 38 15 53 Average Per Direction Ridership Capacity NB 8 60 SB 0 0 PM Peak Period Route 95/Carol City Day Date Time Number of Passengers Direction Seats Standees Capacity Average Per Direction Ridership Capacity NB 0 0 SB 0 0 No data available PM Peak Period Route 277 Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 3/13/2006 1709 9 NB 38 15 53 Thursday 1/5/2006 1617 4 NB 38 15 53 Thursday 12/8/2005 1728 5 NB 38 15 53 Monday 10/10/2005 1640 3 SB 38 15 53 Thursday 11/10/2005 1611 2 NB 38 15 53 Thursday 11/10/2005 1728 0 SB 38 15 53 Thursday 11/10/2005 1803 11 NB 38 15 53 Average Per Direction Ridership Capacity NB 6 53 SB 2 53 PM Peak Period Route B Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 9/27/2006 1424 2 SB 38 15 53 Wednesday 9/27/2006 1536 6 NB 38 15 53 Monday 6/27/2005 1625 7 SB 38 15 53 Monday 6/27/2005 1735 1 SB 38 15 53 Monday 5/2/2005 1442 0 NB 38 15 53 Monday 5/2/2005 1641 5 SB 38 15 53 Monday 5/2/2005 1758 7 SB 38 15 53 Tuesday 4/26/2005 1625 2 SB 38 15 53 Tuesday 4/26/2005 1755 2 SB 2 15 17 Average Per Direction Ridership Capacity NB 3 53 SB 4 48 PM Peak Period Route C Day Date Time Number of Passengers Direction Seats Standees Capacity Friday 6/16/2006 1421 16 NB 38 15 53 Wednesday 12/28/2005 1438 0 SB 38 15 53 Friday 12/16/2005 1422 28 NB 38 15 53 Friday 9/16/2005 1544 6 NB 38 15 53 Average Per Direction Ridership Capacity NB 17 53 SB 0 53 PM Peak Period Route K Day Date Time Number of Passengers Direction Seats Standees Capacity Wednesday 2/15/2006 1602 9 NB 38 15 53 Tuesday 2/7/2006 1628 0 NB 38 15 53 Wednesday 7/27/2005 1409 10 SB 38 15 53 Thursday 5/18/2006 1548 0 SB 38 15 53 Average Per Direction Ridership Capacity NB 5 53 SB 5 53 PM Peak Period Route S Day Date Time Number of Passengers Direction Seats Standees Capacity Monday 2/27/2006 1622 27 NB 42 20 62 Friday 11/18/2005 1649 9 NB 63 20 83 Monday 11/14/2005 1614 6 NB 38 15 53 Wednesday 7/6/2005 1748 6 SB 74 20 94 Average Per Direction Ridership Capacity NB 14 66 SB 6 94 PM Peak Period Brickell Loop (Metromover) Day Date Time Number of Passengers Direction Capacity Friday 9/15/2006 1723 11 NB 75 Friday 9/15/2006 1653 12 NB 75 Thursday 9/15/2005 1622 23 NB 75 Tuesday 9/26/2006 1710 2 NB 75 Wednesday 4/5/2006 1612 16 NB 75 Tuesday 2/7/2006 1603 11 NB 75 Friday 4/7/2006 1646 9 NB 75 Friday 4/7/2006 1716 8 NB 75 Tuesday 12/20/2005 1734 16 NB 75 Average Per Direction Ridership Capacity NB 12 75 SB 0 0 PM Peak Period Omni Loop (Metromover) Day Date Time Number of Passengers Direction Capacity 75 Wednesday 3/22/2006 1648 21 NB Wednesday 3/22/2006 1716 17 NB 75 Thursday 12/15/2005 1619 12 NB 75 Monday 1/16/2006 1558 25 NB 75 Tuesday 10/11/2005 1708 18 NB 75 Tuesday 6/20/2006 1720 16 NB 75 Wednesday 11/23/2005 1734 14 NB 75 Tuesday 4/ 11 /2006 1644 29 NB 75 Tuesday 7/11/2006 1724 24 NB 75 Average Per Direction Ridership Capacity NB 20 75 SB 0 0 PM Peak Period Inner Loop (Metromover) Day Date Time Number of Passengers Direction Capacity Wednesday 9/6/2006 1654 7 SB 75 Wednesday 9/6/2006 1708 7 SB 75 Wednesday 8/9/2006 1608 7 SB 75 Wednesday 8/9/2006 1620 0 SB 75 Friday 5/5/2006 1628 2 SB 75 Friday 5/5/2006 1644 3 SB 75 Thursday 6/29/2006 1600 3 SB 75 Thursday : 6/15/2006 1726 10 SB 75 Thursday 6/15/2006 1738 5 SB 75 Average Per Direction Ridership Capacity NB 0 0 SB 5 75 PM Peak Summary Route NB/EB/CLOCKWISE SB/WB/COUNTER CLOCKWISE Average Ridership Average Capacity Average Ridership Average Capacity Route 3 5 53 2 53 Route 10 5 53 4 53 Route 11 20 53 47 60 Route 16 8 53 3 53 Route 48 3 41 0 41 Route 51 18 53 16 53 Route 77 24 54 7 58 Route Biscayne Max 93 8 60 0 0 Route 95 0 0 0 0 Route 277 6 53 2 53 Route B 3 53 4 48 Route C 17 53 0 53 Route K 5 53 53 53 Route S 14 66 6 94 Brickell Loop Metromover 12 75 0 0 Omni Loop Metromover 20 75 0 0 Inner Loop Metromover 0 0 5 75 Total Ridership 168 149 APPENDIX D: Existing Conditions (2006) SYNCHRO 6.0 Outputs Miami -Dade County Public Works Department Existing Timing Plans WEDNESDAY T. AG FOR 2211 US 1 & SE 1 ST 12-06-06 TYPE TIME PATTERN NUMBER AND NAME 0 20 30 23 030 22 600 9 720 8 930 17 1545 11 EARLY NITE 2/0 LATE NITE 7/0 NITE 6/0 AVERAGE AM PEAK MID -DAY PM PEAK MINIMUMS: OFF NSW 7 F Y Y EW F 7 SECTION Y Y 60 44 10 4 4 10 10 4 4 60 44 10 4 4 10 10 4 4 60 44 10 4 4 10 10 4 4 60 47 10 4 4 7 10 4 4 68 47 10 4 4 17 10 4 4 56 44 10 4 4 20 10 4 4 B7 48 10 4 4 16 10 4 4 2 1800 12 2100 18 2300 20 2 3 4 5 6 14 15 24 MONDAY. POST PM PEAK BAYSIDE EXIT EARLY NITE 2/0 O.B PARADE IN ORAND PRIX 1/0 O' B PARADE OUT MID -DAY (M & F PM PEAK (M & F) :•RENA IN ARENA OUT RECALL TEST TIME PT CYC 0 30 530 600 720 930 1545 1800 2100 2300 20 23 22 9 8 5 6 12 18 20 90 90 90 90 100 1-00 100 90 90 90 TUESDAY TIME PT CYC 0 30 315 345 530 600 720 930 1545 1800 2100 2300 20 23 24 23 22 9 8 17 11 12 18 20 90 90 90 90 90 90 100 100 100 90 90 90 WEDNESDAY TIME PT CYC 0 30 530 G00 720 930 1545 1800 2100 2300 20 90 23 90 22 90 9 90 8 100 17 100 11 100 12 90 18 90 20 90 54 47 10 4 4 7 10 4 4 60 47 10 4 4 7 10 4 4 60 44 10 4 4 10 10 4 4 61 38 10 4 4 16 10 4 4 60 23 10 4 4 31 10 4 4 54 32 10 4 4 32 10 4 4 60 47 10 4 4 17 10 4 4 92 57 10 4 4 7 10 4 4 92 47 10 4 4 17 10 4 4 92 17 10 4 4 17 10 4 4 60 44 10 4 4 10 10 4 4 THURSDAY TIME PT CYC 0 30 530 600 720 930 1545 1800 2100 2300 20 90 23 90 22 90 9 90 8 100 17 100 11 100 12 90 18 90 20 90 FRIDAY TIME PT CYC 0 30 530 600 720 930 1545 1800 2100 2300 20 23 22 9 8 5 G 12 18 20 90 90 90 90 100 100 100 90 90 90 SATURDAY TIME P'1' CYC 0 20 90 115 23 90 530 22 90 600 9 90 700 17 100 1815 9 90 SUNDAY ;.I iI•I CYCLE SKI EYT MC 90 90' 90' 90 10D • I'Al NO SCHOOL NO SCHOa1 l MONDAY FRIDAY' 100 100 .. 90 90•• 90: 90 90 100 100 100 . 100:' 100; 90' • TIME PT CYC TIME PT CYC TIME PT tYC 0 20 90 115 23 90 530 22 90 600 9 90 700 17 100 1815 9 90 6 6 6 6 [TX/RX NO 9865] 12/06/06 WEDNESDAY i .NG FOR 2225 SE 3 AVR & 2 ST TIME PATTERN NUMBER AND NAME OFF MINIMUMS: o 22 EARLY NIGHT 3/0 100 23 LATE NIGHT 4/0 600 9 AVERAGE 645 8 PRE/POST AM PEAK 730 1 AM PEAK 930 9 AVERAGE 1545 11 PM PEAK 1an 12 POST PM PEAK 1900 9 AVERAGE 2300 22 EARLY NIGHT 3/0 2 0 B PARADE IN 3 GRAND PRIX WEEKEND 4 0 B PARADE OUT 5 PRE AM PEAK 24 RECALL TEST MONDAY TIME PT CYC 0 100 600 645 730 930 1545 1800 1900 2300 22 23 9 8 1 9 11 12 9 22 •90 ' 90 eo 110 90 100 90 90 90 TU115DAY TIME PT CYC 0 100 315 345 600 645 730 930 1545 1800 1900 2300 22 23 24 23 9 8 1 9 11 12 9 22 90 90 90 90 90 90 110 90 100 90 90 90 WEDNESDAY TIME PT CYC 0 100 600 645 730 930 1545 1800 1900 2300 22 90 23 90 9 90 8 90 1 110 9 90 11 100 12 90 9 90 22 90 12-06-06 TYP, SECTION 228 WW F Y R NL Y NSW F G Y R 7 5 1 14 46 6 4 1 7 3 7 10 1 4 1 32 46 6 4 1 7 3 7 10 1 4 1 26 34 6 4 1 10 3 7 10 10 4 1 40 34 6 4 1 10 3 7 10 10 4 1 63 36 6 4 1 10 3 7 10 28 4 1 26 34 6 4 1 10 3 7 10 10 4 1 4 44 6 4 1 LO_ 3. 2___19 10 4_ 3 39 6 4 1 7- 3 7 10 8 4 1 28 34 6 4 1 10 3 7 1.0 10 4 1 14 46 6 4 1 7 3 7 10 1 4 1 84 37 6 4 1 7 3 7 10 10 4 1 72 32 6 4 1. 7 3 7 10 15 4 1 14 44 6 4 1 10 3 7 10 10 4 1 18 22 6 4 1 7 3 7 10 15 4 1 42 32 6 4 1 7 3 7 10 15 4 1 THURSDAY TIME PT CYC 0 100 600 645 730 930 1545 1800 1900 2300 22 90 23 90 9 90 8 90 1 110 9 90 11 100 12 90 9 90 22 90 FRIDAY SATURDAY SUNDAY �Pa 2 CYCLE SI&^ EYT MC 90 90 90 • �I1 90 • 110 . 90 11 1 00•I' 90 i 90 90 90 90 100: 90' ij .I Ili NO SCHOOL NO SCHOOL MONDAY FRIDAY TIME PT CYC TIME PT CYC TIME PT CYC TIME PT CYC TIME PT CYC (1 0 100 600 645 730 930 1545 1800 1900 2300 22 23 9 8 1 9 11 12 9 22 90 90 90 90 110 90 100 90 90 90 0 22 90 200 23 90 600 9 90 0 22 90 200 23 90 600 9 90 [TX/RX NO 9865) 12/06/06 i WEDNESDAY 1_ _NG FOR 2212 SE 3 AVE & 1 ST TIME PATTERN NUMBER AND NAME 0 23 600 13 630 7 720 8 930 9 1130 10 1345 9 1545 11 1800 12 1900 13 2300 23 2 3 5 6 14 15 16 17 24 MINIMUMS: LATE NIGHT 37/1 NITE 0/1 PRE AM M2 0/1 AM PEAK M1 1/1 MID -DAY M1 0/1 MID -DAY M1 0/1 MID -DAY M1 0/1 PM PEAK KI_Q/ 1 POST PM M2 0/1 NITE 0/1 LATE NIGHT 37/1 0 D PARADE IN M1 0/1 GRAND PRIX M2 0/2 MID -DAY M1 0/1 0.13 PARADE OUT M1 0/1 SATURDAY MID -DAY M1 0/1 MIAMI ARENA OUT -NIGHT PM PEAK M1 0/1 NE 2 AVE HIGH SPEED M2 0/1 RECALL TEST MONDAY TIME PT CYC 0 600 630 720 930 1130 1345 1545 1800 1900 2300 23 13 7 8 9 10 9 11 12 13 23 60 60 60 90 90 90 90 100 90 60 60 TUESDAY TIME PT CYC 0 23 315 24 345 23 600 13 630 7 720 8 930 9 1130 10 1345 9 1545 11 1800 12 1900 13 2300 23 60 60 60 60 60 90 90 90 90 100 90 60 60 WEDNESDAY TIME PT CYC 0 600 630 720 930 1130 1345 1.545 1800 1900 2300 23 60 13 60 7 60 8 90 9 90 10 90 9 90 11 100 12 90 13 60 23 60 12-06-06 OFF EW 7 10 27 13 24 4 24 20 43 8 43 8 43 8 43 24 53 14 25 13 24 10 27 11 43 14 43 8 43 98 48 8 43 98 48 12 58 10 24 10 27 THURSDAY TIME PT CYC 0 23 60 600 13 60 630 7 60 720 8 90 930 9 90 1130 10 90 1345 9 90 1545 11 100 1800 12 90 1900 13 60 2300 23 60 TYP1 .l SECTION 25 F Y R SL 5 Y NSW F G Y R 1 5 4 1 5 3 7 5 1 4 1 5 4 1 5 3 7 5 1 4 1 5 4 1 5 3 •1 5 1 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 7 3 7 5 28 4 1 5 4 1 5 3 7 5 1 4 1 5 4 1 5 3 7 5 1 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 12 4 1 5 4 1 10 3 7 5 7 4 1 5 4 1 10 3 7 5 12 4 1 5 4 1 10 3 7 5 12 4 1 5 4 1 5 3 7 5 1 4 1 5 4 1 5 3 7 5 1 4 1 CYCLE SKIP EYT MC 63 60 60 90 90- 90 90 100 90 .. 60 63, 90 90 90 100 90 100 110 60 63 NO SCHOOL NO SCHOOL FRIDAY SATURDAY SUNDAY MONDAY FRIDAY TIME PT CYC TIME PT CYC TIME PT CYC TTMF PT CYC TIME:.PT 'CSC 0 23 60 600 13 60 630 7 60 720 8 90 930 9 90 1130 10 90 1345 9 90 1545 11 100 1800 12 90 1900 13 60 0 23 60 0 23 60 600 13 60 600 13 60 930 14 90 930 9 90 1815 13 60 1815 13 60 2300 23 60 7.1 III irl 6 6 7 (TX/RX NO 9865] 12/06/06 WEDNESDAY TI".LNG FOR 2224 US 1 & SE 2 ST 12-06-06 TYPI TIME PATTERN NUMBER AND NAME 0 20 EARLY NITE 2/0 30 23 LATE NITE 7/0 530 22 NITE 6/0 600 9 AVERAGE 720 q AM PEAK 930 17/ MID -DAY 1545 11 PM PEAK T800 12 POST PM PEAK 2100 18 BAYSIDE EXIT 2300 20 EARLY NITE 2/0 2 O B PARADE IN 3 ,GRAND PRIX 1/0 4 1013 PARADE OUT 5 MID -DAY (M & F) 6 PM PEAK (M & F) 14 'ARENA IN 15 ARENA OUT 24 RECALL TEST MONDAY TIMIi P'1' CYC 0 20 30 23 530 22 G00 9 720 8 930 5 154S 6 1800 12 2100 18 2300 20 90 90 90 90 100 100 100 §o 90 90 30 315 345 530 600 720 930 1545 1800 2100 2300 TUESDAY TIME PT CYC 0 20 23 24 23 22 9 8 17 11 12 18 20 90 90 90 90 90 90 100 100 100 90 90 90 MINIMUMS; OFF SW F Y 7 R WW 7 SECTION F Y R 64 57 4 4 2 10 7 4 2 64 57 4 4 2 10 7 4 2 64 57 4 4 2 10 7 4 2 64 57 4 4 2 10 7 4 2 S�6 5Z 4 4 2__20. 7_ 4 2 64 57 4 4 2 20 7 4 2 95 67 4 4 2 10 7 4 2 68 57 4 4 2 1.0 7 64 57 4 4 2 10 7 64 57 4 4 2 10 7 61 18 4 4 2 49 7 64 57 4 4 2 10 7 10 67 4 4 2 10 7 64 57 4 4 2 20 7 95 64 4 4 2 13 7 95 54 4 4 2 23 7 95 54 4 4 2 23 7 64 57 4 4 2 10 7 WEDNESDAY TIME PT CYC 0 20 90 30 23 90 530 22 90 600 9 90 720 8 100 930 17 100 1545 11 100 1800 12 90 2100 18 90 2300 20 90 THURSDAY TIME PT CYC 0 20 90 30 23 90 530 22 90 600 9 90 720 8 100 930 17 100 1545 11 100 1800 12 90 2100 18 90 2300 20 90 FRIDAY TIME PT CYC 0 20 90 30 23 90 530 22 90 600 9 90 720 8 100 930 5 100 1545 6 100 1800 12 90 2100 18 90 2300 20 90 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 SATURDAY TIME PT CYC 0 20 90 115 23 90 530 22 90 600 9 90 700 17 100 1815 9 90 2 SUNDAY 11,u fell CYCLE Sla EYI MC ;I 90. 90 90 90 100 100 100 .li age ,I I' 90 90 90 90 90 100 100 100 100i 100; 90 II� ilJ +11 NO SCHOOL NO SCHO0 MONDAY FRIDAY TIME PT CYC TIME PT CYC TIME TT CYC N 0 20 115 23 530 22 600 9 700 17 1815 9 90 90 90 90 100 90 • 4 6 6 6 6 6 [TX/RX NO 9865] 12/06/06 2006 P.M. Peak Hour Existing Timings A.M. Peak Hour HCM Signalized Intersection Capacity Analysis 2006 AM Peak Hour 6: SE 2nd Street & SE 3rd Avenue Existing Traffic Conditions Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 1900 EBL . EBT EBR; WBL ` WBT WBR NBL :' NBT NBR SBL SBT SBR tttt 4+ 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 0.81 0.95 1.00 0.99 1.00 0.88 1.00 0.97 1.00 7430 3431 1637 1.00 0.74 1.00 7430 2625 1637 1900 1900 Volume (vph) 0 0 0 35 989 102 530 313 67 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 0.95 0.95 0.95 0.95 0 0 0 37 0 0 0 0 0 0 0 0 Perm 0.0 A 8 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1041 107 558 329 0 0 8 71 21 0 0 0 0 0 18 0 1164 0 0 887 0 0 61 0 pm+pt 8 5 2 6 2 24.0 25.0 0.23 5.0 3.0 1689 0.16 0.69 38.9 1.00 1.2 40.1 D 40.1 D 76.0 77.0 0.70 5.0 3.0 1838 c0.34 0.48 7.5 1.00 0.2 7.7 A 7.7 A 76.0 77.0 0.70 5.0 3.0 1146 0.04 0.05 5.1 1.00 0.1 5.2 A 5.2 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group'`,b,a,.. ., 25.5 0.53 110.0 56.0% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 1/25/2007 Timings 6: SE 2nd Street & SE 3rd Avenue 2006 AM Peak Hour Existing Traffic Conditions 4\ t Lane Group WBT NBL NBT 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS MIT+ 4+ t 989 530 313 8 pm+pt 8 5 2 6 2 8 5 4.0 4.0 21.0 8.0 47.0 13.0 42.7%0 11.8% 4.0 3.0 1.0 0.0 Lead None 25.0 0.23 0.69 38.2 2 6 4.0 4.0 21.0 21.0 63.0 50.0 57.3% 45.5% 4.0 4.0 1.0 1.0 Lag None C-Max C-Max 77.0 77.0 0.70 0.70 0.50 0.07 9.3 2.4 0.0 0.0 0.0 :io.1 D 38.2 D A 9.3 A 1.4 A 2.4 A lntersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 24.9 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue {' 1 02 8 05 I * 06 1- . 08 G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 1/25/2007 HCM Signalized Intersection Capacity Analysis 2006 AM Peak Hour 4: SE 2nd Street & Biscayne Blvd Existing Traffic Conditions Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR . SBL SBT SBR Lane Configurations rrrr 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 0.97 0.64 Frt 1.00 0.85 Fit Protected 0.95 1.00 Satd. Flow (prot) 3433 4053 Flt Permitted 0.95 1.00 Satd. Flow (perm) 3433 4053 Volume (vph) • 0 0 0 0 0 0 415 0 0 0 0 916 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 0 0 0 466 0 0 0 0 1029 RTOR Reduction (vph) 0 0 0 0 0 0 211 0 0 0 0 74 Lane Group Flow (vph) 0 0 0 0 0 0 255 0 0 0 0 955 Turn Type Prot custom Protected Phases 5 Permitted Phases 6 Actuated Green, G (s) 11.9 76.1 Effective Green, g (s) 13.9 78.1 Actuated g/C Ratio 0.14 0.78 Clearance Time (s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 477 3165 v/s Ratio Prot c0.07 v/s Ratio Perm c0.24 v/c Ratio 0.53 0.30 Uniform Delay, d1 40.0 3.1 Progression Factor 1.00 0.54 Incremental Delay, d2 1.2 0.2 Delay (s) 41.2 1.9 Level of Service D A Approach Delay (s) 0.0 0.0 41.2 1.9 Approach LOS A A D A I"tersection Summary ., . . a,�� HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 14.2 0.34 100.0 34.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2006 AM Peak Hour 4: SE 2nd Street & Biscayne Blvd Existing Traffic Conditions Lane Group NBL SBR Lane Configurations rrrr Volume (vph) 415 916 Turn Type Protcustom Protected Phases 5 Permitted Phases 6 Detector Phases 5 6 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 10.0 22.0 Total Split (s) 33.0 67.0 Total Split (%) 33.0% 67.0% Yellow Time (s) 4.0 4.0 All -Red Time (s) 2.0 2.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 13.9 78.1 Actuated g/C Ratio 0.14 0.78 v/c Ratio 0.68 0.32 Control Delay 19.4 1.5 Queue Delay 0.0 0.0 Total Delay 19.4 1.5 LOS B A Approach Delay Approach LOS Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 7.1 Intersection Capacity Utilization 34.5% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 4: SE 2nd Street & Biscayne Blvd G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2006 AM Peak Hour 2: SE 1st Street & Biscayne Blvd (Northbound) Existing Traffic Conditions 4/ Movement EBL EBR NBL NBT SBT SBR Lane Configurations VIMf ttf Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.94 0.86 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 4990 6408 Flt Permitted 0.95 1.00 Satd. Flow (perm) 4990 6408 Volume (vph) 428 0 0 809 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 441 0 0 834 0 0 RTOR Reduction (vph) 304 0 0 0 0 0 Lane Group Flow (vph) 137 0 0 834 0 0 Turn Type Protected Phases 5 Permitted Phases Actuated Green, G (s) 31.0 Effective Green, g (s) 31.0 Actuated g/C Ratio 0.31 Clearance Time (s) 4.0 1 61.0 61.0 0.61 4.0 Lane Grp Cap (vph) 1547 v/s Ratio Prot c0.03 v/s Ratio Perm v/c Ratio 0.09 Uniform Delay, d1 24.5 Progression Factor 0.00 Incremental Delay, d2 0.1 Delay (s) 0.1 Level of Service A Approach Delay (s) 0.1 Approach LOS A Intersection Summary. HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 5.8 0.18 100.0 26.5% 15 3909 c0.13 0.21 8.7 1.00 0.1 8.9 A 8.9 A 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2006 AM Peak Hour Existing Traffic Conditions Lane Group ' 1 EBL NBT 04 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary 1 tttt 428 809 5 1 3 4 7 8 5 1 1.0 1.0 1.0 1.0 1.0 1.0 20.0 20.0 5.0 4.0 5.0 4.0 35.0 65.0 61.0 4.0 31.0 4.0 35.0% 65.0% 61% 4% 31% 4% 4.0 4.0 4.0 2.0 4.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Lag Yes Yes Max Max Max Max Max Max 31.0 61.0 0.31 0.61 0.23 0.21 0.3 8.9 0.0 0.0 0.3 8.9 A A 0.3 8.9 A A Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.49 Intersection Signal Delay: 5.9 Intersection Capacity Utilization 26.5% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) #2 01 #2 `i m5 yh1:. ��'.: g1 .._ _ , a. ,: �: TFf� �3�z`M�+`§`Yw4, yw. {� 'A Y`fi'Ye'?. #1 1 08 #l�Y"g7.6:'�i§';"CR' -4 #1 07 -40' 41r t a._. swy tad{ M.,. 4 1 Y;,44,y,: G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2006 AM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Existing Traffic Conditions Movement EBL EBT EBR WBL WBT ' WBR. NBL, NBT NBR SBL SBT SBR Lane Configurations 'HT+ 4ttt 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 0.86 Frt 0.96 1.00 Flt Protected 1.00 1.00 Satd. Flow (prot) 4858 6385 Flt Permitted 1.00 1.00 Satd. Flow (perm) 4858 6385 Volume (vph) 0 413 176 0 0 0 0 0 0 70 913 0 Peak -hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 0 475 202 0 0 0 0 0 0 80 1049 0 RTOR Reduction (vph) 0 69 0 0 0 0 0 0 0 0 12 0 Lane Group Flow (vph) 0 608 0 0 0 0 0 0 0 0 1117 0 Turn Type custom Protected Phases 4 7 Permitted Phases Actuated Green, G (s) 31.0 Effective Green, g (s) 27.0 Actuated g/C Ratio 0.27 Clearance Time (s) 38 3 61.0 57.0 0.57 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.,Summa y HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1312 c0.13 0.46 30.5 1.00 1.2 31.6 C 31.6 C 19.0 0.36 100.0 32.9% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 0.0 A 16.0 A 3639 0.17 0.31 11.2 1.00 0.2 11.4 B 11.4 B G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2006 AM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Existing Traffic Conditions 1 Lane Group EBT SBT 07 08 Lane Configurations +4' 4ttt Volume (vph) 413 913 Turn Type Protected Phases 4 7 3 8 1 3 4 5 7 8 Permitted Phases Detector Phases 4 7 3 8 Minimum Initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Split (s) 20.0 5.0 4.0 20.0 5.0 4.0 Total Split (s) 35.0 65.0 65.0 61.0 4.0 35.0 31.0 4.0 Total Split (%) 35.0% 65.0% 65% 61% 4% 35% 31% 4% Yellow Time (s) 4.0 4.0 2.0 4.0 4.0 2.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode Max Max Max Max Max Max Act Effct Green (s) 27.0 57.0 Actuated g/C Ratio 0.27 0.57 v/c Ratio 0.49 0.31 Control Delay 27.6 11.2 Queue Delay 0.0 0.0 Total Delay 27.6 11.2 LOS C B Approach Delay 27.6 11.2 Approach LOS C B Intersection, Summary, . Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.49 Intersection Signal Delay: 17.3 Intersection Capacity Utilization 32.9% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) #2 tm1 #2 a5 j 4 $ S�L F �QQJ'! bet {rY V,�,ye 't. yy4k�.i iL' ..^ cNkiji��ii'?Ffh=. ' f 1 '%. i �j i1Y� Y i - L.;'3F��i t`>�, f� ''4��47711''App 3z J jjkk,,v. �� L"33.r�3 #1 ♦ 08 #1 -4' #1 07 41 ° � :,*S 4 ,,i, . n ` � 41 7� 1 ' j� !- e( 1 G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2006 AM Peak Hour 5: SE 1st Street & SE 3rd Avenue Existing Traffic Conditions 1- Ak- t P 1 4/ Movement EBL EBT EBR WBL WBT VVBR NBL NBT NBR SBL SBT SBR Lane Configurations +ft) er + 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 0.88 1.00 1.00 Frt 0.99 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5037 2787 1770 1863 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 5037 2787 1770 1863 Volume (vph) 0 590 40 0 0 0 0 0 416 49 21 0 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 648 44 0 0 0 0 0 457 54 23 0 RTOR Reduction (vph) 0 15 0 0 0 0 0 0 160 15 0 0 Lane Group Flow (vph) 0 677 0 0 0 0 0 0 297 39 23 0 Turn Type custom pm+pt Protected Phases 4 1 6 Permitted Phases 2 6 Actuated Green, G (s) 15.9 57.5 64.1 64.1 Effective Green, g (s) 16.9 58.5 65.1 65.1 Actuated g/C Ratio 0.19 0.65 0.72 0.72 Clearance Time (s) 5.0 5.0 3.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 946 1812 1280 1348 v/s Ratio Prot c0.13 c0.00 0.01 v/s Ratio Perm c0.11 0.02 v/c Ratio 0.72 0.16 0.03 0.02 Uniform Delay, d1 34.3 6.2 3.5 3.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.2 0.0 0.0 Delay (s) 36.9 6.4 3.5 3.5 Level of Service D A A A Approach Delay (s) 36.9 0.0 6.4 3.5 Approach LOS D A A A Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 23.4 0.28 90.0 40.2% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2006 AM Peak Hour 5: SE 1st Street & SE 3rd Avenue Existing Traffic Conditions Lane Group EBT NBR 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary flit rr + 590 416 49 21 custom pm+pt 4 1 6 2 6 4 2 1 6 4.0 4.0 4.0 4.0 21.0 21.0 8.0 21.0 53.0 24.0 13.0 37.0 58.9% 26.7% 14.4% 41.1% 4.0 4.0 3.0 4.0 1.0 1.0 0.0 1.0 Lag Lead None C-Max None C-Max 16.9 59.8 65.1 65.1 0.19 0.66 0.72 0.72 0.72 0.22 0.04 0.02 33.3 0.3 1.5 4.3 0.0 0.0 0.0 0.0 33.3 0.3 1.5 4.3 C A A A 33.3 2.3 C A Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 19.1 Intersection Capacity Utilization 40.2% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 5: SE 1st Street & SE 3rd Avenue 01 02 NMI 06 'I" 04 G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 P.M. Peak Hour HCM Signalized Intersection Capacity Analysis 2006 PM Peak Hour 6: SE 2nd Street & SE 3rd Avenue Existing Traffic Conditions --IP.....IF 11-- k. `\ t /"\tb d Movement EBL 'EBT ' EBR WBL WBT : WBR NBL NBT NBR '? SBL SBT;> :'SBR Lane Configurations M'+ 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 Lane Util. Factor 0.81 ,_ ; .. 0.95 _ , 1.00 Frt 0.99 1.00 0.88 Fit Protected 1.00 "wll 0 96'� 1.00 Satd. Flow (prot) 7492 3406 1642 Fit Permitted 1.00 0.70 1.00 Satd. Flow (perm) 7492 2467 1642 Volume (vph) 0 0 0 26 1751 77 529 146 0 0 15 104 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) 0 0 0 27 1787 79 540 149 0 0 15 106 RTOR Reduction (vph) 0 0 0 0 10 0 0 0 0 0 10 0 Lane Group Flow (vph) 0 0 0 0 1883 0 0 689 0 0 111 0 Turn Type Perm pm+pt Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 30.9 59.1 59.1 Effective Green, g (s) 31.9 60.1 60.1 Actuated g/C Ratio 0.32 0.60 0.60 Clearance Time (s) 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 Lane Grp Cap (vohl 2390 1483 987 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 ersectionuSurr mk' 0.0 A 0.25 0.79 31.0 0.93 1.7 30.7 C 30.7 C c0.28 0.46 11.0 1.00 0.2 11.3 B 11.3 B 0.07 0.11 8.5 2.86 0.2 24.6 C 24.6 C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.5 0.58 100.0 64.3% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 1/25/2007 Timings 2006 PM Peak Hour 6: SE 2nd Street & SE 3rd Avenue Existing Traffic Conditions Lane Group WBT' ' NBL NBT 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 None Act Effct Green (s) 31.9 Actuated g/C Ratio 0.32 v/c Ratio 0.79 Control Delay 28.8 Queue Delay 0.0 Total Delay 28.8 LOS Approach Delay 28.8 Approach LOS C lrtersection Summary C Trot 4+ I 1751 529 146 15 pm+pt 8 5 2 6 2 8 5 2 6 4.0 4.0 4.0 4.0 21.0 8.0 21.0 21.0 55.0 13.0 45.0 32.0 55.0% 13.0% 45.0% 32.0% 4.0 3.0 4.0 4.0 1.0 0.0 1.0 1.0 Lead None Lag C-Max C-Max 60.1 60.1 0.60 0.60 0.50 0.12 13.7 22.8 0.0 0.0 13.7 22.8 B C 13.7 B C 22.8 Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated ti1414,7„ a Maximum v/c Ratio: 0.79 Intersection Signal Delay: 24.7 Intersection Capacity Utilization 64.3% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue 02 4\ 05 ♦ 06 1 08 G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 1/25/2007 HCM Signalized Intersection Capacity Analysis 2006 PM Peak Hour 4: SE 2nd Street & Biscayne Blvd Existing Traffic Conditions 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 Intersect pn Sur i ie y EBL EBT EBR 1900 1900 1900 0 0 0 0 0 0 0.95 0.95 0.95 0.95 0.95 0.95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.0 A 14.0 0.34 100.0 36.2% 15 0.0 A '- WBL WBT WBR NBL, 1900 1900 1900 1900 4.0 0.97 1.00 0.95 3433 0.95 3433 391 0.95 412 255 157 Prot 5 9.3 11.3 0.11 6.0 3.0 388 c0.05 0.40 41.2 1.00 0.7 41.9 D HCM Level of Service Sum of lost time (s) ICU Level of Service I NBT NBR 1900 1900 0 0 0 0.95 0.95 0.95 0 0 0 0 0 0 0 0 0 41.9 8.0 A I SBL SBT SBR rrrr 1900 1900 1900 4.0 0.64 0.85 1.00 4053 1.00 4053 0 1052 0.95 0.95 0 1107 0 30 0 1077 custom 3.7 A 6 78.7 80.7 0.81 6.0 3.0 3271 c0.27 0.33 2.5 1.35 0.2 3.7 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2006 PM Peak Hour 4: SE 2nd Street & Biscayne Blvd Existing Traffic Conditions 4, 4/ Lane Group NBL SBR, Lane Configurations if) rrrr Volume (vph) 391 1052 Turn Type Prot custom Protected Phases 5 Permitted Phases 6 Detector Phases 5 6 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 10.0 22.0 Total Split (s) 23.0 77.0 Total Split (%) 23.0% 77.0% Yellow Time (s) 4.0 4.0 All -Red Time (s) 2.0 2.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 11.3 80.7 Actuated g/C Ratio 0.11 0.81 v/c Ratio 0.64 0.34 Control Delay 14.4 3.4 Queue Delay 0.0 0.1 Total Delay 14.4 3.5 LOS B A Approach Delay Approach LOS Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 6.5 Intersection Capacity Utilization 36.2% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 4: SE 2nd Street & Biscayne Blvd G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2006 PM Peak Hour 2: SE 1st Street & Biscayne Blvd (Northbound) Existing Traffic Conditions t 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Vivj tilt Ideal Flow (vphpl) 1900 1900 1900 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) 1900 4.0 0.94 1.00 0.95 4990 0.95 4990. 871 0.93 937 99 838 0 0 0.93 0.93 0 0 0 0 0 0 1900 4.0 0.86 1.00 1.00 6408 1.00 6408 1325 0.93 1425 0 1425 1900 0 0 0.93 0.93 0 0 0 0 0 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) 5 1 30.0 30.0 0.30 4.0 62.0 62.0 0.62 4.0 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 Iriters cton SOmmary 1497 3973 c0.17 c0.22 0.56 29.4 0.18 0.9 6.1 A 6.1 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 8.2 0.44 100.0 42.4% 15 0.36 9.3 1.00 0.3 9.5 A 9.5 A 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2006 PM Peak Hour Existing Traffic Conditions Lane Group EBL NBT07 Lane Configurations In) tttt Volume (vph) 871 1325 Turn Type Protected Phases 5 1 3 4 7 8 Permitted Phases Detector Phases 5 1 Minimum Initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Split (s) 20.0 20.0 5.0 4.0 5.0 4.0 Total Split (s) 34.0 66.0 62.0 4.0 30.0 4.0 Total Split (%) 34.0% 66.0% 62% 4% 30% 4% Yellow Time (s) 4.0 4.0 4.0 2.0 4.0 2.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode Max Max Max Max Max Max Act Effct Green (s) 30.0 62.0 Actuated g/C Ratio 0.30 0.62 v/c Ratio 0.59 0.36 Control Delay 5.3 9.6 Queue Delay 0.0 0.0 Total Delay 5.3 9.6 LOS A A Approach Delay 5.3 9.6 Approach LOS A A Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.92 Intersection Signal Delay: 7.9 Intersection Capacity Utilization 42.4% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) #2 '' 01 #2 05 66is'. 34 s 141 1 08 #1 141 --• 07 G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2006 PM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Existing Traffic Conditions 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) EBL EB r EBR WBL WBT VUBR . NBL : NBT NBR - SBL 411+ 1900 1900 4.0 0.91 0.95 1.00 4831 1.00 4831 0 795 0.96 0.96 0 828 0 90 0 1153 47 30.0 26.0 0.26 SBT SBR 41ti 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 0.86 1.00 0.99 6375 0.99 6375 398 0 0 0 0 0 0 99 862 0 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 415 0 0 0 0 0 0 103 898 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 995 0 custom 3 38 62.0 58.0 0.58 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 Intersect on,Summary,, HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1256 c0.24 0.92 36.0 1.03 12.0 49.0 D 49.0 D 31.9 0.47 100.0 44.9% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 0.0 A 16.0 A 3698 0.16 0.27 10.5 1.00 0.2 10.6 B 10.6 B G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 1: SE 1st Street & Biscayne Blvd (Southbound) Lane Group EBTSBT 1 r3 04 07`. 2006 PM Peak Hour Existing Traffic Conditions Lane Configurations 4tff Volume (vph) 795 862 Turn Type Protected Phases 4 7 3 8 1 3 4 5 7 8 Permitted Phases Detector Phases 4 7 3 8 Minimum Initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Split (s) 20.0 5.0 4.0 20.0 5.0 4.0 Total Split (s) 34.0 66.0 66.0 62.0 4.0 34.0 30.0 4.0 Total Split (%) 34.0% 66.0% 66% 62% 4% 34% 30% 4% Yellow Time (s) 4.0 4.0 2.0 4.0 4.0 2.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode Max Max Max Max Max Max Act Effct Green (s) 26.0 58.0 Actuated g/C Ratio 0.26 0.58 v/c Ratio 0.92 0.27 Control Delay 45.8 10.5 Queue Delay 0.0 0.0 Total Delay 45.8 10.5 LOS D B Approach Delay 45.8 10.5 Approach LOS D B Intersection Summary.;:;:. Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.92 Intersection Signal Delay: 30.0 Intersection Capacity Utilization 44.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) #2 I' 1 #2 '05 #1 1 08 #1 #1 07 ° .iII .i Itt w. `Yr,.,:. 4 G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2006 PM Peak Hour 5: SE 1st Street & SE 3rd Avenue Existing Traffic Conditions f Movement EBL Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) 0 Peak -hour factor, PHF 0.93 Adj. Flow (vph) 0 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 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 Intersecfon summary;; °. ♦-- EBT EBR WBL 1900 1900 1900 1900 1900 1900 4.0 0.91 0.98 1.00 4974 1.00 4974 463 79 0 0 0 0 0 0.93 0.93 0.93 0.93 0.93 0.93 0.93 498 85 0 0 0 0 0 49 0 0 0 0 0 0 534 0 0 0 0 0 0 WBT WBR NBL NBT NBR SBL SBT. SBR rri+ 1900 1900 1900 1900 1900 4.0 4.0 4.0 0.88 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1.00 2787 1770 1863 1.00 0.95 1.00 2787 1770 1863 232 29 43 0 0.93 0.93 0.93 0.93 249 31 46 0 73 7 0 0 176 24 46 0 custom pm+pt 4 1 6 2 6 14.0 69.5 76.0 76.0 15.0 70.5 77.0 77.0 0.15 0.70 0.77 0.77 5.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 746 1965 1363 1435 c0.11 0.00 c0.02 c0.06 0.01 0.72 0.09 0.02 0.03 40.5 4.6 2.7 2.7 1.00 1.00 1.00 1.00 3.3 0.1 0.0 0.0 43.7 4.7 2.7 2.8 D A A A 43.7 0.0 4.7 2.7 D A A A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 29.6 0.19 100.0 32.2% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2006 PM Peak Hour 5: SE 1st Street & SE 3rd Avenue Existing Traffic Conditions t Lane Group EBT NBR SBL SBT Lane Configurations +ft. err Volume (vph) 463 232 29 43 Turn Type custom pm+pt Protected Phases 4 1 6 Permitted Phases 2 6 Detector Phases 4 2 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 8.0 21.0 Total Split (s) 63.0 24.0 13.0 37.0 Total Split (%) 63.0% 24.0% 13.0% 37.0% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 0.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Recall Mode None C-Max None C-Max Act Effct Green (s) 15.0 71.7 77.0 77.0 Actuated g/C Ratio 0.15 0.72 0.77 0.77 v/c Ratio 0.73 0.11 0.02 0.03 Control Delay 36.3 0.1 1.3 3.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 36.3 0.1 1.3 3.3 LOS D A A A Approach Delay 36.3 2.5 Approach LOS D A Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 23.5 Intersection Capacity Utilization 32.2% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 5: SE 1st Street & SE 3rd Avenue 01 02' 04 2 KVieft I t6 N vim M: 11 1 06 an j ,aa l 1 G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Existing.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 APPENDIX E: Growth Trend Analyses FDOT Historical Count Information Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report -aunty: 87 - DADE Site: 0100 - SR 968/EB SE 1 ST, 200' W SR 5/US-1/BISCAYNE BLVD Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 11000 0.08 1.00 4.30 2004 C 9300 E 9300 W 0 0.08 1.00 9.70 2003 C 10000 E 10000 W 0 0.08 1.00 5.00 2002 C 10500 E 10500 W 0 0.09 1.00 4.60 2001 C 11000 El 11000 W 0 0.08 1.00 5.30 2000 C 13000 E 13000 W 0 0.08 1.00 4.40 1999 C 10000 E 10000 W 0 0.09 1.00 3.90 1998 C 11000 E 11000 w 0 0.10 1.00 2.70 1997 C 10000 E 0 W 10000 0.09 1.00 5.20 1996 C 12500 E 12500 W 0 0.09 1.00 5.40 1995 C 17500 E 17500 W 0 0.08 0.63 5.40 1994 C 11500 E 0 w 0 0.09 0.60 4.40 1993 C 11000 E 0 W 0 0.00 0.00 0.00 1992 C 11500 E 0 W 0 0.00 0.00 0.00 1991 12300 E 0 W 0 0.00 0.00 0.00 1990 11659 E 0 W 0 0.00 0.00 0.00 1989 14168 E 10682 w 3486 0.00 0.00 0.00 1988 14977 E 9916 W 5061 0.00 0.00 0.00 1987 15663 E 8409 w 7254 0.00 0.00 0.00 1986 16479 E 10201 W 6278 0.00 0.00 0.00 1985 16755 E 10482 W 6273 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report ,.ounty: 87 - DADE Site: 0101 - SR 968/FLAGLER ST/WB, 200' W US-1/BISCAYNE BLVD Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 2004 C 2003 C 2002 C 2001 C 2000 C 1999 C 1998 C 1997 C 1996 C 1995 C 1994 C 1993 C 1992 C 1991 1990 5400 4600 E 3800 E 4300 E 4700 E 4500 E 4800 E 6100 E 4700 E 4900 E 5600 E 5500 E 5300 E 6400 E 5542 E 5713 E 0.08 1.00 4.30 O W 4600 0.08 1.00 9.70 O W 3800 0.08 1.00 5.00 O W 4300 0.09 1.00 4.60 O W 4700 0.08 1.00 5.30 O W 4500 0.08 1.00 4.40 O W 4800 0.09 1.00 3.90 O W 6100 0.11 1.00 2.70 4700 W 0 0.09 1.00 5.20 O W 4900 0.09 1.00 5.40 O W 0 0.08 0.63 10.30 O w 0 0.09 0.60 2.40 O w 0 0.00 0.00 0.00 0 w 0 0.00 0.00 0.00 0 w 0 0.00 0.00 0.00 O w 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report _Junty: 87 - DADE Site: 5045 - SR 5/US-1/NB, 200' E SE 2 AV ON SE 4 ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 19000 N 0 19000 0.08 1.00 3.50 2004 C 23500 N 23500 0 0.08 0.67 6.20 2003 C 21000 N 21000 0 0.08 0.72 4.80 2002 C 22500 N 22500 0 0.09 0.68 3.40 2001 C 22500 N 22500 0 0.08 0.54 5.30 2000 C 21000 N 21000 0 0.08 0.53 3.10 1999 C 22500 N 22500 0 0.09 0.53 3.10 1998 C 21500 N 21500 0 0.09 0.53 2.50 1997 C 19000 N 19000 0 0.09 0.65 2.30 1996 C 23000 N 23000 0 0.09 1.00 2.90 1995 C 21000 N 0 21000 0.08 0.63 6.70 1994 C 13500 N 0 0 0.09 0.60 5.50 1993 C 21500 N 0 0 0.00 0.00 0.00 1992 C 24000 N 0 0 0.00 0.00 0.00 1991 21114 N 0 0 0.00 0.00 0.00 1990 22632 N 0 0 0.00 0.00 0.00 1989 44105 N 23803 20302 0.00 0.00 0.00 1988 39238 N 18260 20978 0.00 0.00 0.00 1987 31048 N 12937 18111 0.00 0.00 0.00 1986 39562 N 19106 20456 0.00 0.00 0.00 1985 56681 N 28687 27994 0.00 0.00 0.00 1976 28174 N 14826 13348 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report _aunty: 87 - DADE Site: 5046 - SR 5/US-1/SB, 200' E SE 2 AV ON SE 2 ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 17500 W 17500 0 0.08 1.00 3.50 2004 C 20000 W 0 20000 0.08 1.00 6.20 2003 C 22000 W 0 22000 0.08 1.00 4.80 2002 C 23500 W 0 23500 0.09 1.00 3.40 2001 C 26000 14\ 0 26000 0.08 1.00 5.30 2000 C 24500 W 0 24500 0.08 1.00 3.10 1999 C 25000 W 0 25000 0.09 1.00 3.10 1998 C 23500 W 23500 0 0.08 1.00 2.50 1997 C 22000 W 0 22000 0.09 1.00 2.30 1996 C 22500 W 0 22500 0.09 1.00 2.90 1995 C 8200 W 8200 0 0.08 0.63 5.40 1994 C 11500 W 0 0 0.09 0.60 4.40 1993 C 24500 W 0 0 0.00 0.00 0.00 1992 C 24000 W 0 0 0.00 0.00 0.00 1991 21883 W 0 0 0.00 0.00 0.00 1990 21494 W 0 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report aunty: 87 - DADE Site: 5047 - SR 5/US-1, 100' S FLAGLER ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 42000 N 25500 S 16500 0.08 0.66 3.50 2004 C 36000 N 22000 S 14000 0.08 0.67 6.20 2003 C 37500 N 24000 S 13500 0.08 0.72 4.80 2002 C 34000 N 21500 S 12500 0.09 0.68 3.40 2001 C 35500 23000 S 12500 0.08 0.54 5.30 2000 C N00 N 27500 S 14500 0.08 0.53 3.10 1999 C 36000 N 23000 S 13000 0.09 0.53 3.10 1998 C 34500 N 21500 S 13000 0.08 0.53 2.50 1997 C 33500 N 21000 S 12500 0.09 0.65 2.30 1996 C 32500 N 20500 S 12000 0.09 0.53 2.90 1995 C 29500 N 18500 S 11000 0.08 0.63 6.70 1994 C 30000 N 18500 S 11500 0.09 0.60 5.50 1993 C 35500 N 22000 S 13500 0.00 0.00 0.00 1991 36661 N 23174 S 13487 0.00 0.00 0.00 1990 31278 N 19823 S 11455 0.00 0.00 0.00 1989 32400 N 22937 S 9463 0.00 0.00 0.00 1988 30862 N 18684 S 12178 0.00 0.00 0.00 1986 29717 N 18081 S 11636 0.00 0.00 0.00 1985 31430 N 20210 S 11220 0.00 0.00 0.00 1976 30698 N 19363 S 11335 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Growth Trend Analyses TRAFFIC TRENDS SR 968/EB SE 1 ST -- 200' W of SR 5/US-1 County: Station #: Highway: Average Daily Traffic (Vehicles/Day) 12000 10000 8000 6000 4000 2000 0 D Observed Count Fitted Curve 1 1 1-I f III 2001 2006 2011 2016 2021 Year **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: -120 6.9°!° - 1.18% - 1.13% 1-Dec-06 Straight Line Growth Option Miami -Dade 87-0100 SR 968/EB SE 1 ST Year Traffic (ADT/AADT) Count* Trend** 2001 11000 10600 2002 10500 10500 2003 10000 10400 2004 9300 10200 2005 11000 10100 2006 Opening Year Trend 2006 N/A 10000 2009 Mid -Year Trend 2009 N/A 9600 2012 Design Year Trend 2012 N/A 9300 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 968/FLAGLER ST -- 200' W of US 1/BISCAYNE BLVD County: Station #: Highway: 9000 8000 — O 7000 — N • 6000 — d 0 5000 — 4000 — • 3000 a) 2000 1000 - Observed Count Fitted Curve 2001 2006 2011 2016 2021 Year "Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 170 21.1% 4.17% 3.50% 1-Dec-06 Straight Line Growth Option Miami -Dade 87-0101 SR 968/FLAGLER ST Year Traffic (ADT/AADT) Count* Trend** 2001 4700 4200 2002 4300 4400 2003 3800 4600 2004 4600 4700 2005 5400 4900 2006 Opening Year Trend 2006 N/A 5100 2009 Mid -Year Trend 2009 N/A 5600 2012 Design Year Trend 2012 N/A 6100 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5/US-1 -- 200' E of SE 2 AVE on SE 4 ST County: Station #: Highway: 25000 20000 UJ d V j 15000 U w r.. fQ L 10000 d co m 5000 0 =Observed Count Fitted Curve 2001 2006 2011 Year 2016 2021 ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: -600 29.3% -2.62% -2.93% 1-Dec-06 Straight Line Growth Option Miami -Dade 87-5045 SR 5/US-1 Year Traffic (ADT/AADT) Count* Trend** 2001 22500 22900 2002 22500 22300 2003 21000 21700 2004 23500 21100 2005 19000 20500 2006 Opening Year Trend 2006 N/A 19900 2009 Mid -Year Trend 2009 N/A 18100 2012 Design Year Trend 2012 N/A 16300 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5/US-1 -- 200' E of SE 2 AVE on SE 2 ST County: Station #: Highway: Miami -Dade 87-5046 SR 5/US-1 30000 20000 - W 13 10000 — m 7 c.) 0 1— -10000 — ca R L 001 -20000 — -30000 =Observed Count Fitted Curve 2006 2011 016 2021 Year "Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate {2005 to Design Year): Printed: -2,050 99.3% -7.92% -11.54% 1-Dec-06 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2001 26000 25900 2002 23500 23900 2003 22000 21800 2004 20000 19800 2005 17500 17700 2006 Opening Year Trend 2006 N/A 15700 2009 Mid -Year Trend 2009 N/A 9500 2012 Design Year Trend 2012 N/A 3400 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 5/US-1 -- 100' S of FLAGLER ST County: Station #: Highway: Miami -Dade 87 47 SR 5/US-1 80000 70000 a 60000 M d V d 50000 40000 a 0 30000 a m 20000 10000 0 Observed Count Fitted Curve 2001 2006 2011 2016 2021 Year **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 1,500 60.0% 4.41% 3.75% 1-Dec-06 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2001 35500 34000 2002 34000 35500 2003 37500 37000 2004 36000 38500 2005 42000 40000 2006 Opening Year Trend 2006 N/A 41500 2009 Mid -Year Trend 2009 N/A 46000 2012 Design Year Trend 2012 N/A 50500 TRANPLAN Forecasts/Trends *Axle -Adjusted A.M. Peak Hour HCM Unsignalized Intersection Capacity Analysis 19: SE 2nd Street & Project Driveway 2013 PM Peak Hour Future Traffic Conditions Movement EBL'' EBT WBT WBR tttt Free Free 0% 0% 0 0 2207 197 0.92 0.92 0.92 0.92 0 0 2399' 214 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) SBL SBR rrr- Stop 0% 0 0.92 761 0.92 827 299 288' 2613 4.1 2.2 100 162 2506 707 2506 707 6.8 6,9 3.5 3.3 100 0 23 378 Direction, Lane # Volume Total WB1;WB2 WB3 WB4 685 685 685 557 SB 1 SB 2 SB 3 276 276 276 Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary 0 0 1700 0.40 0 0.0 0 0 1700 0.40 0 0.0 0 0 1700 0.40 0 0.0 0 214 1700 0.33 0 0.0 0.0 0 276 378 0.73 141 36.3 E 36.3 E 0 276 378 0.73 141 36.3 E 0 276 378 0.73 141 36.3 E SiptA Average Delay Intersection Capacity Utilization Analysis Period (min) 8.7 59.7% 15 ICU Level of Service G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Unsignalized Intersection Capacity Analysis 17: SE 1st Street & Project Driveway 2013 PM Peak Hour Future Traffic Conditions 4- Movement EBT ''EBR- WBL WBT NBLNBR Lane Configurations + 't rprf* Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 750 162 0 0 0 410 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 815 176 0 0 0 446 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) None 282 280 0.88 0.88 0.88 991 903 360 716 615 0 4.1 6.8 6.9 2.2 100 774 3.5 3.3 100 53 372 953 Direction, Lane # EB 1 . EB 2 EB 3 NB 1 NB 2 NB 3 Volume Total 326 326 339 149 149 149 Volume Left 0 0 0 0 0 0 Volume Right 0 0 176 149 149 149 cSH 1700 1700 1700 953 953 953 Volume to Capacity 0.19 0.19 0.20 0.16 0.16 0.16 Queue Length 95th (ft) 0 0 0 14 14 14 Control Delay (s) 0.0 0.0 0.0 9.5 9.5 9.5 Lane LOS A A A Approach Delay (s) 0.0 9.5 Approach LOS A Intersection Summary ` Average Delay Intersection Capacity Utilization Analysis Period (min) ,,. �,. 2.9 34.3% 15 ICU Level of Service G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 APPENDIX F: Volume Development Worksheets VOLUME DEVELOPMENT SHEET SE 3rd Avenue & SE 2nd Street AM PEAK HOUR Description Left SE 3rd Avenue Southbound Right Left SE 2nd Street Westbound Right Left SE 3rd Avenue Northbound Right Left SE 2nd Street Eastbound Right Through Through Through Through 2006 Existing Traffic 0 8 67 35 989 102 530 313 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 8 67 35 989 102 530 313 0 0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5 % 0.5% 0.5% Background Growth 0 0 2 1 35 4 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 N 00 a 0 0 0 0 0 0 0 0 0 0 01V 00 0 0 0 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 0 0 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 0 0 0 2013 Background Traffic 0 8 69 36 1024 106 0 0 0 Project Traffic 0 0 0 0 207 0 0 0 0 Pass -By Traffic 0 0 0 0 0 0 0 0 0 2013 Total Traffic 0 8 69 36 1231 106 549 324 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard & SE 2nd Street AM PEAK HOUR Description Biscayne Left Boulevard Southbound Right Left SE 2nd Street Westbound Right Biscayne Left Boulevard Northbound Right Left SE 2nd Street Eastbound Right Through Through Through Through 2006 Existing Traffic 0 0 916 0 0 0 415 0 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 916 0 0 0 415 0 0 0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5 Background Growth ON el 0000000000 a 0 0 0000000000 0 0 0 0 0000000000 0 0 o 0 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 00 I J 15 0 0 0 0 0 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) 0 0, 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Traffic 430 0 0 0 0 0 Project Traffic 339 0 0 0 0 0 Pass -By Traffic 0 0 0 0 0 0 2013 Total Traffic 0 0 1259 0 0 0 769 0 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Northbound) & SE 1st Street AM PEAK HOUR Biscayne Description Boulevard Left (Northboun South bound Right ) Left SE 1st Street Westbound Right Biscayne Boulevard Left (Northbound Northbound Right Left SE 1st Street Eastbound Right' Through Through Through Through 2006 Existing Traffic 0 0 0 0 0 0 0 809 0 428 0 39 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 0 0 0 0 0 809 0 428 0 39 Annual Growth Rate 0.5% 0.5% 0.5 % 0.5% 0.5% 0.5% 0.5 % 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth O 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 00 0 0 0 00000000.o 0 0 0 0000000000 0 CO O O O 0 0 0 0 0 0 0 0 0 0 2 00 o 0 0 0 0 0 0 0 0 0 0 0 CO ; 00 0 0000000000 0 00 c 0000000000 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 Everglades on the Bay 0 0 0 Lynx Downtown 0 0 0 Metropolitan Miami -Met 3 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 One Miami (Parcel A) 0 0 0 Park Suites at 50 Biscayne 0 0 0 River Front East (Miami River Village) 0 0 0 River Front West (Miami River Village 0 0 -0 The Loft Downtown (The Loft 2) 0 0 0 2013 Background Traffic 0 0 0 Project Traffic 0 0 0 Pass -By Traffic 0 0 0 2013 Total Traffic 0 0 0 0 0 0 0 838 0 511 0 40 Please note that this movement occurs prior to the signalized intersection VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Southbound) & SE 1st Street AM PEAK HOUR Biscayne Description Boulevard Left (Southbound) Southbound Right Left SE 1st Street Westbound Right Biscayne Boulevard Left (Southbound Northbound Right Left SE 1st Street Eastbound Right Through Through Through Through 2006 Existing Traffic 70 913 0 0 0 0 0 0 0 0 413 176 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 70 913 0 0 0 0 0 0 0 0 413 176 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth i 00 I. 0 0 0 0 0 0 0 0 0 0 J 0 N N 0 0 0 0 0 0 0 0 0 0 N 00 0 O O O O 0 O 0 O O O 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 15 6 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 0 0 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 0 0 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 One Miami (Parcel A) 0 0 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Traffic 0 0 0 0 428 182 Project Traffic 0 0 0 0 68 28 Pass -By Traffic 0 0 0 0 0 0 2013 Total Traffic 72 1227 0 0 0 0 0 0 0 0 496 210 PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS Description 7:00 7:15 7:30 AM Peak Hour 7:45 8:00 8:15 8:30 8:45 SE 2nd Street & SE 3rd Avenue 282 279 316 423 484 513 537 510 SE 2nd Street & Biscayne Boulevard 156 227 242 293 319 326 375 311 SE 1st Street & Biscayne Boulevard (Northbound) 257 245 253 354 329 300 317 330 SE 1st Street & Biscayne Boulevard (Southbound) 229 240 263 352 345 365 451 411 SE 1st Street & SE 3rd Avenue 157 170 191 259 231 285 292 308 Totals 1081 1161 1265 1681 1708 1789 1972 1870 5188 5815 6443 7150 7339 g.•1043103000-one bayfront plazalcalcs1(anc_02_23_07.x1sJpeak hour (am) 2/27/200711:58 � —� Kimley-Horn and Associates, Inc. Copyright 02004, Kimley-Horn and Associates, Inc. Peak Hour 8:00 AM-9:00 AM P.M. Peak Hour VOLUME DEVELOPMENT SHEET SE 3rd Avenue & SE 2nd Street PM PEAK HOUR Description Left SE 3rd Avenue Southbound Right Left SE 2nd Street Westbound Right Left SE 3rd Avenue Northbound Right l Left SE 2nd Street Eastbound Right Through Through Through Through 2006 Existing Traffic 0 15 104 26 1751 77 529 146 0 0 0 0 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 15 104 26 1751 77 529 146 0 0 0 0 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth o 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 1 62 3 19 5 0 0 0 0 0 0 0 0 0 0 0 a 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 0 0 0 Everglades on the Bay 0 131 42 0 0 0 Lynx Downtown 0 0 0 0 0 0 Metropolitan Miami -Met 3 0 354 12 165 64 0 Miami Dade a Community College Parking Garage 0 0 0 0 0 0 One Miami (Parcel A) 0 57 0 0 0 0 Park Suites at 50 Biscayne 0 0 0 0 0 0 River Front East (Miami River Village) 0 0 0 0 0 0 River Front West (Miami River Village 0 0 0 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 0 0 0 2013 Background Traffic 27 2355 134 713 215 0 Project Traffic 0 878 0 0 0 0 Pass -By Traffic 0 0 0 0 0 0 2013 Total Traffic 0 16 108 27 3233 134 713 215 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard & SE 2nd Street PM PEAK HOUR Description Biscayne Left Boulevard Southbound Right Left SE 2nd Street Westbound Right Biscayne Left Boulevard Northbound Right Left SE 2nd Street Eastbound Right Through Through Through Through 2006 Existing Traffic Peak Season Factor 2006 Volume Conversion Annual Growth Rate Background Growth i Committed Projects DuPont Towers (DuPont Plaza) Everglades on the Bay Lynx Downtown Metropolitan Miami -Met 3 Miami Dade a Community College Parking Garage One Miami (Parcel A) Park Suites at 50 Biscayne River Front East (Miami River Village) River Front West (Miami River Village The Loft Downtown (The Loft 2) 2013 Background Traffic Project Traffic Pass -By Traffic 2013 Total Traffic 0 1.00 0 1.00 1052 1.00 0 1.00 0 1.00 0 1.00 391 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 0 1052 0 0 0 391 0 0 0 0 0 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% N M N o o N o „,� 0 0 0 o ti o o 1 N 0 0000000000 0 00 I0 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 00 0 0000000000 0 0 0 vo 0 o.Q000 0 0 00 Q 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0000000000 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 1389 0 0 0 1015 0 0 0 0 0 VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Northbound) & SE 1st Street PM PEAK HOUR Biscayne Description Boulevard Left (Northbound) Southbound Right Left SE 1st Street Westbound Right Biscayne Boulevard Left (Northbound Northbound Right Left SE 1st Street Eastbound Right* Through Through Through Through 2006 Existing Traffic 0 0 0 0 0 0 0 1325 0 871 0 41 Peak Season Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Volume Conversion 0 0 0 0 0 0 0 1325 0 871 0 41 Annual Growth Rate 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% Background Growth o 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N C 0 0 0 0 0 0 0 0 0 0 d 0 0 O .000000000 0 00 31 0 1 Committed Projects DuPont Towers (DuPont Plaza) 0 0 0 Everglades on the Bay 0 0 0 Lynx Downtown 0 0 0 Metropolitan Miami -Met 3 0 0 0 Miami Dade a Community College Parking Garage 0 0 0 One Miami (Parcel A) 0 0 0 Park Suites at 50 Biscayne 0 0 0 River Front East (Miami River Village) 0 0 0 River Front West (Miami River Village 0 0 0 The Loft Downtown (The Loft 2) 0 0 0 2013 Background Traffic 902 0 42 Project Traffic 293 0 0 Pass -By Traffic 0 0 0 2013 Total Traffic 0 0 0 0 0 0 0 1435 0 1195 0 42 Please note that this movement occurs prior to the signalized intersection VOLUME DEVELOPMENT SHEET Biscayne Boulevard (Southbound) & SE 1st Street PM PEAK HOUR Biscayne Description Boulevard Left (Southbound) Southbound Right Left SE 1st Street Westbound Right Biscayne Boulevard Left (Southbound Northbound Right Left SE ist Street Eastbound Right Through Through Through Through 2006 Existing Traffic Peak Season Factor 2006 Volume Conversion Annual Growth Rate Background Growth Committed Projects DuPont Towers (DuPont Plaza) Everglades on the Bay Lynx Downtown Metropolitan Miami -Met 3 Miami Dade a Community College Parking Garage One Miami (Parcel A) Park Suites at 50 Biscayne River Front East (Miami River Village) River Front West (Miami River Village The Loft Downtown (The Loft 2) 2013 Background Traffic Project Traffic Pass -By Traffic 2013 Total Traffic 99 1.00 862 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 795 1.00 398 1.00 99 862 0 0 0 0 0 0 0 0 795 398 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0.5% 0 5% 0.5% 00 O 0000000000 A Q 00 0000000000 .. 00 O 0000000,000 O 00 0 0000000000 0 00 0 0000000000 0 00 O 0000000000 O O 0000000000 O 00 0 0000000000 0 00 O 0000000000 O 00 0000000000 - ~ O O-- 00 N 0000000000 N 00i O 0 0000000000 0 00 103 983 0 0 0 0 0 0 0 0 1116 529 PEAK HOUR DETERMINATION STUDY AREA INTERSECTION TOTALS Description 16:00 16:15 16:30 PM Peak Hour 16:45 17:00 17:15 17:30 17:45 SE 2nd Street & SE 3rd Avenue 500 550 425 662 656 642 678 672 SE 2nd Street & Biscayne Boulevard 325 302 239 311 333 360 369 381 SE 1st Street & Biscayne Boulevard (Northbound) 364 326 391 515 530 603 563 541 SE 1st Street & Biscayne Boulevard (Souhbound) 426 401 431 508 539 528 526 561 SE 1st Street & SE 3rd Avenue 163 160 185 219 198 212 228 208 Totals 1778 1739 1671 2215 2256 2345 2364 2363 7403 7881 8487 9180 9328 g:1043103000.one bayfront plazakwlcs\[tmc_02_2307.xls1penk hour (pm) 2/27/2007 11:58 � _� rn Kim ley-Hom and Associates, Inc. Copyright 0 2004, Kindey-Horn and Associates, Inc. Peak Hour 5:00 PM-6:00 PM APPENDIX G: A.M and P.M Trip Generation Tables AM PEAK HOUR TRIP GENERATION COMPARISON EXISTING AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS VOLUMES INTERNAL CAPTURE EXTERNAL TRIPS PASS -BY CAPTURE NET NEW EXTERNAL TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total In Out G R O U P 1 1 General Office Building 7 710 261.264 ksf 88% 12% 356 48 404 1.0% 4 354 46 400 0.0% 0 354 46 400 2 Shopping Center 7 820 78.942 ksf 61% 39% 83 53 136 2.9% 4 81 51 132 41.7% 56 53 23 76 3 4 5 6 7 8 9 10 11 12 13 14 15 Total: 439 101 540 1.5% 8 435 97 532 10.5% 56 407 69 476 PROPOSED AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS VOLUMES INTERNAL CAPTURE EXTERNAL TRIPS PASS -BY CAPTURE NET NEW EXTERNAL TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total In Out G R O U P 2 1 General Office Building 7 710 2125 ksf 88% 12% 1,903 260 2.163 0.8% 18 1,894 251 2,145 0.0% 0 1,894 251 2,145 2 Shopping Center 7 820 112 ksf 61% 39% 102 66 168 22.0% 37 80 51 131 37.6% 50 55 26 81 3 Recreational CommunityCenter 7 495 120 ksf 61% 39% 118 76 194 0.0% 0 118 76 194 0.0% 0 118 76 194 4 Hotel 7 310 850 room 61% 39% 354 227 581 8.1% 47 334 200 534 0.0% 0 334 200 534 5 6 7 8 9 10 11 12 13 14 15 Total: 2,477 629 3.106 3.3% 102 2,426 578 3,004 1.7% 50 2,401 553 2,954 G:1043103000-One Bayfront Plaza\Calcs\tripgen7 am2.xls: PRINT -PEAK HOUR 2/26/2007,5:24 PM PM PEAK HOUR TRIP GENERATION COMPARISON EXISTING PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS VOLUMES INTERNAL CAPTURE EXTERNAL TRIPS PASS -BY CAPTURE NET NEW EXTERNAL TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total In Out G R O U P 1 1 General Office Building 7 710 261.264 ksf 17% 83% 63 308 371 3.5% 13 55 303 358 0.0% 0 55 303 358 2 Shopping Center 7 820 78.942 ksf 48% 52% 257 279 536 2.4% 13 252 271 523 41.7% 218 143 162 305 3 4 5 6 7 8 9 10 11 12 13 14 15 Total: 320 587 907 2.9% 26 307 574 881 24.7% 218 198 465 663 PROPOSED PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS VOLUMES INTERNAL CAPTURE EXTERNAL TRIPS PASS -BY CAPTURE NET NEW EXTERNAL TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent PB Trips In Out Total In Out G R O U P 2 1 General Office Building 7 710 2125 ksf 17% 83% 418 2,041 2,459 1.2% 29 400 2,030 2,430 0.0% 0 400 2,030 2,430 2 Shopping Center 7 820 112 ksf 48% 52% 324 351 675 17.3% 117 271 287 558 37.6% 210 166 182 348 3 Recreational Community Center 7 495 120 ksf 29% 71% 57 140 197 0.0% 0 57 140 197 0.0% 0 57 140 197 4 Hotel 7 310 850 room 53% 47% 266 236 502 22.3% 112 208 182 390 0.0% 0 208 182 390 5 6 7 8 9 10 11 12 13 14 15 Total: 1,065 2,768 3,833 6.7% 258 936 2,639 3,575 5.9% 210 831 2,534 3,365 G:\043103000-One Bayfront Plaza\Calcs\tripgen7 pm2.xls: PRINT -PEAK HOUR 2/26/2007,5:25 PM APPENDIX H: Cardinal Trip Distribution Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL I NNE ENE ESE SSE SSW WSW WNW NNW -6541 TRIPS 1488 633 261 114 1699 3708 3341 3034 14278 PERCENT 10.42 4.43 1.83 0.80 11.90 25.97 23.40 21.25 542 TRIPS 122 71 30 29 113 328 296 268 1257 PERCENT 9.71 5.65 2.39 2.31 8.99 26.09 23.55 21.32 543 TRIPS 172 86 39 81 141 364 300 291 1474 PERCENT 11.67 5.83 2.65 5.50 9.57 24.69 20.35 19.74 544 TRIPS 696 313 227 311 443 1457 1209 1161 5817 PERCENT 11.96 5.38 3.90 5.35 7.62 25.05 20.78 19.96 545 TRIPS 203 120 87 125 124 409 375 340 1783 PERCENT 11.39 6.73 4.88 7.01 6.95 22.94 21.03 19.07 546 TRIPS 506 235 228 201 234 810 670 644 3528 PERCENT 14.34 6.66 6.46 5.70 6.63 22.96 18.99 18.25 547 TRIPS 131 73 74 40 71 198 156 180 923 PERCENT 14.19 7.91 8.02 4.33 7.69 21.45 16.90 19.50 548 TRIPS 981 556 447 346 541 1657 1278 1574 7380 PERCENT 13.29 7.53 6.06 4.69 7.33 22.45 17.32 21.33 549 TRIPS 1416 807 426 499 599 2436 1903 2217 10303 PERCENT 13.74 7.83 4.13 4.84 5.81 23.64 18.47 21.52 550 TRIPS 199 89 64 74 96 377 334 337 1570 PERCENT 12.68 5.67 4.08 4.71 6.11 24.01 21.27 21.46 551 TRIPS 1020 605 468 549 495 2008 1789 1611 8545 PERCENT 11.94 7.08 5.48 6.42 5.79 23.50 20.94 18.85 552 TRIPS 489 197 188 244 289 1050 900 876 4233 PERCENT 11.55 4.65 4.44 5.76 6.83 24.81 21.26 20.69 553 TRIPS 299 137 68 131 177 618 548 568 2546 PERCENT 11.74 5.38 2.67 5.15 6.95 24.27 21.52 22.31 554 TRIPS 921 501 236 290 534 1817 1699 1782 7780 PERCENT _11.84 6.44 3.03 3.73 6.86 23.35 21.84 22.90 555 TRIPS 1424 540 217 99 1320 3070 3005 2645 12320 PERCENT 11.56 4.38 1.76 0.80 10.71 24.92 24.39 21.47 - 37 - 1/18/05 APPENDIX I: Future Conditions (2013 Without Project) SYNCHRO 6.0 Outputs A.M. Peak Hour HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 6: SE 2nd Street & SE 3rd Avenue Background Traffic Conditions Movement Lane Configurations Ideal Flow (vphpl) 1900 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 fil***106 Bi r d EBB" 0 0 0 36 0.95 0.95 0.95 0.95 0 0 0 38 0 0 0 0 0 0 0 0 Perm 0.0 A -l• EBT , EBR . WBL >WBT WBR NBL NBT a'tttt+ 4+ 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 0.81 0.95 0.99 1.00 1.00 0.97 7429 3431 1.00 0.74 7429 2622 1024 106 549 324 0.95 0.95 0.95 0.95 1078 112 578 341 21 0 0 0 1207 0 0 919 pm+pt 8 5 2 8 2 25.0 75.0 26.0 76.0 0.24 0.69 5.0 5.0 3.0 3.0 1756 1812 0.16 0.69 38.3 1.00 1.1 39.4 D 39.4 D c0.35 0.51 8.1 1.00 0.2 8.3 A 8.3 A 4/ NBR- SBL SBT SBR 1900 1900 1900 1900 4.0 1.00 0.88 1.00 1636 1.00 1636 0 0 8 69 0.95 0.95 0.95 0.95 0 0 8 73 0 0 17 0 0 0 64 0 6 75.0 76.0 0.69 5.0 3.0 1130 0.04 0.06 5.5 1.00 0.1 5.6 A 5.6 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.4 0.55 110.0 57.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 1/25/2007 Timings 6: SE 2nd Street & SE 3rd Avenue 2013 AM Peak Hour Background Traffic Conditions Lane Group WBT NBL NBT SBT Lane Configurations vim 4+ T. Volume (vph) 1024 549 324 8 Turn Type pm+pt Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phases 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 47.0 13.0 63.0 50.0 Total Split (%) 42.7% 11.8% 57.3% 45.5% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None C-Max C-Max Act Effct Green (s) 26.0 Actuated g/C Ratio 0.24 v/c Ratio 0.69 Control Delay 37.6 Queue Delay 0.0 Total Delay 37.6 LOS D Approach Delay 37.6 Approach LOS D Ir;Isrsection Summary 76.0 0.69 0.52 10.1 0.0 10.1 B 10.1 B 76.0 0.69 0.07 3.0 0.0 3.0 A 3.0 A Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 25.0 Intersection Capacity Utilization 57.5% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue t 02 05 06 4-- 08 ii screic f G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 1/25/2007 HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 4: SE 2nd Street & Biscayne Blvd Background Traffic Conditions Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations rrrr 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 0.97 0.64 Frt 1.00 0.85 Flt Protected 0.95 1.00 Satd. Flow (prot) 3433 4053 Flt Permitted 0.95 1.00 Satd. Flow (perm) 3433 4053 Volume (vph) 0 0 0 0 0 0 430 0 0 0 0 949 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 0 0 0 483 0 0 0 0 1066 RTOR Reduction (vph) 0 0 0 0 0 0 192 0 0 0 0 71 Lane Group Flow (vph) 0 0 0 0 0 0 291 0 0 0 0 995 Turn Type Prot custom Protected Phases 5 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) 0.0 Approach LOS A Ittiersec#lon sSun►�ary, 0.0 A 12.9 14.9 0.15 6.0 3.0 512 c0.08 0.57 39.6 1.00 1.4 41.0 D 41.0 2.1 A 6 75.1 77.1 0.77 6.0 3.0 3125 c0.25 0.32 3.5 0.52 0.3 2.1 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 14.2 0.36 100.0 35.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 4: SE 2nd Street & Biscayne Blvd 2013 AM Peak Hour Background Traffic Conditions Lane Group NBL SBR Lane Configurations "' rrrr Volume (vph) 430 949 Turn Type Prot custom Protected Phases 5 Permitted Phases 6 Detector Phases 5 6 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 10.0 22.0 Total Split (s) 33.0 67.0 Total Split (%) 33.0% 67.0% Yellow Time (s) 4.0 4.0 All -Red Time (s) 2.0 2.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 14.9 77.1 Actuated g/C Ratio 0.15 0.77 v/c Ratio 0.69 0.33 Control Delay 21.6 1.6 Queue Delay 0.0 0.0 Total Delay 21.6 1.7 LOS C A Approach Delay Approach LOS Intersection Summary, Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natural Cycle: 40 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 7.9 Intersection Capacity Utilization 35.5% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 4: SE 2nd Street & Biscayne Blvd 4\ 05 06 G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 2: SE 1st Street & Biscayne Blvd (Northbound) Background Traffic Conditions Movement EBL EBR 4\ t NBL NBT SBT 4/ SBR Lane Configurations vivi) ttf t Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.94 0.86 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 4990 6408 Flt Permitted 0.95 1.00 Satd. Flow (perm) 4990 6408 Volume (vph) 443 0 0 838 0 0 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 457 0 0 864 0 0 RTOR Reduction (vph) 315 0 0 0 0 0 Lane Group Flow (vph) 142 0 0 864 0 0 Turn Type Protected Phases 5 1 Permitted Phases Actuated Green, G (s) 31.0 61.0 Effective Green, g (s) 31.0 61.0 Actuated g/C Ratio 0.31 0.61 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 1547 3909 v/s Ratio Prot c0.03 c0.13 v/s Ratio Perm v/c Ratio 0.09 Uniform Delay, d1 24.5 Progression Factor 0.00 Incremental Delay, d2 0.1 Delay (s) 0.1 Level of Service A Approach Delay (s) 0.1 Approach LOS A ntersectbn,Summary 0.22 8.8 1.00 0.1 8.9 A 8.9 A 0.0 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 5.9 0.19 100.0 27.2% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 AM Peak Hour Background Traffic Conditions f t Lane Group EBL NBT 03.. 04 07; 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary`; Vi'fitttf 443 838 5 1 3 4 7 8 5 1 1.0 1.0 1.0 1.0 1.0 1.0 20.0 20.0 5.0 4.0 5.0 4.0 35.0 65.0 61.0 4.0 31.0 4.0 35.0% 65.0% 61% 4% 31% 4% 4.0 4.0 4.0 2.0 4.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Lag Yes Yes Max Max Max Max Max Max 31.0 61.0 0.31 0.61 0.24 0.22 0.3 9.0 0.0 0.0 0.3 9.0 A A 0.3 9.0 A A Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.51 Intersection Signal Delay: 6.0 Intersection Capacity Utilization 27.2% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Background Traffic Conditions 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) BBL 1900 0 0.87 0 0 0 4-- EBT EBR WBL `" WBT 1900 4.0 0.91 0.96 1.00 4858 1.00 4858 428 0.87 492 64 637 47 31.0 27.0 0.27 4/ WBR NBL NBT NBR ; "SBL:. SBT SBR 4111 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 0.86 1.00 1.00 6385 1.00 6385 1 82 0 0 0 0 0 0 72 945 0 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 209 0 0 0 0 0 0 83 1086 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 1157 0 custom 3 38 61.0 57.0 0.57 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 Irt�tseaton Surimary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1312 c0.13 0.49 30.7 1.00 1.3 32.0 C 32.0 C 19.2 0.37 100.0 33.8% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 0.0 A 16.0 A 3639 0.18 0.32 11.3 1.00 0.2 11.5 B 11.5 B G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2013 AM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Background Traffic Conditions Lane Group EBT SBT 01 03 04 r 5 07 08 Lane Configurations 4'44+ 4ttt Volume (vph) 428 945 Turn Type Protected Phases 4 7 3 8 1 3 4 5 7 8 Permitted Phases Detector Phases 4 7 3 8 Minimum Initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Split (s) 20.0 5.0 4.0 20.0 5.0 4.0 Total Split (s) 35.0 65.0 65.0 61.0 4.0 35.0 31.0 4.0 Total Split (%) 35.0% 65.0% 65% 61% 4% 35% 31 % 4% Yellow Time (s) 4.0 4.0 2.0 4.0 4.0 2.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode Max Max Max Max Max Max Act Effct Green (s) 27.0 57.0 Actuated g/C Ratio 0.27 0.57 v/c Ratio 0.51 0.32 Control Delay 28.4 11.3 Queue Delay 0.0 0.0 Total Delay 28.4 11.3 LOS C B Approach Delay 28.4 11.3 Approach LOS C B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.51 Intersection Signal Delay: 17.7 Intersection Capacity Utilization 33.8% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) #2 40411 ♦ 08 #1 #2 05 #1 ' 07 -]y L N9 i'. G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 5: SE 1st Street & SE 3rd Avenue Background Traffic Conditions Movement EBL EBT EBR VVBL WBT WBR NBL NBT NBR SBL . SBT SBR Lane Configurations 4114 rr 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 0.88 1.00 1.00 Frt 0.99 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5037 2787 1770 1863 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 5037 2787 1770 1863 Volume (vph) 0 611 41 0 0 0 0 0 431 51 22 0 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 671 45 0 0 0 0 0 474 56 24 0 RTOR Reduction (vph) 0 15 0 0 0 0 0 0 174 16 0 0 Lane Group Flow (vph) 0 701 0 0 0 0 0 0 300 40 24 0 Turn Type custom pm+pt Protected Phases 4 1 6 Permitted Phases 2 6 Actuated Green, G (s) 16.4 55.9 63.6 63.6 Effective Green, g (s) 17.4 56.9 64.6 64.6 Actuated g/C Ratio 0.19 0.63 0.72 0.72 Clearance Time (s) 5.0 5.0 3.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 974 1762 1270 1337 v/s Ratio Prot c0.14 c0.00 0.01 v/s Ratio Perm c0.11 0.02 v/c Ratio 0.72 0.17 0.03 0.02 Uniform Delay, d1 34.0 6.8 3.7 3.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.2 0.0 0.0 Delay (s) 36.7 7.0 3.7 3.7 Level of Service D A A A Approach Delay (s) 36.7 0.0 7.0 3.7 Approach LOS D A A A lrtersec#ion $umna 111 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 23.5 0.29 90.0 41.1% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 5: SE 1st Street & SE 3rd Avenue 2013 AM Peak Hour Background Traffic Conditions Lane Group EBT NBR SBL SgT Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS fnters0cton ,$ummary + re' + 611 431 51 22 custom pm+pt 4 1 6 2 6 4 2 1 6 4.0 4.0 4.0 4.0 21.0 21.0 8.0 21.0 53.0 24.0 13.0 37.0 58.9% 26.7% 14.4% 41.1% 4.0 4.0 3.0 4.0 1.0 1.0 0.0 1.0 Lag Lead None C-Max None C-Max 17.4 0.19 0.72 33.0 0.0 33.0 C 33.0 C 57.5 0.64 0.24 0.5 0.2 0.7 A 64.6 0.72 0.04 1.5 0.0 1.5 A 64.6 0.72 0.02 4.5 0.0 4.5 A 2.4 A Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 19.0 Intersection Capacity Utilization 41.1% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 5: SE 1st Street & SE 3rd Avenue m1 o2 04 �' h �,jl�, ��� .. 4P ry 1 � k g '2.4M �rF'.W . "iwzti .' gry5 A����I d ) ' '; ti �ls y sx.,z �. fi i5�+4 : &'„� YY 1,at t a �y�,c;- :§ **3, "A ����Y ;3r ti`.. �9r4±. JN �.n�?..j��';4I [54.s1 06 + G:\043103000-One Bayfront Plaza\Calcs\Synchro\AM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 P.M. Peak Hour HCM Signalized Intersection Capacity Analysis 2013 PM Peak Hour (Splits Optimized) 6: SE 2nd Street & SE 3rd Avenue Background Traffic Conditions Movement BBL'; EBT EBR WBL. V BT WBR NBL, NBT F BR ' SBL SBT; : SB,R Lane Configurations 1'ttr'+ 4+ 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 0.81 0.95 1.00 Frt 0.99 1.00 0.88 Flt Protected 1.00 0.96 1.00 Satd. Flow (prot) 7480 3408 1643 Flt Permitted 1.00 0.70 1.00 Satd. Flow (perm) 7480 2473 1643 Volume (vph) 0 0 0 27 2355 134 713 215 0 0 16 108 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) 0 0 0 28 2403 137 728 219 0 0 16 110 RTOR Reduction (vph) 0 0 0 0 10 0 0 0 0 0 4 0 Lane Group Flow (vph) 0 0 0 0 2558 0 0 947 0 0 122 0 Turn Type Perm pm+pt Protected Phases 8 5 2 6 Permitted Phases 8 2 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 0.34 v/c Ratio 0.83 Uniform Delay, d1 26.4 Progression Factor 0.95 Incremental Delay, d2 1.4 Delay (s) 26.6 Level of Service C Approach Delay (s) 0.0 26.6 Approach LOS A C 40.0 50.0 50.0 41.0 51.0 51.0 0.41 0.51 0.51 5.0 5.0 5.0 3.0 3.0 3.0 3067 1261 838 0.07 c0.38 1.25d1 19.5 1.00 2.6 22.0 C 22.0 C 0.15 13.0 0.76 0.4 10.2 B 10.2 B Irilerse tioksu 'tmary. HCM Average Control Delay 24.8 HCM Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 100.0 Sum of lost time (s) Intersection Capacity Utilization 86.4% ICU Level of Service Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group HCM Level of Service 8.0 G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\PM_Background_SplitsOptimizedsy7.sy7 Synchro 6 Report 1/25/2007 Kimley-Horn and Associates, Inc. Timings 2013 PM Peak Hour (Splits Optimized) 6: SE 2nd Street & SE 3rd Avenue Background Traffic Conditions 4- 4 I Lane Group WBT NBL. NBT BBT Lane Configurations tfff 4+ T. Volume (vph) 2355 713 215 16 Turn Type pm+pt Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phases 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 45.0 8.0 55.0 47.0 Total Split (%) 45.0% 8.0% 55.0% 47.0% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None C-Max C-Max Act Effct Green (s) 41.0 Actuated g/C Ratio 0.41 v/c Ratio 0.84 Control Delay 27.1 Queue Delay 0.0 Total Delay 27.1 LOS C Approach Delay 27.1 Approach LOS C Intersection Summer 51.0 0.51 1.25dI 25.6 0.0 25.6 C 25.6 C 51.0 0.51 0.15 9.6 0.0 9.6 A 9.6 A Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 26.1 Intersection Capacity Utilization 86.4% Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. Intersection LOS: C ICU Level of Service E Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue m2 qfi 4\ 05 $ o0 1- 08 WI + F'y'3 a ' "' u <i . a "�fi f it p7 y EgfilE 'M' `' . zw. Sii G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\PM_Background_SplitsOptimizedsy7.sy7 Synchro 6 Report 1/25/2007 Kimley-Horn and Associates, Inc. HCM Signalized Intersection Capacity Analysis 2013 PM Peak Hour (Splits Optimized) 4: SE 2nd Street & Biscayne Blvd Background Traffic Conditions f 4\ t Moverrent EBL EBt EBR NBL , „ NBT . NBR' SBL. SBT' ;SBR Lane Configurations rrrr 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 0.97 0.64 Frt 1.00 0.85 Flt Protected 0.95 1.00 Satd. Flow (prot) 3433 4053 Fit Permitted 0.95 1.00 Satd. Flow (perm) 3433 4053 Volume (vph) 0 0 0 0 0 0 908 0 0 0 0 1182 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 0 0 956 0 0 0 0 1244 RTOR Reduction (vph) 0 0 0 0 0 0 36 0 0 0 0 73 Lane Group Flow (vph) 0 0 0 0 0 0 920 0 0 0 0 1171 Turn Type Prot custom 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, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) 0.0 0.0 Approach LOS A A �� N > v� » � Ya .u= tix trrt 8'+ �-i� fa tun- � a� -'q�2 e 7 Y A x 7 Yc r 0411 n Bui m d �:; . ,t F, ti �w , F zl ,>:.,k ' _E .. P k: HCM Average Control Delay 19.5 HCM Level of Service HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 100.0 Sum of lost time (s) Intersection Capacity Utilization 53.2% ICU Level of Service Analysis Period (min) 15 c Critical Lane Group WBL ,. WBT , WBR 5 6 31.9 56.1 33.9 58.1 0.34 0.58 6.0 6.0 3.0 3.0 1164 2355 c0.27 0.79 29.8 1.00 3.7 33.6 C 33.6 8.7 C A 8.0 A c0.29 0.50 12.3 0.65 0.7 8.7 A G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\PM_Background_SplitsOptimizedsy7.sy7 Synchro 6 Report 1/25/2007 Kimley-Horn and Associates, Inc. Timings 2013 PM Peak Hour (Splits Optimized) 4: SE 2nd Street & Biscayne Blvd Background Traffic Conditions 4 4/ Lane Group NBL SBR Lane Configurations rrrr Volume (vph) 908 1182 Turn Type Prot custom Protected Phases 5 Permitted Phases 6 Detector Phases 5 6 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 10.0 22.0 Total Split (s) 50.0 50.0 Total Split (%) 50.0% 50.0% Yellow Time (s) 4.0 4.0 All -Red Time (s) 2.0 2.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None C-Max Act Effct Green (s) 33.9 58.1 Actuated g/C Ratio 0.34 0.58 v/c Ratio 0.80 0.51 Control Delay 29.2 8.1 Queue Delay 0.0 0.1 Total Delay 29.2 8.2 LOS C A Approach Delay Approach LOS Oftilaktkinf 3N'k�.tKSi Si�pRff4 S.: Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 17.3 Intersection Capacity Utilization 532% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 4: SE 2nd Street & Biscayne Blvd G:\043103000-One Bayfront Plaza\Revised_ Calcs\Synchro\PM_Background_SplitsOptimizedsy7.sy7 Synchro 6 Report 1/25/2007 Kimley-Horn and Associates, Inc. HCM Signalized Intersection Capacity Analysis 2013 PM Peak Hour 2: SE 1st Street & Biscayne Blvd (Northbound) Background Traffic Conditions f 4 l 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations ")" Mt Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.94 0.86 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 4990 6408 Flt Permitted 0.95 1.00 Satd. Flow (perm) 4990 6408 Volume (vph) 902 0 0 1435 0 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 970 0 0 1543 0 0 RTOR Reduction (vph) 75 0 0 0 0 0 Lane Group Flow (vph) 895 0 0 1543 0 0 Turn Type Protected Phases 5 1 Permitted Phases Actuated Green, G (s) 30.0 62.0 Effective Green, g (s) 30.0 62.0 Actuated g/C Ratio 0.30 0.62 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 1497 3973 v/s Ratio Prot c0.18 c0.24 v/s Ratio Perm v/c Ratio 0.60 Uniform Delay, d1 29.9 Progression Factor 0.20 Incremental Delay, d2 0.9 Delay (s) 6.9 Level of Service A Approach Delay (s) 6.9 Approach LOS A Int0rsect on Summary 0.39 9.5 1.00 0.3 9.8 A 9.8 A 0.0 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 8.7 0.47 100.0 44.6% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 PM Peak Hour Background Traffic Conditions Lane Group EBL NBT 04 07 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS ,{,ntersection Summary '"'M 1111 902 1435 5 1 3 4 7 8 5 1 1.0 1.0 1.0 1.0 1.0 1.0 20.0 20.0 5.0 4.0 5.0 4.0 34.0 66.0 62.0 4.0 30.0 4.0 34.0% 66.0% 62% 4% 30% 4% 4.0 4.0 4.0 2.0 4.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Lag Yes Yes Max Max Max Max Max Max 30.0 62.0 0.30 0.62 0.62 0.39 6.3 9.9 0.0 0.0 6.3 9.9 A A 6.3 9.9 A A Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.96 Intersection Signal Delay: 8.5 Intersection Capacity Utilization 44.6% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) #2 t m1 #2 m5 X` ,dY t Jy 3 .�n?�G �+ J��+�] Q Y Y''� 4 f n 1.l"iF'!� �iht )r�I��'z 'N 4�i,i &yF.sN Y< N:. 1'tnA{�>!i .lS �.�. Ff Y 3+Er ��A Y°"�.l .A"-Y,2 �'��9 .i1;9 . I� ,a{ ig tf. �,sl' ,., y. 'C`S,}S' Sty. Y N .. .9 ;S,: S., i�4"^{{i4a.k M��;�^:M'Ate°ti. MiF�".r:x ... # I j # 1 # 1 ,�{gyy.(�us�i�. }#u(,',a p5 }t�Ynk¢%h?%liYi � 'sak 5+ ey"+"�r5nh �" x .."Th.Y,ln^r1:�Mts�.p?,'}?'�.Ti".�.Y�:13kvn'.e.7 b l-' .., iH.,'.' �. 4, .,. 2iAld"IF"•' .. nth-tt� r.".Y....� .. �' . 43.i' G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2013 PM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Background Traffic Conditions --�► .,i 4-- Movement EBL EBT EBR WBL NBT NBR SBL Lane Configurations ttir Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 Lane Util. Factor 0.91 Frt 0.95 Flt Protected 1.00 Satd. Flow (prot) 4831 Flt Permitted 1.00 Satd. Flow (perm) 4831 Volume (vph) 0 823 Peak -hour factor, PHF 0.96 0.96 Adj. Flow (vph) 0 857 RTOR Reduction (vph) 0 90 Lane Group Flow (vph) 0 1196 Turn Type Protected Phases 4 7 Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) 30.0 26.0 0.26 41 WBT WBRNBL 412 0 0 0 0 0 0 103 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 429 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 custom 3 SBT SBR 4'ttt 1900 1900 4.0 0.86 1.00 0.99 6375 0.99 6375 893 0 0.96 0.96 930 0 5 0 1032 0 38 62.0 58.0 0.58 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 Ii terer#ion Su%mmary.'' HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1256 c0.25 0.95 36.4 1.00 16.2 52.7 D 52.7 D 34.0 0.49 100.0 46.3% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 0.0 A 16.0 A 3698 0.16 0.28 10.5 1.00 0.2 10.7 B 10.7 B G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2013 PM Peak Hour 1: SE 1st Street & Biscayne Blvd (Southbound) Background Traffic Conditions Lane Group EBT SBT1 r�3 04 05. 07 • 08 Lane Configurations ++1. 4fft Volume (vph) 823 893 Turn Type Protected Phases 4 7 3 8 1 3 4 5 7 8 Permitted Phases Detector Phases 4 7 3 8 Minimum Initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Split (s) 20.0 5.0 4.0 20.0 5.0 4.0 Total Split (s) 34.0 66.0 66.0 62.0 4.0 34.0 30.0 4.0 Total Split (%) 34.0% 66.0% 66% 62% 4% 34% 30% 4% Yellow Time (s) 4.0 4.0 2.0 4.0 4.0 2.0 All -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode Max Max Max Max Max Max Act Effct Green (s) 26.0 58.0 Actuated g/C Ratio 0.26 0.58 v/c Ratio 0.96 0.28 Control Delay 49.6 10.6 Queue Delay 0.0 0.0 Total Delay 49.6 10.6 LOS D B Approach Delay 49.6 10.6 Approach LOS D B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.96 Intersection Signal Delay: 32.2 Intersection Capacity Utilization 46.3% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) 142 0�1y-�, #2 05 ,yyt yy�, 66 s hb .Y 1. ^ t f ��., ,. w % � N' , iJ', ,F e}�, fF 'G F�i,'°�l i>��._ 6. }'1A ., -:i 4, yl3e 4t � 1t� 95�{ i' "� TiR ?`�� �, #1 1 08 #1 --10-+0. #1 07 ..... n• ,.� <., . _. 4`' <G:}$WGF. �y+Sta :li 1 G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 HCM Signalized Intersection Capacity Analysis 2013 PM Peak Hour 5: SE 1st Street & SE 3rd Avenue Background Traffic Conditions -+.. '- t /4* Movement EBL EBT . EBR WBL WBT WBR; NBL NBT NBR SBL SBT SBR Lane Configurations +114 rir + 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 0.88 1.00 1.00 Frt 0.98 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 4974 2787 1770 1863 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 4974 2787 1770 1863 Volume (vph) 0 479 82 0 0 0 0 0 358 30 45 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) 0 515 88 0 0 0 0 0 385 32 48 0 RTOR Reduction (vph) 0 49 0 0 0 0 0 0 115 7 0 0 Lane Group Flow (vph) 0 554 0 0 0 0 0 0 270 25 48 0 Turn Type custom pm+pt Protected Phases 4 1 6 Permitted Phases 2 6 Actuated Green, G (s) 14.3 69.2 75.7 75.7 Effective Green, g (s) 15.3 70.2 76.7 76.7 Actuated g/C Ratio 0.15 0.70 0.77 0.77 Clearance Time (s) 5.0 5.0 3.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 761 1956 1358 1429 v/s Ratio Prot c0.11 0.00 c0.03 v/s Ratio Perm c0.10 0.01 v/c Ratio 0.73 0.14 0.02 0.03 Uniform Delay, d1 40.4 4.9 2.8 2.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.1 0.0 0.0 Delay (s) 43.9 5.0 2.8 2.8 Level of Service D A A A Approach Delay (s) 43.9 0.0 5.0 2.8 Approach LOS D A A A intersection summary. HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 26.8 0.24 100.0 36.9% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 Timings 2013 PM Peak Hour 5: SE 1st Street & SE 3rd Avenue Background Traffic Conditions Lane Group 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS I,nterseetion Summary EBT NBR SBL SBT 479 358 30 45 custom pm+pt 4 1 6 2 6 4 2 1 6 4.0 4.0 4.0 4.0 21.0 21.0 8.0 21.0 63.0 24.0 13.0 37.0 63.0% 24.0% 13.0% 37.0% 4.0 4.0 3.0 4.0 1.0 1.0 0.0 1.0 Lag Lead None 15.3 0.15 0.74 36.3 0.0 36.3 D 36.3 D C-Max 71.4 0.71 0.17 0.1 0.0 0.1 A None 76.7 0.77 0.02 1.3 0.0 1.3 A C-Max 76.7 0.77 0.03 3.4 0.0 3.4 A 2.5 A Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 20.7 Intersection Capacity Utilization 36.9°I0 Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 5: SE 1st Street & SE 3rd Avenue 01 02 -0.' 04 24 SOW) 06 G:\043103000-One Bayfront Plaza\Calcs\Synchro\PM_Background.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/7/2006 APPENDIX J: Future Conditions (2013 With Project) SYNCHRO 6.0 Outputs A.M. Peak Hour HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 6: SE 2nd Street & SE 3rd Avenue Future Traffic Conditions Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) EBL'' , EBT EBR 1900 1900 1900 WBL �tft� 1900 " 1900 4.0 0.81 0.99 1.00 7447 1.00 7447 1NBR ':NBL NBT NBR SBL SBT. SBR 4' 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 0.95 1.00 1.00 0.88 k ` 0.97 1.00 3431 1636 fl,y 0.74 1.00 2624 1636 Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) 0 0 0.95 0.95 0 0 0 0 0 0.95 0 0 36 0.95 38 0 1231 106 0.95 0.95 1296 112 17 0 549 0.95 578 0 324 0.95 341 0 0 0.95 0 0 0 0.95 0 0 8 0.95 8 15 69 0.95 73 0 Lane Group Flow (vph) 1429 0 919 0 66 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 Delays) Approach LOS Perm 8 0.0 A pm+pt 8 5 2 29.6 30.6 0.28 5.0 3.0 2072 0.19 0.69 35.5 1.00 1.0 36.4 D 36.4 D 2 70.4 71.4 0.65 5.0 3.0 1703 c0.35 0.54 10.4 1.00 0.3 10.8 B 10.8 B 70.4 71.4 0.65 5.0 3.0 1062 0.04 0.06 7.1 1.00 0.1 7.2 A 7.2 A ThtWction'Sum na1'so., ,' , j fAncia TAW Pr HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.8 0.58 110.0 59.9% 15 HCM Level of Service Sum of lost time (s) ICY Level of Service 8.0 B G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 6: SE 2nd Street & SE 3rd Avenue 2013 AM Peak Hour Future Traffic Conditions Lane Group "'-- 4 t WBT NBL NBT SBT Lane Configurations Ti Volume (vph) 1231 549 Turn Type pm+pt Protected Phases 8 5 Permitted Phases 2 Detector Phases 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 47.0 13.0 63.0 50.0 Total Split (%) 42.7% 11.8% 57.3% 45.5% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None C-Max C-Max Act Effct Green (s) 30.6 Actuated g/C Ratio 0.28 v/c Ratio 0.69 Control Delay 35.1 Queue Delay 0.0 Total Delay 35.1 LOS D Approach Delay 35.1 Approach LOS D 71.4 71.4 0.65 0.65 0.56 0.08 13.0 4.7 0.0 0.0 13.0 4.7 B A 13.0 4.7 B A intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 25.8 Intersection Capacity Utilization 59.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue 02 1 05 1 06 m8 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 AM Peak Hour Future Traffic Conditions Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit 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 f -111. 4 4\ EBL`< EBT r. , EBR'. WBL<'`WBi W R :,';NBL.y 1900 1900 1900 1900 1900 1900 1900 4.0 0.97 1.00 0.95 3433 0.95 3433 0 0 0 0 0 0 769 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0 0 0 0 0 0 864 0 0 0 0 0 0 75 0 0 0 0 0 0 789 Prot ��. 5 0.0 A 0.0 A 1' BT' NI3F SBR rrrr 1900 1900 1900 1900 1900 4.0 0.64 0.85 1.00 4053 1.00 4053 0 0 0 0 1259 0.89 0.89 0.89 0.89 0.89 0 0 0 0 1415 0 0 0 0 17 0 0 0 0 1398 custom 256 27.6 0 28`_ 6.0 3.0'" 948 c0.23 0.83 34.0 1.00 6.3 40.3 D 40.3 4.9 A 6 62.4 64.4 0.64 6.0 3.0 2610 c0.34 0.54 9.7 0.43 0.7 4.9 A �ntersecfion "Surma ;.� HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 18.3 0.62 100.0 50.6% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 AM Peak Hour Future Traffic Conditions Lane Group NBL SBR Lane Configurations Volume (vph) Turn Type rrrr 769 1259 Prot custom Protected Phases 5 Permitted Phases 6 Detector Phases 5 6 ;r Minimum Initial (s) 4.0 4.0 Minimum Split (s) 10.0 22.0 Total Split (s) 33.0 67.0 Total Split (%) 33.0% 67.0%'°- Yellow Time (s) 4.0 4.0 All -Red Time (s) 2.0 2.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summarys None C-Max 27.6 0.28 0.84 36.6 0.0 36.6 D Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 16.9 Intersection Capacity Utilization 50.6% Analysis Period (min) 15 64.4 0.64 0.54` 4.9 0.0 4.9 Intersection LOS: B ICU Level of Service A Splits and Phases: 4: SE 2nd Street & Biscayne Blvd (Southbound) m5 ELTIMOV 06 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 AM Peak Hour Future Traffic Conditions 4\ T Movement • EBL EBR NBL NBT SBT SBR Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 1900 1900 1900 4.0 0.94 1.00 0.95 4990 0.95 4990 till 1900 1900 4.0 0.86 1.00 1.00 6408 1.00 6408 1900 Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) 511 0.97 527 331 196 0 0 838 0.97 0.97 0.97 0 0 864 0 0 0 0 0 864 0 0 0.97 0.97 0 0 0 0 0 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (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 0.0 31.0 31.0 0.31 4.0 1547 c0.04 0.13 24.8 0.00 0.1 0.1 A 0.1 A 61.0 61.0 0.61 4.0 3909 c0.13 0.22 8.8 1.00 0.1 8.9 A 8.9 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 5.6 0.20 100.0 28.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 AM Peak Hour Future Traffic Conditions t Lane Group EBL, NBT 8 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS )11 Mt 511 838 5 `wt 1.0 1.0 1.0 1.0 1.0 1.0 20.0 20.0 5.0 4.0 5.0 4.0 35.0 65.0 61.0 4.0 31.0 4.0 35.0% 65.0% 61% 4% 31 % 4% 4.0 4.0 4.0 2.0 4.0 2.0 0.0' 'k"0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Lag Yes Yes Max Max Max Max Max Max 31.0 61.0 0.31 0.61 0.28 0.22 0.3 9.0 0.0 0.0 0.3 9.0 A A 0.3 9.0 A A ti• Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.61 Intersection Signal Delay: 5.7 Intersection Capacity Utilization 28.5%0 Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) #2 1 ' m1 #1 # 08 #1 -10' 07 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTU RE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 1: SE 1st Street & Biscayne Blvd (Southbound) c 4- 2013 AM Peak Hour Future Traffic Conditions 4\ t \► Movement EBL -` EBT .;EBR WBL' T WBR - NBL NBT NBR SBL `: SBT SBR 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) at 1900 1900 1900 4.0 0.91 0.96 1.00 4859 1.00 4859 1900 1900 0 496 210 0 0 0.87 0.87 0.87 0.87 0.87 0 570 241 0 0 0 28 0 0 0 1900 1900 1900 1900 0 0.87 0 0 0 0.87 0 0 0 0.87 0 0 0 0.87 0 0 4111 1900 1900 1900 4.0 0.86 1.00 1.00 6390 1.00 6390 72 1227 0 0.87 0.87 0.87 83 1410 0 0 9 0 Lane Group Flow (vph) 0 783 0 0 0 0 0 0 0 0 1484 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (s) 4 7 ..._,. r 31.0` 27.0 0.27 custom 38 3 61.0 57.0 0.57 Lane Grp Cap (vph) 1312 3642 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 c0.16 0.60 31.8 1.00 2.0 33.8 C 33.8 G 0.0 A 0.0 A 0.23 0.41 12.0 1.00 0.3 12.4 B 12.4 B Intersection Summary HCM Average Control Delay 19.9 HCM Level of Service B HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.47 100.0 39.8% 15 Sum of lost time (s) ICU Level of Service 16.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 1: SE 1st Street & Biscayne Blvd (Southbound) 2013 AM Peak Hour Future Traffic Conditions Lane Group EBT SBT ra8 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 t4T 4ittt 496 1227, 47 38 4 7 3 8a 35.0 65.0 35.0% 65.0% Act Effct Green (s) 27.0 57.0 Actuated g/C Ratio 0.27 0.57 v/c Ratio 0.61 0.41 Control Delay 32.5 12.3 Queue Delay 0.0 0.0 Total Delay 32.5 12.3 LOS C B Approach Delay 32.5 12.3 Approach LOS C B Intersection Summary 1.0 1.0 1.0 1.0 1.0 20.0 5.0 4.0 20.0 5.0 65.0 61.0 4.0 35.0 31.0 65% 61% 4% 35% 31% 4.0 4.0 2.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Yes Max Max Max Max Max 1.0 4.0 4.0 4% 2.0 0.0 Lag Yes Max Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green .... .:.. ....... . Natural Cycle: 40 Control Type: Pretimed Maximum v/c Ratio: 0.61 Intersection Signal Delay: 19.4 Intersection Capacity Utilization 39.8% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) #2 01 #2 5 Cass #1 ♦ 08 #1 -* 07 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 2013 AM Peak Hour 5: SE 1st Street & SE 3rd Avenue Future Traffic Conditions Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt f EBL "EBT +fib 1900 1900 4.0 0.99 c - 4\ r. ,r 4/ EBR WBL WBT :.WBR NBL NBT NBR SBL SBT SBR rir 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 0.88 1.00 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 5U5t3 2/t3/ 1//U 1tiFi:i Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 5058 2787 1770 1863 Volume (vph) 0 1119 41 0 0 0 0 0 431 51 22 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0.91 Adj. Flow (vph) 1230 45 0 0 0 0 0 474 56 24 RTOR Reduction (vph) 0 6 0 0 0 0 0 0 177 22 0 0 Lane Group Flow (vph) 1269 0 0 0 0 0 0 297 34 24 0 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 custom pm+pt 4 1 6 2 6 28.5 43.6 51.5 51.5 29.5 44.6 52.5 52.5 0.33 0.50 0.58 0.58 5.0 5.0 3.0 5.0 3.0 3.0 3.0 3.0 1658 1381 1033 1087 c0.25 c0.00 0.01 c0.11 0.02 0.77 0.22 0.03 0.02 27.1 12.8 8.0 7.9 1.00 1.00 1.00 1.00 2.2 0.4 0.0 0.0 29.3 13.2 8.0 8.0 C B A A 29.3 0.0 13.2 8.0 C A B A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 24.2 0.41 90.0 50.9% 15 HCM Level of Service Sum of lost time (s) ICU Level.of Service 12.0 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 5: SE 1st Street & SE 3rd Avenue 2013 AM Peak Hour Future Traffic Conditions i Lane Group EBT 'NBR SBL ' SBT' Lane Configurations ++T+ rr 9 + Volume (vph) 1119 431 51 22 Turn Type custom pm+pt Protected Phases 4 1 6 Permitted Phases 2 6 Detector Phases 4 2 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 8.0 21.0 Total Split (s) 53.0 24.0 13.0 37.0 Total Split (%) 58.9% 26.7% 14.4% 41.1 Yellow Time (s) All -Red Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio 4.0 4.0 1.0 1.0 Lag None C-Max 29.5 45.3 0.33 0.50 3.0 0.0 Lead 4.0 1.0 None C-Max 52.5 52.5 0.58 0.58 v/c Ratio 0.77 0.30 0.05 0.02 Control Delay 27.1 5.0 3.7 9.9 Queue Delay 0.0 0.2 0.0 0.0 Total Delay LOS Approach Delay Approach LOS Intersection Summary 27.1 C 27.1 5.2 3.7 9.9 A A A 5.5 A Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green. Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 20.5 Intersection Capacity Utilization 50.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 5: SE 1st Street & SE 3rd Avenue 01 02 04 1-3:t I 24.E .......:. L, - Y_:.- i . ,'I ir 06 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Unsignalized Intersection Capacity Analysis 2013 AM Peak Hour 19: SE 2nd Street & Project Driveway Future Traffic Conditions Movement EBL EBT WBT ' WBR SBL . 'SBR .: Lane Configurations tttt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 1406 621 0 179 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 1528 675 0 195 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 299 288 pX, platoon unblocked vC, conflicting volume 2203 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2203 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) 235 1866 720 1866 720 6.8 6.9 3.5 3.3 100 47 64 371 birection Lane # WB 1 WB 2:. W B` 3 : W B 4 .; SB 1,='. Volume Total 437 437 437 893 195 Volume Left 0 0 0 0 0 Volume Right 0 0 0 675 195 cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 1700 0.26 0 0.0 1700 0.26 0 0.0 1700 0.26 0 0.0 1700 0.53 0 0.0 0.0 371 0.53 73 25.0 C 25.0 C )ntersecton Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 2.0 48.5% 15 ICU Level of Service G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Unsignalized Intersection Capacity Analysis 17: SE 1st Street & Project Driveway 2013 AM Peak Hour Future Traffic Conditions c 44-- Movement EBT .. EBR WBL WBT NBL " 'NBR Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1092 508 0 0 0 96 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1187 552 0 0 0 104 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 292 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) 4404004414 p0 queue free % cM capacity (veh/h) Direction, Lane # EB 1 EB 2 ;.EB 3 NB 1 None 270 0.78 1739 1387 0.78 0.78 1463 672 1033 21 4.1 6.8 6.9 Volume Total Volume Left Volume Right cS H Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 2.2 100 383 475 475 790 104 0 0 0 0 0 0 552 104 1700 1700 1700 822 0.28 0.28 0.46 0.13 0 0 0 11 0.0 0.0 0.0 10.0 B 0.0 10.0 B intersection Summary. Average Delay Intersection Capacity Utilization Analysis Period (min) 3.5 3.3 100 87 178 822 0.6 45.1%. 15 ICU Level of Service G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\AM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 P.M. Peak Hour HCM Signalized Intersection Capacity Analysis 6: SE 2nd Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions •Ni i 4- I t \t' 1, "/ Movement EBL" "EBT EBR WBL W BT WBR NBL NBT ''NBR i s SBL-: SBT ' SBR Lane Configurations Mtt1T 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 Lane Util. Factor n_ `' 0.81 0.95 1.00 Frt 0.99 1.00 0.88 Flt Protected ' k 1.00 0.96 1.00 Satd. Flow (prot) 7496 3408 1643 Fit Permitted s ' , 1.00 0.70 1.00 Satd. Flow (perm) 7496 2468 1643 Volume (vph) 0 0 0 27 3233 134 713 215 0 0 16 108 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) 0 0 0 28 3299 137 728 219 0 0 16 110 RTOR Reduction (vph) 0 0 0 0 7 0 0 0 0 0 5 0 Lane Group Flow (vph) 0 0 0 0 3457 0 0 947 - 0 0 121 0 Turn Type Perm pm+pt Protected Phases „8 5 2 6 Permitted Phases 8 2 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 0.46 v/c Ratio 0.90 Uniform Delay, d1 22.3 Progression Factor 1.01 Incremental Delay, d2 3.2 Delay (s) 25.7 Level of Service C Approach Delay (s) 0.0 25.7 Approach LOS A C intersection Summary 50.0 40.0 40.0 51.0 41.0 41.0 0.51 0.41 0.41 5.0 5.0 5.0 3.0 3.0 3.0 3823 1012 674 0.07 c0.38 1.70dI 28.2 1.00 15.1 43.4 D 43.4 D 0.18 18.8 2,04 0.6 39.0 D 39.0 D HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 29.8 0.92 100.0 96.6% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 F G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 6: SE 2nd Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions Lane Group I i WBT NBL ' 'NBT 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary ttttT 3233 713 T 215 16 pm+pt 5 2 6 2 8 5 2 6 4.0 4.0 4.0 4.0 21.0 8.0 21.0 21.0 55.0 13.0 45.0 32.0 55.0% 13.0% 45.0% 32.0% 4.0 3.0 4.0 4.0 1.0 0.0 1.0 1.0 Lead Lag 8 None None C-Max C-Max 51.0 0.51 0.90 26.5 0.4 26.9 C 26.9 C, 41.0 41.0 0.41 0.41 1.70d1 0.19 60.1 37.2 0.0 0.0 60.1 37.2 E D 60.1 37.2 E D Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 34.1 Intersection Capacity Utilization 96.6% Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. Intersection LOS: C ICU Level of Service F Splits and Phases: 6: SE 2nd Street & SE 3rd Avenue t m2 45`s i I 4\ m5 1 06 m8 32 .,,csr-,«•aeax .vPxHxr:tecf �.'::a. -. wwsx.• G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions Movement 7 '\ I t1' `• •l •EBL' EBT- EBR: 'SBR 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 iiiteirsecton"Summary 1900 1900 1900 1900 1900 1900 4.0 0.97 1.00 0.95 3433 0.95 3433 0 0 0 0 0 0 1015 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 0 0 0 0 1068 0 0 0 0 0 0 19 0 0 0 0 0 0 1049 Prot 0.0 A 0.0 A 35.7 37.7 0.38 6.0 3.0 1294 c0.31 0.81 28.0 1.00 4.0 31.9 C rrrr 1900 1900 1900 1900 1900 4.0 0.64 0.85 1.00 4053 1.00 4053 0 0 0 0 1389 0.95 0.95 0.95 0.95 0.95 0 0 0 0 1462 0 0 0 0 53 0 0 0 0 1409 custom 31.9 21.2 6 52.3 54.3 0.54 6.0 3.0 2201 c0.35 0.64 16.0 1.25 1.3 21.2 C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.7 0.71 100.0 59.9% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 B G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 1900 Timings 4: SE 2nd Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions 4\ 4/ Lane Group NBLSBR Lane Configurations Volume (vph) Turn Type Protected Phases rrrr 1015 1389 Prot custom 5 Permitted Phases 6 Detector Phases 5 6 Minimum Initial (s) 4.0 4.0 Minimum Split (s) 10.0 22.0 Total Split (s) 49.0 51.0 Total Split (%) 49.0% 51.0%'y Yellow Time (s) 4.0 4.0 All -Red Time (s) 2.0 2.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS intersection Summary None C-Max 37.7 54.3 0.38 0.54 0.81 0.65 29.1 21.1 0.1 0.7 29.2 21.8 C C Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2: and 6:SBR, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 24.9 Intersection Capacity Utilization 59.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 4: SE 2nd Street & Biscayne Blvd (Southbound) G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 PM Peak Hour Future Traffic Conditions Movement 4\ I EBL EBR NBL NBT ` SBT .' `SBR Lane Configurations 'pi) tttt Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 0.94 " ' _; 0.86 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 4990 6408 Flt Permitted 0.95 1.00 Satd. Flow (perm) 4990 6408 Volume (vph, 1195 0 0 1435 0 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1285 0 0 1543 0 0 RTOR Reduction (vph) 36 0 0 0 0 0 Lane Group Flow (vph) 1249 0 1543 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) 39.0 53.0 Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) 39.0 0.39 4.0 53.0 0.53 4.0 Lane Grp Cap (vph) 1946 v/s Ratio Prot c0.25 v/s Ratio Perm v/c Ratio 0.64 Uniform Delay, d1 24.8 Progression Factor 1.21 Incremental Delay, d2 1.2 Delay (s) 31.2 Level of Service C Approach Delay (s) 31.2 Approach LOS C 'intersection Surnmaty 3396 c0.24 0.45 14.5 1.00 0.4 15.0 B 15.0 B A 0.0 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 22.4 0.53 100.0 50.2% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 2: SE 1st Street & Biscayne Blvd (Northbound) 2013 PM Peak Hour Future Traffic Conditions Lane Group 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 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Intersection Summary EBL . NBT 'w'i tilt 1195 1435'. 03 04 7 5 1 `' 1.0 1.0 1.0 1.0 1.0 20.0 20.0 5.0 4.0 5.0 43.0 57.0 14.0 43.0 8.0 43.0% 57.0% 14% 43'/0 8% 4.0 4.0 4.0 2.0 4.0 0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Yes Max Max 39.0 0.39 0.65 30.1 0.0 30.1 C 30.1 Max 53.0 0.53 0.45 15.1 0.0 9 15.1 15.1 C B. Max Max Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 45 Control Type: Pretimed Maximum v/c Ratio: 0.74 Intersection Signal Delay: 21.9 Intersection Capacity Utilization 50.2% Analysis Period (min) 15 1.0 4.0 35.0 35% 2.0 0.0 Lag Yes Max Intersection LOS: C ICU Level of Service A Splits and Phases: 2: SE 1st Street & Biscayne Blvd (Northbound) #2 1 #2 #1 03 #1 - * 04 #1 -Si' 07 #1 08 4 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 1: SE 1st Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions Movement EBL. EBT EBR WBL: WET :WBR NBL NBT NBR = SBL :" SBT SBR Lane Configurations + 4ttt 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 ��� f�a 0.86 Frt 0.95 1.00 Fit Protected 1.00 u 1.00 Satd. Flow (prot) 4840 6378 Fit Permitted 1.00 af a�: r ; x ' �_ 1.00 Satd. Flow (perm) 4840 6378 Volume (vph) 1116 529 0 0 0 0 103 983 0 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) 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 1162 551 0 0 0 0 0 0 107 1024 0 0 28 0 0 0 0 0 0 0 0 18 0 0 1685 0 0 0 0 0 0 0 0 1113 0 custom 47 47.0 47.0 0.47 45.0 45.0 0.45 Lane Grp Cap (vph) 2275 2870 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 c0.35 0.74 21.5 0.58 2.2 14.8 B 14.8 B 0.0 A z 0.0 A 0.17 0.39 18.3 1.00 0.4 18.7 B 18.7 B HCM Average Control Delay 16.3 HCM Level of Service HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 100.0 Intersection Capacity Utilization 55.9% Analysis Period (min) 15 c Critical Lane Group Sum of lost time (s) ICU Level of Service 8.0 G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 1: SE 1st Street & Biscayne Blvd (Southbound) 2013 PM Peak Hour Future Traffic Conditions Lane Group Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases EBT 1116 SBT 4111 983 47 38 47 38 03 v4 0 Minimum Initial (s) 1.0 1.0 1.0 1.0 1.0 1.0 Minimum Split (s) 20.0 5.0 4.0 20.0 5.0 4.0 Total Split (s) 51.0 49.0 57.0 14.0 43.0 43.0 8.0 35.0 Total Split (%) 51.0% 49.0% 57% 14% 43% 43% 8% 35% Yellow Time (s) 4.0 4.0 2.0 4.0 4.0 2.0 Alt -Red Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode Max Max Max Max Max Max Act Effct Green (s) 47.0 45.0 Actuated g/C Ratio 0.47 0.45 v/c Ratio 0.74 0.39 Control Delay 14.5 18.3 Queue Delay 0.2 0.0 Total Delay 14.8 18.3 LOS B B Approach Delay 14.8 18.3 Approach LOS B B Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:, Start of Green Natural Cycle: 45 Control Type: Pretimed Maximum v/c Ratio: 0.74 Intersection Signal Delay: 16.2 Intersection Capacity Utilization 55.9% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: SE 1st Street & Biscayne Blvd (Southbound) #2 ..t 01 #2 m5 i t S ...f & t 3Ye 'r4.�s r,i^ai #nSg�„s^k'r' , ,.. z, L `"fz:+' in� as,w .r �. v', ..f:d ��,Zf. >v �. T� ..;:... ,{. Y. # 4I' 03 #1 04 IV 07 141I * 08 y,� 1� S 43 S ,r �'s%}.Y G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 HCM Signalized Intersection Capacity Analysis 2013 PM Peak Hour 5: SE 1st Street & SE 3rd Avenue Future Traffic Conditions Movement EBL EBT . ` EBR Lane Configurations +f'+ Ideal Flow (vphpl) 1900 1900 Total Lost time (s) 4.0 Lane Util. Factor 0.91 Frt 0.98 Fit Protected 1.00 Satd. Flow (prot) 4999 Fit Permitted 1.00 Satd. Flow (perm) 4999 WBL 'WBT 'WBR NBL 1900 1900 1900 1900 1900 1' NBT NBR ! SBL ' SBT ` SBR rrr t 1900 1900 1900 1900 1900 4.0 4.0 4.0 0.88 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1.00 2787 1770 1863 1.00 0.95 1.00 2787 1770 1863 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 intelieetion Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0 641 82 0 0 0 0 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 689 88 0 0 0 0 0 31 0 0 0 0 0 0 746 0 0 0 0 0 18.3 19.3 0.19 5.0 3.0 965 c0.15 0.77 38.3 1.00 3.9 42.2 D 42.2 D 0 0.93 0 0 0 custom 0.0 28.6 0.28 100.0 40.1% 15 A HCM Level of Service Sum of lost time (s) ICU Level of Service 358 30 45 0 0.93 0.93 0.93 0.93 385 32 48 0 130 9 0 0 255 23 48 0 pm+pt 1 6 2 6 65.2 71.7 71.7 66.2 72.7 72.7 0.66 0.73 0.73 5.0 3.0 5.0 3.0 3.0 3.0 1845 1287 1354 0.00 c0.03 c0.09 0.01 0.14 0.02 0.04 6.3 3.8 3.8 1.00 1.00 1.00 0.1 0.0 0.0 6.4 3.8 3.9 A A A 6.4 3.8 A A 12.0 A G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007 Timings 5: SE 1st Street & SE 3rd Avenue 2013 PM Peak Hour Future Traffic Conditions Lane Group EBT NBR SBL SBT Lane Configurations 414ti rf4' Volume (vph) 641 358 30 45 Turn Type custom pm+pt Protected Phases 4 1 6 Permitted Phases 2 6 Detector Phases 4 2 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 8.0 21.0 Total Split (s) 63.0 24.0 13.0 37.0 Total Split (%) 63.0% 24.0% 13.0% 37.0% Yellow Time (s) 4.0 4.0 3.0 4.0 All -Red Time (s) 1.0 1.0 0.0 1.0 Lead/Lag Lag Lead Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS None 19.3 0.19 0.78 36.2 0.0 36.2 D 36.2 D C-Max None C-Max 67.4 72.7 72.7 0.67 0.73 0.73 0.19 0.02 0.04 0.3 1.8 4.6 0.0 0.0 0.0 0.3 1.8 4.6 A A A 3.5 A Intersection SummarY`"�''" Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBR and 6:SBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 23.0 Intersection Capacity Utilization 40.1 Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 5: SE 1st Street & SE 3rd Avenue ml 02 ' 04 1.3; g ..I 2ks kf . , , _ , I is , .... s V'l7', G:\043103000-One Bayfront Plaza\Calcs\Synchro\FUTURE_MARK\PM_Future.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 2/26/2007