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Appendix Miami Design District Special Area Plan Amendment Miami, Florida PPP' Kimley-Horn 1 and Associates, Inc_ ©2013 Kimley-Horn and Associates, Inc. May 2013 043505000 APPENDIX A: Methodology Correspondence Dabkowski, Adrian From: McWilliams, John Sent: Wednesday, May 08, 2013 11:10 AM To: Cruz-Casas, Carlos Cc: Dabkowski, Adrian; Hanes, Ali Subject: RE: Miami Design District SAP - Trip Distribution and Assignment Attachments: Distribution OUTS.PDF Carlos: Thank you for your quick review. Attached is a markup showing the minor changes to the distribution and confirming 100% exiting traffic for the study area. Rega rds, John John J. McWilliams, P.E. (FL) Kimley-Horn and Associates, Inc. 5200 NW 33rd Avenue, Suite 109 Fort Lauderdale, Florida 33309 Office: 954-535-5100 Direct: 954-535-5106 Mobile: 954-873-9407 John.McWilliams@kimley-horn.com **************************************************** This e-mail from Kimley-Horn and Associates, Inc. and any files transmitted with it may contain confidential information. It is intended solely for the individual named above. If you are not the intended recipient, please notify the sender and delete it immediately. Any other use or distribution is prohibited. **************************************************** From: Cruz-Casas, Carlos [mailto:Ccruz-casas@miamigov.com] Sent: Wednesday, May 08, 2013 10:13 AM To: McWilliams, John Subject: RE: Miami Design District SAP - Trip Distribution and Assignment John, Please accept this email as the approval of the general distribution for trips generated by the development pending that the percentages for "out" trips are revised to reflect all trips generated. Please feel free to call or email me with any questions. 1 Regards, Carlos Cruz-Casas, P.E. I Transportation Coordinator Capital Improvement Program - Office of Transportation Miami Riverside Center 444 SW 2nd Avenue, 8th Floor Miami, FL 33130 p: 305.416.1092 I f: 305.416.1019 e: ccruz-casas@miamigov.com From: Cruz-Casas, Carlos Sent: Tuesday, May 07, 2013 8:20 AM To: John. McWilliams@kimley-horn.com Subject: Re: Miami Design District SAP - Trip Distribution and Assignment John, I will get back to you today. In general everything looks good and well distributed thought the main accesses to the area. I just noticed that a the "out" percentages don't add up to the full hundred. Any reason that might be ? Thanks, carlos cruz-casas, p.e. city of miami/transportation sent from my phone but not while driving.. On May 7, 2013, at 6:53 AM, "John.McWilliams@kimley-horn.com" <John.McWilliams@kimley-horn.com> wrote: Carlos: Good morning. I wanted to follow up on your review of the trip distribution and assignment. Please let us know when we can expect comments (if any). We are anxious to complete our report as part of the SAP amendment application. Thanks, John John J. McWilliams, P.E. (FL) Kimley-Horn and Associates, Inc. 5200 NW 33rd Avenue, Suite 109 Fort Lauderdale, Florida 33309 Office: 954-535-5100 Direct: 954-535-5106 Mobile: 954-873-9407 John.McWilliams@kimley-horn.com 2 t It nlll 17.J14 r j htr Y St 2013 • E42ndetre c J 1 4 r 6d J14 as *- J14 r NE d1et Street 4001 Street 11,0.1 1.111 J h i r +^t r >o-Y J a Y ". 5 S Isew .o-emlo sa` ors L JI r 5 JJ4 4. 14.11. J Gong. rea 11 r,.,., aeel s 11 r C5 J1 5 Jl rr e 434. 15.1 server 14 ."Tr Da al peep Mot L , 3EInSNe.t J 1 r NE3E[Il Street 1,1 KimIey.Hom I and Associates, Inc. 11r as 4 J14 4- .J hir oxn l am y J 6e 0114 Mtge 4114 J In. 61 1 hir L eae r J hir � G. t gee, r heel 11 r 555 Lear i fir 5 t„ t Study R0.2dWay Qs yi elea=Ile„ © Project'Jeremy xn name volume J14 J1 J 0, .I Y Lode r NE re Netr.rr J 14 J14 moll, 1 a EGMI 5 r trwl ,:ea.l I2ae 1 J14 r 1, oe hie 2 NS 37tN Street 01 0 54 J14 nee, Figure 5 ProjectTrip Distirbution PM Peak Hour Miami Design District Q C)0*' ti • 2, •`1 .• t? ,r14/. 4;. — J;. t -/y F� + 11: Dabkowski, Adrian From: Cruz-Casas, Carlos <Ccruz-casas@miamigov.com> Sent: Monday, April 22, 2013 5:30 PM To: McWilliams, John Subject: RE: Miami Design District Analysis Period John, Thanks for providing the information. Please proceed to develop the study with your original approach of using typical peak periods. Thanks, carlos cruz-casas, p.e. city of miami - office of transportation 444 sw 2nd avenue, 8th floor miami, fl 33130 p: 305.416.1092 I f: 305.416.1019 e: ccruz-casas@miamigov.com From: John.McWilliams@kimley-horn.com [mailto:John.McWilliams@kimley-horn.com] Sent: Monday, April 22, 2013 4:12 PM To: Cruz-Casas, Carlos Subject: FW: Miami Design District Analysis Period Carlos: Per our discussion, attached is the 2011 analysis we previously performed for the original SAP. As you can see, the Thursday data was not conclusive. We proceeded with (and Raj concurred with) performing counts from 4-6 PM. With this information, we are proposing to perform counts from 4-6PM on a T,W, or Th and adjusting for peak season. Please let me know if this approach is acceptable. Thanks, John John J. McWilliams, P.E. (FL) Kimley-Horn and Associates, Inc. 5200 NW 33rd Avenue, Suite 109 Fort Lauderdale, Florida 33309 Office: 954-535-5100 Direct: 954-535-5106 Mobile: 954-873-9407 John.McWilliams@kimley-horn.com **************************************************** This e-mail from Kimley-Horn and Associates, Inc. and any files transmitted with it may contain confidential information. It is intended solely for the individual named above. If you are 1 not the intended recipient, please notify the sender and delete it immediately. Any other use or distribution is prohibited. **************************************************** From: Dabkowski, Adrian Sent: Friday, September 02, 2011 9:01 AM To: Raj Shanmugam@URSCorp.com Cc: McWilliams, John Subject: Miami Design District Analysis Period Good Morning Raj, We are in the process of establishing the analysis period for the Miami Design District. We've collect 24-hour weekday counts along NE 2nd Avenue between 38th Street and NE 39th Street as well as reviewed the FDOT count data at the following locations, Biscayne Boulevard 200 feet north of NE 36th Street and Biscayne Boulevard 200 feet south of NE 36th Street. Below is a summary of the P.M. peak hour for each count location. NE 2nd Avenue between 38t" Street and NE 39t" Street Tuesday, August 23, 2011 P.M. Peak Hour: 3:30 P.M. to 4:30 P.M. Wednesday, August 24, 2011 P.M. Peak Hour: 3:15 P.M. to 4:15 P.M. Thursday, August 25, 2011 P.M. Peak Hour: 3:30 P.M. to 4:30 P.M. Biscayne Boulevard 200 feet north of NE 36t" Street Tuesday, May 4, 2010 P.M. Peak Hour 5:15 P.M. to 6:15 P.M. Wednesday, May 5, 2010 P.M. Peak Hour 5:15 P.M. to 6:15 P.M. Thursday, May 6, 2010 P.M. Peak Hour 5:00 P.M. to 6:00 P.M. Biscayne Boulevard 200 feet south of NE 36t" Street Tuesday, July 27, 2010 P.M. Peak Hour 5:00 P.M. to 6:00 P.M. Wednesday, July 28, 2010 P.M. Peak Hour 5:00 P.M. to 6:00 P.M. Thursday, July 29, 2010 P.M. Peak Hour 12:15 P.M. to 1:15 P.M. Based on this information we're proposing to collect turning movement counts on a weekday basis from 4:00 to 6:00 P.M. Please let us you what your thoughts are. Thanks Adrian Adrian K. Dabkowski, P.E. (LA), PTOE rs kimley-Horn F II and Associates, Inc. 5200 NW 33rd Avenue, Suite 109 Fort Lauderdale, Florida 33309 Phone: 954-535-5144 Fax: 954-739-2247 2 Dabkowski, Adrian From: javier.fernandez@akerman.com Sent: Tuesday, April 16, 2013 7:50 PM To: Ccruz-casas@miamigov.com Cc: Alex@designdistrict.net; McWilliams, John; CSanchez@ci.miami.fl.us; AxRodriguez@miamigov.com; David@dacra.com Subject: RE: Design District SAP Amendment - Traffic Study Carlos: Please advise when we might be able to speak about this item, as I need to bring this matter to some resolution so that we can initiate our study. Let me know if you might have some time tomorrow for a quick phone conference. With your permission, I'd like to include John McWilliams as part of the conversation. Many thanks for your assistance with this matter. Sincerely, Javier Javier Fernandez Akerman Senterfitt I One Southeast Third Avenue 1 25th Floor I Miami, FL 33131 Dir: 305.755.5714 I Main: 305.374.5600 I Mobile: 305.761.2274 I Fax: 305.374.5095 javier.fernandez@akerman.com From: Fernandez, Javier (Assoc-Mia) Sent: Friday, April 12, 2013 4:34 PM To: 'Cruz-Casas, Carlos' Cc: Alex@designdistrict.net; John.McWilliams@kimley-horn.com; Sanchez, Carmen; Rodriguez, Anel; David@dacra.com Subject: RE: Design District SAP Amendment - Traffic Study Carlos: Thanks for your response and your comments. We are in agreement with all of your suggestions/comments with the exception of the event data collection request. We are uncertain as to why this is being recommended as a necessary part of the analysis, as it appears atypical for such study. Aside from the atypical nature of the request, the suggestion also creates some data collection and analysis challenges in so far as: 1. The traffic generated by such an event may not be the result of any activity related to the uses forming part of the Special Area Plan (SAP) amendment assemblage and, therefore, any deficiencies may be mistakenly attributed to our project; and 2. There likely exists no comparable traffic data for activity during such a period which would require new data collection and delay us by approximately another 4 weeks (as we would have to wait until the next event date to collect the necessary data). Again, we do not disagree that such an analysis is helpful to the City. However, we feel it is not appropriate to the subject application for the above -stated reasons. From our perspective, if the City is concerned about event related traffic, the event sponsor should be obligated to provide such analysis for purposes of mitigating against any potential adverse impacts to traffic. In the instant case, while Dacra is supportive of such event activities, they are not the sole proponents or generators of the related traffic given the widespread participation of owners (not part of the subject application) in the Wynwood/Design District Art Walk monthly events. Please give me a call at your earliest convenience on my cell phone to discuss this matter. Again, I can be reached at (305) 761-2274. Sincerely, 1 Javier Javier Fernandez Akerman Senterfitt I One Southeast Third Avenue 1 25th Floor I Miami, FL 33131 Dir: 305.755.5714 I Main: 305.374.5600 I Mobile: 305.761.2274 I Fax: 305.374.5095 javier.fernandez©akerman.com From: Cruz-Casas, Carlos [mailto:Ccruz-casas@miamigov.com] Sent: Thursday, April 11, 2013 5:37 PM To: Fernandez, Javier (Assoc-Mia) Cc: AIex@designdistrict.net• John.McWilliams@kimley-horn.com• Sanchez, Carmen; Rodriguez, Anel• David@dacra.com Subject: RE: Design District SAP Amendment - Traffic Study Javier, Thanks for your patience. We reviewed the methodology letter and have the following comments: • Include Friday or Saturday evening in the analysis, preferably during a weekend event o for instance, a Wynwood Second Saturdays Art Walk • Please include the NW 39th Street & NW 1st Avenue intersection in the proposed study area • Include language to allow the City to provide a final review of the trip distribution and assignment • Please specify which software will be employed to analyze the intersections based on HCM In addition, please note that the City of Miami will not be issuing a sufficiency letter for the entire area. Letters will be issue as individual parcel develop and detailed information is provided. Should you have any questions or comments, please do not hesitate in contacting me. Regards, Carlos Cruz-Casas, P.E. I Transportation Coordinator Capital Improvement Program - Office of Transportation Miami Riverside Center 444 SW 2nd Avenue, 8th Floor Miami, FL 33130 p: 305.416.1092 I f: 305.416.1019 e: ccruz-casas@miamigov.com Original Message From: javier.fernandez@akerman.com [mailto:javier.fernandez@akerman.com] Sent: Tuesday, April 09, 2013 7:35 PM To: Cruz-Casas, Carlos Cc: Alex@designdistrict.net; John.McWilliams@kimley-horn.com; Sanchez, Carmen; Rodriguez, Anel; David@dacra.com Subject: RE: Design District SAP Amendment - Traffic Study Carlos: A color version of the map is attached for your review. The properties in "green" represent the properties which are to be added by way of the proposed amendment. The "orange" properties where the subject of the original application. Thanks, 2 Javier Javier Fernandez Akerman Senterfitt I One Southeast Third Avenue 1 25th Floor I Miami, FL 33131 Dir: 305.755.5714 I Main: 305.374.5600 I Mobile: 305.761.2274 I Fax:305.374.5095javier.fernandez@akerman.com www.akerman.com CONFIDENTIALITY NOTE: The information contained in this transmission may be privileged and confidential, and is intended only for the use of the individual or entity named above. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited. If you have received this transmission in error, please immediately reply to the sender that you have received this communication in error and then delete it. Thank you. CIRCULAR 230 NOTICE: To comply with U.S. Treasury Department and IRS regulations, we are required to advise you that, unless expressly stated otherwise, any U.S. federal tax advice contained in this transmittal, is not intended or written to be used, and cannot be used, by any person for the purpose of (i) avoiding penalties under the U.S. Internal Revenue Code, or (ii) promoting, marketing or recommending to another party any transaction or matter addressed in this e-mail or attachment. Original Message From: Cruz-Casas, Carlos [mailto:Ccruz-casas@miamigov.com] Sent: Tuesday, April 09, 2013 7:28 PM To: Fernandez, Javier (Assoc-Mia) Cc: Alex@designdistrict.net; John.McWilliams@kimley-horn.com; Sanchez, Carmen; Rodriguez, Anel; David@dacra.com Subject: Re: Design District SAP Amendment - Traffic Study Javier, Based on our conversation last Friday, we were pending a color version of the map indicating the parcels that will be added. Please let me know if you have that information available and we will proceed to finalize the review. Thanks, carlos cruz-casas, p.e. city of miami/transportation sent from my phone but not while driving.. On Apr 9, 2013, at 6:40 PM, "javier.fernandez@akerman.com" <javier.fernandez@akerman.com> wrote: > Carlos: > > Any news regarding the status of your review and approval of the study methodology? We are eager to get this study started. > > Thanks for your immediate attention to this request. > > Javier > > Sent from my iPhone 3 > > On Mar 27, 2013, at 6:29 PM, "Fernandez, Javier (Assoc-Mia)" <javier.fernandez@akerman.com> wrote: > » Carlos: » » Good afternoon. Our firm represents Dacra Design Associates (Del.) LLC and its affiliate entities ("Applicants"). The Applicants are advancing an amendment to the Special Area Plan ("SAP") previously approved on 7/26/2012. The amendment will add approximately 2 acres of land to the assemblage which comprised the initial SAP application. » As with our prior SAP application, a traffic study is required as part of the submittal. To date, we have prepared the attached traffic study methodology for your review and approval. Upon receipt of confirmation of your agreement with the methodology outlined in the attached letter, Kimley Horn will begin its preparation of the study. Any assistance you could provide in expediting your approval of the methodology would be greatly appreciated, as it will ensure that we will have the study available for review and comment by the date of the required Coordinated Review Committee meeting. » Should you have any questions regarding this request, please do not hesitate to contact me at your convenience. » Sincerely, » » Javier » »Javier Fernandez » Akerman Senterfitt I One Southeast Third Avenue 1 25th Floor I Miami, » FL 33131 » Dir: 305.755.5714 I Main: 305.374.5600 I Mobile: 305.761.2274 I Fax: » 305.374.5095 javier.fernandez@akerman.com » <201303271819.pdf> > > www.akerman.com > > CONFIDENTIALITY NOTE: The information contained in this transmission > may be privileged and confidential, and is intended only for the use > of the individual or entity named above. If the reader of this message > is not the intended recipient, you are hereby notified that any > dissemination, distribution or copying of this communication is > strictly prohibited. If you have received this transmission in error, > please immediately reply to the sender that you have received this > communication in error and then delete it. Thank you. > CIRCULAR 230 NOTICE: To comply with U.S. Treasury Department and IRS > regulations, we are required to advise you that, unless expressly > stated otherwise, any U.S. federal tax advice contained in this > transmittal, is not intended or written to be used, and cannot be > used, by any person for the purpose of (i) avoiding penalties under > the U.S. Internal Revenue Code, or (ii) promoting, marketing or > recommending to another party any transaction or matter addressed in this e-mail or attachment. 4 ylKimley-Horn and Associates, Inc. Memorandum To: Mr. Carlos Cruz-Casas, P.E. Transportation Coordinator City of Miami From: John J. McWilliams, P.E , Adrian K. Dabkowski, Pit. (LA), PTOE, Date: January 16, 2013 Subject: Miami Design District Special Area Plan (SAP) Amendment Traffic Impact Analysis Methodology ■ 5200 NW 33rd Avenue Suite 109 Fort Lauderdale, Florida 33309 The purpose of this memorandum is to summarize the proposed traffic impact analysis methodology. The purpose of traffic analysis is to evaluate the impacts of the additional development proposed as part of the amendment to the previously approved Design District SAP. The attached map (Attachment A) depicts the properties included in the previously approved SAP (orange) as well as the additional properties associated with the SAP amendment (green). The proposed mixed -use development has not yet finalized. Once the development program has been finalized it will be provided to you. The proposed traffic study methodology is generally similar to the previous traffic impact study submitted and approved by the City. The following items summarize our proposed methodology. Trip Generation Trip generation calculations for the proposed development will be performed using Institute of Transportation Engineer's (ITE) Trip Generation, 9th Edition. Once the development program has been finalized, trip generation calculations will be provided prior to submittal of the traffic study for review. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the Miami -Dade County's MPO 2035 Cost Affordable Plan. The appropriate TAZ for this majority of this development is 383. The cardinal distribution is provided in Attachment B. Background Traffic Forecast/Major Committed Development A background growth rate will be calculated based on historic growth trends at nearby Florida Department of Transportation (FDOT) traffic count stations. Additionally, growth rates based on Miami -Dade Metropolitan Planning Organization's (MPO) projected 2005 and 2035 model network volumes will be ■ TEL 954 535 5100 FAX 954 739 2247 ✓ gr, Kirinley-Horn ▪ M and Associates, Inc. Mr. Carlos Cruz-Casas, P.E., January 16, 2013, Pg. 2 examined. Documentation will be provided in the Appendix of the traffic impact study. The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved but not yet constructed will be included. Projects in the application stage who have submitted a traffic study will also be included. Study Area The following intersections will be examined as part of the study area: • North Miami Avenue at NE 42nd Street • North Miami Avenue at NE 41st Street • North Miami Avenue at NE 40th Street • North Miami Avenue at NE 39th Street • North Miami Avenue at NE 38th Street/Interstate 195 WB Ramp • North Miami Avenue at Interstate 195 EB Ramp • North Miami Avenue at NE 36th Street • NE 1st Avenue at NE 42nd Street • NE 1st Avenue at NE 41st Street • NE 1st Avenue at NE 40th Street • NE 1st Avenue at NE 39th Street • NE 1st Avenue at NE 38th Street • NE 1st Avenue at NE 36th Street • NE 2nd Avenue at NE 42nd Street • NE 2nd Avenue at NE 41st Street • NE 2nd Avenue at NE 40th Street • NE 2nd Avenue at NE 39th Street • NE 2nd Avenue at NE 38th Street • NE 2nd Avenue at NE 36th Street/Federal Highway • Federal Highway at NE 39th Street • Biscayne Boulevard at NE 38th Street • Biscayne Boulevard at NE 36th Street Project driveways will also be included in the study area/analysis. The following corridors were analyzed in the study: • North Miami Avenue • NE 2nd Avenue • NE 41st Street • NE 39th Street Data Collection As the proposed development will consist primarily of retail and restaurant land uses, P.M. peak period (4:00-6:00 P.M.) turning movement counts will be Kimley-Horn 1111h._1=Ir I and Associates, Inc. Mr. Carlos Cruz-Casas, P.E., January 16, 2013, Pg. 3 conducted at all identified study intersections. 24-hour machine counts will be conducted on all study corridors. All traffic counts will be adjusted to account for seasonality using the appropriate FDOT seasonal factors. Signal timing information will be obtained from Miami -Dade County Public Works and Waste Management Department — Signals and Signs Division. Capacity Analysis Capacity analyses will be conducted for the P.M. peak hour at all identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. A detailed operations analysis for the project driveways and study area intersections will be prepared. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. Please note that the City of Miami Capital Improvement Plan (CIP) will be reviewed for study area improvement projects. Transportation Accommodations Section A section in the report will discuss non -passenger vehicle transportation and internal transportation access. Specifically, this section will discuss accommodations for bicycles and identify bicycle parking areas; discuss internal transportation access such as tunnels connecting the below -grade parking garages. Documentation The results of the analysis will be summarized in a report. The report shall include supporting documents including signal timings, lane geometry, and software output sheets. K:\FTL_TPTO\043505000-Miami Design District\Correspondence\memos\01 16 13 Miami Design District - Traffic Study Methodology.doc Attachment A DACRA ACREAGE PLAN 11/29/12 401h enuita r « T . ` r r T Z r ° • ° I ' _L L ' I ' I 1 F • y 911 L 1 JI 1 I 1 __J___ __1__ ___ 1 r r_r___r__r __r_Y r__.r ,-- II 141 11▪ W r 7 T I ▪ l Sth NB. 401h STREET Ir-i1 T T rY-r-ri-r-r-r T' ____ �1 nl NIa1.'11u 1e L. 11 1 I 14 ----� • . 1 . 1 r L. 1 STREET'v ,-d rl ; ' °__I . 36 STREET EXPRESSWAY N.E. 37th ST. --�1 — _-I 7rTT r T J L L J L 1 J r 1 r T 7 a { I 1 I z l '. l • 1 I — — —10.236t12asr. I ' I I 11 I 1 1 I-195 1 ▪ 4 z N.8 3612 L _J IIL ST J • ' L L 0 T--T--r— 1 1 ' .� "L,.l � •L•1� -L. H 'J 0 36 6TRPJd[ EXPRESSWAY I-195 L E. DESIGN BLVD. 0 IIf r/ ---fi 3612 ST. EXPRESSWAY Attachment B MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY NNE ENE CARDINAL DIRECTIONS ESE ISSE I SSW I WSW I WNW I NNW TOTAL ORIGINZONEI PERCENT 16.05 0.78 3.35 3.35 23.73 20 14.53 18.21 375 3075 TRIPS 1220 78 163 293 911 638 467 549 4,319 PERCENT 28.25 1.81 3.77 6.78 21.09 14.77 10.81 12.71 376 3076 TRIPS 1096 95 248 284 1324 992 705 931 5,675 PERCENT 19.31 1.67 4.37 5 23.33 17.48 12.42 16.41 377 3077 TRIPS 800 155 138 193 931 753 560 545 4,075 PERCENT 19.63 3.8 3.39 4.74 22.85 18.48 13.74 13.37 378 3078 TRIPS 609 212 131 131 917 752 656 747 4,155 PERCENT 14.66 5.1 3.15 3.15 22.07 18.1 15.79 17.98 379 3079 TRIPS 1163 252 277 157 1478 1009 1264 1294 6,894 PERCENT 16.87 3.66 4.02 2.28 21.44 14.64 18.33 18.77 380 3080 TRIPS 674 170 201 85 973 927 848 884 4,762 PERCENT 14.15 3.57 4.22 1.78 20.43 19.47 17.81 18.56 381 3081 TRIPS 354 132 189 228 737 592 436 455 3,123 PERCENT 11.34 4.23 6.05 7.3 23.6 18.96 13.96 14.57 382 3082 TRIPS 1508 501 386 992 1731 1482 1171 1600 9,371 PERCENT 16.09 5.35 4.12 10.59 18.47 15.81 12.5 17.07 383 3083 TRIPS 2732 994 963 2708 2794 2224 1957 2908 17,280 PERCENT 15.81 5.75 5.57 15.67 16.17 12.87 11.33 16.83 384 3084 TRIPS 569 121 413 979 821 545 368 438 4,254 PERCENT 13.38 2.84 9.71 23.01 19.3 12.81 8.65 10.3 385 3085 TRIPS 9 5 7 21 22 29 23 15 131 PERCENT 6.87 3.82 5.34 16.03 16.79 22.14 17.56 11.45 386 3086 TRIPS 508 135 328 934 951 739 454 453 4,502 PERCENT 11.28 3 7.29 20.75 21.12 16.41 10.08 10.06 387 3087 TRIPS 1513 690 657 1083 935 758 653 695 6,984 PERCENT 21.66 9.88 9.41 15.51 13.39 10.85 9.35 9.95 388 3088 TRIPS 104 29 57 119 161 154 97 82 803 PERCENT 12.95 3.61 7.1 14.82 20.05 19.18 12.08 10.21 389 3089 TRIPS 244 85 100 292 345 305 227 237 1,835 PERCENT 13.3 4.63 5.45 15.91 18.8 16.62 12.37 12.92 390 3090 TRIPS 137 52 58 176 197 159 161 137 1,077 PERCENT 12.72 4.83 5.39 16.34 18.29 14.76 14.95 12.72 391 3091 TRIPS 228 68 75 349 385 359 300 225 1,989 PERCENT 11.46 3.42 3.77 17.55 19.36 18.05 15.08 11.31 392 3092 TRIPS 382 63 132 206 590 502 370 529 2,774 PERCENT 13.77 2.27 4.76 7.43 21.27 18.1 13.34 19.07 393 3093 TRIPS 784 188 269 625 1652 1364 655 758 6,295 PERCENT 12.45 2.99 4.27 9.93 26.24 21.67 10.41 12.04 394 3094 TRIPS 350 96 65 110 629 491 341 349 2,431 PERCENT 14.4 3.95 2.67 4.52 25.87 20.2 14.03 14.36 395 3095 TRIPS 1170 335 349 1419 1593 1306 661 761 7,594 PERCENT 15.41 4.41 4.6 18.69 20.98 17.2 8.7 10.02 396 3096 TRIPS 943 276 270 735 1467 974 662 833 6,160 PERCENT 15.31 4.48 4.38 11.93 23.81 15.81 10.75 13.52 397 3097 TRIPS 1085 246 228 325 1464 1178 906 990 6,422 PERCENT 16.9 3.83 3.55 5.06 22.8 18.34 14.11 15.42 398 3098 TRIPS 436 102 201 285 675 466 288 298 2,751 PERCENT 15.85 3.71 7.31 10.36 24.54 16.94 10.47 10.83 399 3099 TRIPS 808 429 338 784 933 514 389 458 4,653 PERCENT 17.37 9.22 7.26 16.85 20.05 11.05 8.36 9.84 400 3100 TRIPS 176 174 94 294 241 158 129 121 1,387 PERCENT 12.69 12.55 6.78 21.2 17.38 11.39 9.3 8.72 401 3101 TRIPS 45 25 22 43 40 35 41 56 307 PERCENT 14.66 8.14 7.17 14.01 13.03 11.4 13.36 18.24 402 3102 TRIPS 52 9 13 25 43 28 25 37 232 PERCENT 22.41 3.88 5.6 10.78 18.53 12.07 10.78 15.95 403 3103 TRIPS 499 349 261 294 355 194 231 278 2,461 PERCENT 20.28 14.18 10.61 11.95 14.43 7.88 9.39 11.3 404 3104 TRIPS 514 173 342 815 710 501 333 375 3,763 PERCENT 13.66 4.6 9.09 21.66 18.87 13.31 8.85 9.97 405 3105 TRIPS 292 123 98 254 261 163 182 193 1,566 PERCENT 18.65 7.85 6.26 16.22 16.67 10.41 11.62 12.32 406 3106 TRIPS 473 183 255 755 617 657 275 352 3,567 PERCENT 13.26 5.13 7.15 21.17 17.3 18.42 7.71 9.87 407 3107 TRIPS 1569 507 564 1113 799 664 617 776 6,609 PERCENT 23.74 7.67 8.53 16.84 12.09 10.05 9.34 11.74 408 3108 TRIPS 398 536 318 734 505 498 257 331 3,577 B-12 APPENDIX B: Traffic Count Data Intersection Turning Movement Counts NE 42ND STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED, OFF SET, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/12/13 File I.D. : 42ST NMA Page 1 NORTH MIAMI AVENUE !NE 42ND STREET !NORTH MIAMI AVENUE !NE 42ND STREET From North !From East !!From South !From West UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right Total Date 03/12/13 - * BREAK * 16:00 0 3 122 2( 0 2 1 3 1 4 160 3 0 4 1 2 328 16:15 0 0 104 3( 0 2 2 3 1 0 3 177 1 0 2 1 4 302 16:30 0 1 122 2 1 0 6 0 2 0 1 198 1 0 3 1 2 1 339 16:45 0 2 114 1 1 0 1 1 2 1 0 3 225 4 0 1 0 1 1 355 Hr Total 0 6 462 8 0 11 4 10 1 1 11 780 9 0 10 3 9 1 1324 17:00 0 1 93 0 1 0 4 0 4 I 0 1 208 4 l 0 1 0 3 1 319 17:15 0 0 121 1 0 3 0 2 J 0 2 258 1 1 0 2 2 2 I 394 17:30 0 0 104 5 1 0 7 0 0 0 2 249 1 0 3 0 4 I 375 17:45 0 1 105 1 1 0 4 1 3 0 0 203 2 1 0 1 0 3 1 324 Hr Total 0 2 423 7 1 0 18 1 9 1 0 5 918 8 1 0 7 2 12 I 1412 *TOTAL* 0 18 2974 25 I 0 50 8 26 ! 2 22 2247 34 I 0 26 7 36 I 5475 NE 42ND STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED, OFF SET, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/12/13 File I.D. : 42ST NMA Page 3 NORTH MIAMI AVENUE INE 42ND STREET (NORTH MIAMI AVENUE INE 42ND STREET From North (From East IFrom South From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 03/12/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/12/13 Peak start 16:45 I 16:45 16:45 16:45 Volume 0 3 432 7 0 15 1 8 0 8 940 10 0 7 2 10 Percent 0% 1% 98% 2% 0% 62% 4% 33% O% 18 988 18 0% 37% 11% 53% Pk total 442 24 958 19 Highest 17:15 ( 17:00 17:15 17:30 Volume 0 0 121 1 1 0 4 0 4 0 2 258 1 0 3 0 4 Hi total 122 I 8 261 7 PHF .91 1 .75 .92 .68 0 NE 42ND STREET 8 1 7 16 0 7 7 2 7 7 NORTH MIAMI AVENUE 432 432 442 2 19 10 10 0 3 1,397 7 940 8 0 955 0 • ALL VEHICLES 35 39 Intersection Total 1,443 15 432 10 457 1,415 8 8 8 8 24 1 NORTH MIAMI AVENUE 958 940 940 10 10 1 15 15 15 NE 42ND STREET 0 0 3 2 10 NE 42ND STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED, OFF SET, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/12/13 File I.D. : 42ST NMA Page : 1 NORTH MIAMI AVENUE INE 42ND STREET (NORTH MIAMI AVENUE SINE 42ND STREET From North From East (From South IFrom West I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/12/13 * BREAK 16:00 0 0 0 0 1 0 0 0 1 1 0 0 0 1 1 0 0 0 1 3 16 : 15 0 0 0 0 0 0 0 0( 0 0 0 2 0 0 0 7 9 16:30 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 1 4 16:45 0 0 0 0 0 0 0 1! 0 0 0 4 j 0 0 0 2 1 7 Hr Total 0 0 0 1 0 0 0 2 0 0 0 9 0 0 0 11 1 23 17:00 0 0 0 1 1 0 0 0 0 1 0 0 0 4 I 0 0 0 1] 6 17 : 15 0 0 0 0 I 0 0 0 1 0 0 0 0 0 0 0 1] 2 17:30 0 0 0 0 0 0 0 1 1 0 0 0 1 0 0 0 0 2 17:45 0 0 0 0 0 0 0 2( 0 0 0 1 1 0 0 0 1 4 Hr Total 0 0 0 1 0 0 0 4 0 0 0 6 0 0 0 3] 14 *TOTAL* 0 0 0 2 0 0 0 10 0 0 0 23 0 0 0 20 55 NE 41ST STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, E/W STOP NORTH MIAMI AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : Start Date: File I.D. : Page 00130037 03/12/13 41ST_NMA UTurn Left Thru R Date 03/12/13 * BREAK INE 41ST STREET (From East ght UTurn Left INCRTH MIAMI AVENUE (From South 1 Thru Right j UTurn Left INE 41ST STREET (From West Thru Right UTurn Left Thru Right I Total 16:00 0 1 123 3( 0 6 1 4 0 3 180 10 ] 0 3 0 7] 341 16:15 0 2 106 1( 0 5 2 4 1 4 185 4 0 1 0 4( 319 16:30 0 1 129 1] 0 4 1 3 0 2 187 6 I 0 5 0 4] 343 16:45 0 1 111 5( 0 10 3 5] 0 2 221 8 f 0 3 2 2] 373 Hr Total 0 5 469 10 0 25 7 16 1 11 773 28 1 0 12 2 17 1 1376 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 1 1 3 5 10 96 120 109 101 426 4 5 1 3 13 0 0 0 0 0 17 8 8 5 38 1 2 0 1 4 11 6 8 6 31 0 0 0 1 1 1 195 5 0 10 1 4 346 0 253 5( 0 8 0 7 415 0 241 3 0 7 2 2 384 6 193 11 1 0 5 4 4 1 345 7 882 24 1 0 30 7 17 1 1490 *TOTAL* 0 48 2971 48 0 98 14 61 I 3 26 2204 89 I 0 50 14 79 5707 NE 41ST STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/12/13 File I.D. 41ST NMA Page 3 NORTH MIAMI AVENUE From North UTurn Left Thru Date 03/12/13 Peak Hour Analysis By Entire Peak start 16:45 Volume 0 6 436 Percent 0% 1% 95% Pk total 457 Highest 17:15 Volume 0 1 120 Hi total 126 PHF .91 INE 41ST STREET 'From East NORTH MIAMI AVENUE From South Right I UTurn Left Thru Right UTurn Left INE 41ST STREET From West Thru Right UTurn Left Thru Right I Total Intersection for 16:45 15 0 3% 0% 79 17:00 5 0 29 .68 0 0 NE 41ST STREET 3 6 15 24 28 28 5 15 15 the Period: 16:00 t0 18:00 on 03/12/13 16:45 43 6 30 0 54% 8% 38% 0% 934 17:15 17 1 11 0 258 I .91 NORTH MIAMI AVENUE 436 436 457 6 6 5 48 15 15 0 0 72 1,425 3 910 21 0% 97% 2% 0 253 28 910 30 968 • ALL VEHICLES Intersection Total 1,518 43 436 15 494 1,428 3 3 5 79 111 934 • 910 NORTH MIAMI AVENUE 910 21 21 16:45 0 28 0% 58% 48 17:00 0 10 15 .80 0 5 15 10% 31% 4 0 30 30 6 6 43 43 32 NE 41ST STREET 6 5 21 0 0 NE 41ST STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS NORTH MIAMI AVENUE From North Left Thru Right Date 03/12/13 * BREAK Site Code : 00130037 Start Date: 03/12/13 File I.D. : 41ST NMA Page : 1 INE 41ST STREET (NORTH MIAMI AVENUE INE 41ST STREET I From East 'From South (From West I Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total 16:00 0 0 0 0 0 16:15 0 0 0 0 0 16:30 0 0 0 0 0 16:45 0 0 0 0 0 Hr TOta1 0 0 0 0) 0 17:00 0 0 0 1 0 17:15 0 0 0 4 0 17:30 0 0 0 2 0 17:45 0 0 0 0 1 0 Hr Total 0 0 0 7 1 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 O 1 0 O 1 0 O 4 0 O 6 ] 0 0 0 0 0 0 2 4 0 2 8 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 1 0 0 2 3 1 0 0 0 1 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 1 6 3 10 1 0 0 6 7 1 2 7 9 19 5 8 2 8 23 *TOTAL* 0 0 0 13 0 0 O 22 0 0 0 5 0 0 24 1 64 NE/NW 40TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/12/13 File I.D. : 40STNMA Page : 1 NORTH MIAMI AVENUE From North UTurn Left Thru Date 03/12/13 BREAK 16:00 0 16:15 0 16:30 0 16:45 0 Hr Total 0 17:00 1 17:15 0 17:30 0 17:45 0 Hr Total 1 INE 40TH STREET 'From East Right 1 UTurn Left 1NORTH MIAMI AVENUE 'From South Thru Right 1 UTurn Left Thru Right 1 UTurn Left 114W 40TH STREET From West Thru Right 1 Total 5 119 4 0 8 2 11 1 6 95 5 0 15 2 11 0 3 132 3 0 11 0 8 1 6 111 4 1 0 7 1 5 0 20 457 16 0 41 5 35 2 8 6 5 4 23 106 125 115 108 454 2 4 1 0 7 0 15 2 8 1 O 9 3 8 0 O 10 0 7 0 0 4 3 10 0 O 38 8 33 1 1 3 1 3 8 0 3 5 3 11 172 183 182 226 763 183 244 233 195 855 11 10 15 16 52 0 0 0 0 0 5 1 1 2 9 0 1 2 2 5 9 3 8 5 25 3 0 2 0 15 12 0 0 1 2 12 0 0 3 4 14 0 3 1 2 41 0 5 5 23 348 335 367 388 1438 346 417 395 347 1505 *TOTAL* 113 2915 58 1 0 112 19 90 1 36 2184 135 1 0 20 13 87 1 5786 NE/NW 40TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NORTH MIAMI AVENUE From North NE 40TH STREET IFrom East NORTH MIAMI AVENUE 'From South Site Code : 00130037 Start Date: 03/12/13 File I.D. : 40STNMA Page : 3 INW 40TH STREET From West UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right I Total Date 03/12/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/12/13 Peak start 16:45 16:45 1 16:45 16:45 Volume 1 25 457 11 0 41 6 28 1 11 886 43 0 4 6 26 Percent 0% 5* 93% 2% 0% 55% 8% 37% 0% 1% 94% 5% 0% 11% 17% 72% Pk total 494 75 941 36 Highest 17:15 17:00 17:15 17:00 Volume 0 6 125 4 0 15 2 8 0 3 244 12 0 2 0 15 Hi total 135 25 259 17 PHF .91 .75 .91 1 .53 0 NW 40TH STREET 12 6 11 29 0 6 11 11 NORTH MIAMI AVENUE 457 457 494 6 36 26 26 0 65 26 26 1,412 4 886 28 918 • ALL VEHICLES Intersection Total 1,546 41 457 26 524 1,465 12 12 150 0 0 28 28 75 6 NORTH MIAMI AVENUE 941 886 886 6 41 41 75 NE 40TH STREET I =111111111111111111 43 43 0 26 6 43 NE/NW 40TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/12/13 File I.D. : 4OST NMA Page : 1 NORTH MIAMI AVENUE INE 40TH STREET (NORTH MIAMI AVENUE INW 40TH STREET From North 'From East (From South From West I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds I Total Date 03/12/13 * BREAK 16:00 0 0 0 3 1 0 0 0 1[ 0 0 0 8] 0 0 0 0 1 12 16:15 0 0 0 00 0 0 6' 0 0 0 s] 0 0 0 0] 11 16:30 0 0 0 0' 0 0 0 4] 0 0 0 4] 0 0 0 5] 13 16:45 0 0 0 0( 0 0 0 4 1 0 0 0 8] 0 0 0 2( 14 Hr Total 0 0 0 3 1 0 0 0 15 1 0 0 0 25 1 0 0 0 7 1 50 17:00 0 0 0 5 I 0 0 0 8] 0 0 0 4] 0 0 0 0 1 17 17:15 0 0 0 0' 0 0 0 3] 0 0 0 1 1 0 0 0 3 I 7 17:30 0 0 0 1 I 0 0 0 2( 0 0 0 0] 0 0 0 0 I 3 17:45 0 0 0 0] 0 0 0 3] 0 0 0 4 1 0 0 0 6] 13 Hr Total 0 0 0 6' 0 0 0 16 ( 0 0 0 9 I 0 0 0 9 I 40 *TOTAL* 0 0 0 9' 0 0 0 38 ] 0 0 0 51 I 0 0 0 2.5 I 123 NE 39TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/12/13 File I.D. 39ST NMA Page 1 NORTH MIAMI AVENUE INE 39TH STREET (NORTH MIAMI AVENUE INE 39TH STREET From North 'From East From South (From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Date 03/12/13 * BREAK Thru Right I Total 16:00 0 6 139 3 0 30 5 12 0 3 176 11 0 3 3 20 411 16:15 0 5 109 2 0 31 9 12 2 3 178 11 0 2 3 15 382 16:30 0 5 151 2 0 17 10 14 1 5 164 15 0 7 4 17 ( 432 16:45 0 4 119 0 0 23 6 13 0 0 222 20 ( 0 5 9 10 431 Hr Total 0 20 518 7 ( 0 101 30 51 1 3 11 760 57 ( 0 17 19 62 ( 1656 17:00 0 3 132 4 0 33 11 11 ( 0 2 180 9 0 2 5 21 413 17:15 0 1 135 2 0 17 8 12 ( 0 1 251 6 0 2 4 16 455 17:30 0 6 129 1 ( 0 26 11 5 ( 0 7 244 13 ( 0 4 6 13 ( 465 17:45 0 5 110 1 0 18 11 4 0 0 200 8 0 8 2 14 381 Hr Total 0 15 506 8 0 94 41 32 0 10 875 36 0 16 17 64 1714 *TOTAL* 0 98 2939 55 0 314 98 106 6 41 2218 213 I 0 45 63 291 6487 NE 39TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/12/13 File I.D. 39ST NMA Page : 3 NORTH MIAMI AVENUE INE 39TH STREET (NORTH MIAMI AVENUE INE 39TH STREET From North 'From East (From South 1From West 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 03/12/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/12/13 Peak start 16:45 16:45 16:45 ( 16:45 Volume 0 14 515 7 0 99 36 41 0 10 897 48 0 13 24 60 Percent 0% 3% 96% 1% 0% 56% 20% 23% 0% 1% 94% 5% 0% 13% 25% 62% Pk total 536 176 955 97 Highest 17:00 J 17:00 17:30 17:00 Volume 0 3 132 4 0 33 11 11 0 7 244 13 0 2 5 21 Hi total 139 55 264 28 PHF .96 .80 .90 .87 NE 39TH STREET 10 36 7 53 0 0 13 13 24 7 7 NORTH MIAMI AVENUE 515 515 536 24 97 60 60 0 1 150 14 14 1,487 13 897 41 951 • ALL VEHICLES Intersection Total 1,764 ( 99 515 60 674 1,629 262 0 0 41 41 176 36 955 10 897 10 897 NORTH MIAMI AVENUE 36 99 99 86 NE 39TH STREET 14 24 48 48 48 0 0 NE 39TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/12/13 File I.D. 39ST NMA Page : 1 NORTH MIAMI AVENUE INE 39TH STREET INORTH MIAMI AVENUE INE 39TH STREET From North From East IFrom South IFrom West Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/12/13 - --- * BREAK * 16:00 0 0 0 6 0 0 0 2 0 0 0 0 0 0 0 0 8 16 : 15 0 0 0 0 0 0 0 7 0 0 0 3 0 0 0 0 10 16:30 0 0 0 4 0 0 0 7 0 0 0 2 0 0 0 6 19 16:45 0 0 0 4 0 0 0 1 0 0 0 7 0 0 0 1 1 13 Hr Total 0 0 0 14 1 0 0 0 17 ( 0 0 0 12 ) 0 0 0 7) 50 17:00 0 0 0 3 0 0 0 5 0 0 0 2 1 0 0 0 3 13 17 : 15 0 0 0 6 0 0 0 4] 0 0 0 0 j 0 0 0 2 12 17:30 0 0 0 2 0 0 0 2 0 0 0 3 0 0 0 2 9 17:45 0 0 0 7 I 0 0 0 8 1 0 0 0 1 0 0 0 2 18 Hr Total 0 0 0 18 0 0 0 19 1 0 0 0 6 0 0 0 9 1 52 *TOTAL* 0 0 0 36 0 0 0 43 I 0 0 0 20 0 0 0 23 122 NE 38TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 3BST_NMA Site Code 00130037 Start Date: 03/14/13 Page : 1 ALL VEHICLES !NORTH MIAMI AVENUE ]NE 38TH STREET ]NORTH MIAMI AVENUE ]MB I-195 ON RAMP INE 38TH STREET !From North From East From South From West ]From Northwest Start 1 1 1 1 1 11ntv1 Time 1 Left Thru Right Right! Left Thru Thru Rightl Left Left Thru Right' Left Thru Rightl Left Thru Right1Total 03/14/13 1 1 1 1 1 [BREAK 16:00 16:15 16:30 16:45 Hour 17:00 17:15 17:30 17:45 Hour Total % Apr. % Int. 1 1 1 I 1 0 71 110 1] 2 18 0 21 130 1 221 61 0 0 01 0 0 01 562 0 86 75 11 0 16 0 41 126 0 248 61 0 0 01 0 0 0] 562 0 81 105 0] 3 16 0 3] 139 2 278 5] 0 0 01 0 0 0] 632 0 67 71 31 2 24 1 21 131 0 278 111 0 0 01 0 0 01 590 O 305 361 51 7 74 1 111 526 3 1025 281 0 0 0] 0 0 01 2346 1 1 I I 1 O 93 99 01 3 17 0 11 133 0 255 71 0 0 01 0 0 0] 608 O 89 77 11 3 19 0 41 117 0 296 71 0 0 01 0 0 01 613 0 66 86 1] 0 12 0 31 109 1 250 21 0 0 01 0 0 01 530 0 91 75 01 2 17 0 21 127 0 249 121 0 0 01 0 0 01 575 0 339 337 21 8 65 0 10] 486 1 1050 281 0 0 0] 0 0 01 2326 1 I 1 I 1 1 1966 1723 91 16 249 2 33] 1710 7 2841 2351 0 0 01 0 0 0I 8792 - 53.1 46.5 0.21 5.3 83.0 0.6 11.0] 35.6 0.1 59.2 4.91 - - -I - - -1 - 22.3 19.5 0.11 0.1 2.8 - 0.31 19.4 - 32.3 2.61 -I - - -1 - 1 1 1 I 1 1 1 1 I 1 NE 38TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 38ST_NMA Site Code 00130037 Start Date: 03/14/13 Page 3 ALL VEHICLES 'NORTH MIAMI AVENUE INE 38TH STREET 'NORTH MIAMI AVENUE IWB I-195 ON RAMP 'NE 38TH STREET 'From North 'From East (From South From West !From Northwest Start ! I I I IIntvl Time 1 Left Thru Right Rights Left Thru Thru Right! Left Left Thru Right! Left Thru Right' Left Thru Right]Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 on 03/14/13 to 17:45 on 03/14/13I Time 16:30 116:30 1 16:30 116:30 116:30 Vol. 0 330 352 41 11 76 1 101 520 2 1107 301 0 0 01 0 0 01 Pct. 0.0 48.1 51.3 0.51 11.2 77.5 1.0 10.21 31.3 0.1 66.7 1.81 0.0 0.0 0.01 0.0 0.0 0.01 Total I 686 I 98 11659 I 0 I 0 I High 1 17:00 116:45 1 16:30 116:30 16:30 Vol. 0 93 99 01 2 24 1 21 139 2 278 51 0 0 01 0 0 01 Total 192 1 29 I 424 I 0 I 0 I PHF 10.893 10.845 10.978 10.000 10.000 I NE 38TH STREET 7 WE I-145 ON RAMP 948 948 NORTH MIAMI AVENUE 4 352 330 1117 1803 03/14/13 04:30pm 05:15pm 2443 128 t- 10 -. 30 NE 38TH STREET 2000 341 2 30 520 1107 NORTH MIAMI AUENIJE NE 38TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 38ST_NMA Site Code 00130037 Start Date: 03/14/13 Page : 1 PEDESTRIANS NORTH MIAMI AVENUE INE 38TH STREET (NORTH MIAMI AVENUE IWB I-195 ON RAMP (From North (From East From South (From West Start 1 1 I 1 ]Intrvl. Time 1 Left Right Peds1 Left Right Peds1 Left Right Peds1 Left Right Peds[ Total 03/14/131 1 I 1 [BREAK] 1 I I I I 16:001 0 0 01 0 0 31 0 0 0] 0 0 2 5 16:151 0 0 01 0 0 21 0 0 01 0 0 1 3 16:301 0 0 01 0 0 11 0 0 01 0 0 0 1 16:451 0 0 01 0 0 41 0 0 01 0 0 0 4 Hour] 0 0 01 0 0 101 0 0 01 0 0 3 13 1 I I 1 17:001 0 0 01 0 0 41 0 0 01 0 0 1 5 17:151 0 0 01 0 0 51 0 0 01 0 0 1 6 17:301 0 0 01 0 0 2] 0 0 01 0 0 0 2 17:451 0 0 01 0 0 41 0 0 01 0 0 0] 4 Hour; 0 0 0] 0 0 15; 0 0 0] 0 0 21 17 I I I I I Total) 0 0 01 0 0 371 0 0 01 0 0 71 44 8 Apr. 1 - - -1 - 100.01 - - -1 - - 100.01 - 8 Int. 1 - - -1 - - 84.01 - - -1 - - 15.9] EB I-195 OFF RAMP & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. : I195 NMA Page 1 NORTH MIAMI AVENUE I----- 1NORTH MIAMI AVENUE IEB I-195 OFF RAMP From North From East 'From South [From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right Total Date 03/14/13 * BREAK * 16:00 0 0 76 0 0 0 0 0 0 0 290 0 J 0 70 0 129 565 16:15 0 0 84 0 0 0 0 0 0 0 266 0 0 107 0 123 J 580 16:30 0 0 88 0 0 0 0 0 0 0 341 0 J 0 86 0 144 659 16:45 0 0 69 0 0 0 0 0 0 0 320 0 0 92 0 136 1 617 Hr Total 0 0 317 0 1 0 0 0 0 1 0 0 1217 0 1 0 355 0 532 1 2421 17:00 0 0 94 0 0 0 0 0 0 0 315 0 J 0 81 0 123 1 613 17:15 0 0 92 0 0 0 0 0 0 0 333 0 0 86 0 119 630 17:30 0 0 66 0 0 0 0 0 0 0 267 0 J 0 90 0 116 539 17:45 0 0 90 0 j 0 0 0 0 1 0 0 316 0 1 0 74 0 148 1 628 Hr Total 0 0 342 0 0 0 0 0 0 0 1231 0 0 331 0 506 1 2410 *TOTAL* 0 0 1996 0 0 0 0 0 0 0 3474 0 0 1330 0 2147 8947 EB 1-195 OFF RAMP & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED NORTH MIAMI AVENUE From North Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 !From East ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. I195NMA Page : 3 !NORTH MIAMI AVENUE !EB I-195 OFF RAMP !From South !From West UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 03/14/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 00 18:00 on 03/14/13 Peak start 16:30 16:30 16:30 16:30 Volume 0 0 343 0 0 0 0 0 0 0 1309 0 0 345 0 522 Percent 08 0% 100% 0% 0% 08 08 08 08 08 100% 0% 08 40% 0% 60% Pk total 343 0 1309 867 Highest 17:00 07:00 16:30 16:30 Volume 0 0 94 0] 0 0 0 0] 0 0 341 0] 0 86 0 144 Hi total 94 0 341 230 PHF .91 .0 .96 .94 0 0 0 EB 1-195 OFF RAMP 0 0 0 0 345 345 0 0 NORTH MIAMI AVENUE 343 343 343 0 867 522 522 0 0 0 0 1,997 345 1,309 0 1,654 • ALL VEHICLES 867 0 Intersection Total 2,519 0 343 522 865 2,174 0 0 1,309 • 1,309 NORTH MIAMI AVENUE 1,309 0 0 0 0 0 0 0 0 0 o • 0 0 0 0 0 ES I-195 OFF RAMP & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/14/13 File I.D. : I195 NMA Page 1 NORTH MIAMI AVENUE (NORTH MIAMI AVENUE IEB I-195 OFF RAMP From North :From East From South IFrom West Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/14/13 - * BREAK * 16:00 0 0 0 0: 0 0 0 0 1 0 0 0 0: 0 0 0 0 I 0 16 : 15 0 0 0 1 0 0 0 0( 0 0 0 0] 0 0 0 2 I 3 16:30 0 0 0 0( 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 16:45 0 0 0 0: 0 0 0 0] 0 0 0 0 I 0 0 0 0 I 0 Hr Total 0 0 0 1 1 0 0 0 0 1 0 0 0 0 I 0 0 0 2 I 3 17:00 0 0 0 0: 0 0 0 0( 0 0 0 0 I 0 0 0 1 I 1 17 : 15 0 0 0 0: 0 0 0 0( 0 0 0 0 I 0 0 0 0: 0 17:30 0 0 0 0: 0 0 0 0 j 0 0 0 0 I 0 0 0 0 I 0 17:45 0 0 0 0 0 0 0 0: 0 0 0 0 I 0 0 0 1: 1 Hr Total 0 0 0 0( 0 0 0 0 I 0 0 0 0 I 0 0 0 2: 2 *TOTAL* 0 0 0 1 0 0 0 0 I 0 0 0 1 I 0 0 0 6 8 VEHICLES GETTING OFF I-195 RAMP THAT THEN GO EAST ON NE 36TH STREET MIAMI, FLORIDA OBSERVED BY: MAURICE GOMEZ Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 I-195 TO EB 36 ST Site Code : 00130037 Start Date: 03/14/13 File I.D. : 36ST OD Page : 1 NORTH MIAMI AVENUE INE 36TH STREET (NORTH MIAMI AVENUE 1FROM EB I-195 RAMP From North !From East 1From South 'From West I 1 1 1 I Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Total Date 03/14/13 * BREAK 16:00 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 32 0 0 1 32 16:15 0 0 0 0] 0 0 0 0 1 0 0 0 0 1 0 23 0 0 1 23 16:30 0 0 0 0] 0 0 0 0 1 0 0 0 0 1 0 24 0 0 1 24 16:45 0 0 0 0( 0 0 0 0 1 0 0 0 0! 0 31 0 0] 31 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 110 0 0 110 17:00 0 0 0 0 1 0 0 0 0( 0 0 0 0 1 0 29 0 0 1 29 17:15 0 0 0 0] 0 0 0 0 1 0 0 0 0 j 0 28 0 0 1 28 17:30 0 0 0 0] 0 0 0 0 1 0 0 0 0] 0 27 0 0 1 27 17:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 46 0 0 1 46 Hr Total 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 130 0 0 I 130 *TOTAL" 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 518 0 0 1 518 Traffic Survey Specialists, Inc. NE/NW 36TH STREET & NORTH MIAMI AVENUE 624 Gardenia Terrace Site Code : 00130037 MIAMI, FLORIDA Delray Beach, Florida 33444 Start Date: 03/14/13 COUNTED BY: M. ESPINOSA & A. PALOMINO Phone (561) 272-3255 File I.D. 36ST_NMA SIGNALIZED Page : 1 ALL VEHICLES NORTH MIAMI AVENUE (NE 36TH STREET (NORTH MIAMI AVENUE INW 36TH STREET From North [From East (From South (From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/14/13 * BREAK * 16:00 0 53 115 38 0 29 83 37 0 24 227 44 I 0 33 101 18 ( 802 16:15 0 37 123 43 0 34 72 39 0 14 183 31 0 51 115 30 ( 772 16:30 0 40 155 44 0 28 71 41 ( 0 23 256 35 0 41 105 15 854 16:45 0 40 132 26 0 43 69 41 0 16 242 39 0 39 114 18 1 819 Hr Total 0 170 525 151 0 134 295 158 0 77 908 149 0 164 435 81 1 3247 17:00 0 44 125 37 0 29 79 42 0 9 220 30 0 48 106 16 I 785 17:15 0 49 142 40 0 34 70 31 0 16 265 33 0 37 100 22 839 17:30 1 39 95 41 0 39 70 44 ( 0 13 181 28 0 47 125 17 740 17:45 0 51 162 38 0 30 74 47 0 26 239 30 1 0 46 113 17 873 Hr Total 1 183 524 156 ( 0 132 293 164 ( 0 64 905 121 I 0 178 444 72 3237 *TOTAL* 1 737 2859 528 I 0 459 985 466 2 176 2369 362 I 0 643 1744 290 I 11621 NE/NW 36TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: M. ESPINOSA & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. 36ST NMA Page : 3 NORTH MIAMI AVENUE INE 36TH STREET (NORTH MIAMI AVENUE INW 36TH STREET I From North (From East (From South !From West I I ! I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/14/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/14/13 Peak start 16:30 ! 16:30 ! 16:30 ! 16:30 I Volume 0 173 554 147 ! 0 134 289 155 ! 0 64 983 137 ! 0 165 425 71 I Percent 0% 20% 63% 17% 0% 23% 50% 27% 0% 5% 83% 12% ! 0% 25% 64% 11% I Pk total 874 578 1184 661 I Highest 16:30 ! 16:45 16:30 ( 16:45 I Volume 0 40 155 44 0 43 69 41 1 0 23 256 35 ! 0 39 114 18 I Hi total 239 ( 153 314 171 I PHF .91 ! .94 1 .94 ! .97 I 0 0 NW 36TH STREET 64 289 500 147 165 165 425 147 147 NORTH MIAMI AVENUE 554 554 874 425 661 71 71 0 173 173 2,177 165 983 155 1,303 • ALL VEHICLES 1,161 1,313 Intersection Total 3,297 134 554 71 759 1,943 64 64 411111111111 0 155 0 155 578 289 1,184 • 983 NORTH MIAMI AVENUE 983 137 137 289 134 134 173 735 425 137 NE 36TH STREET 0 0 NE/NW 36TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA COUNTED BY: M. ESPINOSA & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/14/13 File I.D. : 36ST NMA Page 1 NORTH MIAMI AVENUE INE 36TH STREET 'NORTH MIAMI AVENUE INW 36TH STREET From North 'From East 'From South [From West I I 1 I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds Total Date 03/14/13 * BREAK * 16:00 0 0 0 4( 0 0 0 1 1 0 0 0 61 0 0 0 2[ 13 16:15 0 0 0 3 1 0 0 0 0 I 0 0 0 2 I 0 0 0 0 I 5 16:30 0 0 0 1 1 0 0 0 0 1 0 0 0 6 1 0 0 0 0 I 7 16:45 0 0 0 0 1 0 0 0 0[ 0 0 0 9 1 0 0 0 2 1 11 Hr Total 0 0 0 8 1 0 0 0 1 1 0 0 0 23 I 0 0 0 4 1 36 17:00 0 0 0 1[ 0 0 0 5 1 0 0 0 5 0 0 0 2 1 13 17:15 0 0 0 70 0 0 3 1 0 0 0 12 I 0 0 0 1' 23 17:30 0 0 0 6( 0 0 0 4 1 0 0 0 6' 0 0 0 2[ 18 17:45 0 0 0 2[ 0 0 0 3 1 0 0 0 3 1 0 0 0 2 1 10 Hr Total 0 0 0 16 ( 0 0 0 15 1 0 0 0 26 1 0 0 0 7 1 64 *TOTAL* 0 0 0 36 I 0 0 0 17 1 0 0 0 71 [ 0 0 0 12 I 136 NE 42ND STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: RICHARD MENDEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. : 42ST1AVE Page : 1 NE 1ST AVENUE INE 42ND STREET INE 1ST AVENUE INE 42ND STREET From North IFrom East 'From South IFrom West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/14/13 ---------- * BREAK * 16:00 0 0 6 0] 0 2 2 1( 0 0 10 1 1 0 0 7 0] 29 16:15 0 0 3 1] 0 3 4 0( 2 0 5 1 I 0 2 3 2] 26 16:30 0 0 3 1] 0 3 5 0( 0 0 6 0 1 0 0 0 0] 18 16:45 0 0 4 2] 0 2 4 1] 0 3 5 2 1 0 0 1 2] 26 Hr Total 0 0 16 4 0 10 15 2 2 3 26 4 1 0 2 11 4 99 17:00 0 0 4 0( 0 1 6 2] 0 2 10 0 I 0 0 2 0 27 17:15 0 0 5 0] 0 0 2 0( 0 0 12 3 1 0 0 2 1 j 25 17:30 0 0 4 2] 0 3 4 1] 0 0 7 1 I 0 0 3 0 25 17:45 0 1 5 2 1 0 1 7 3] 0 3 12 1 1 0 1 4 0] 40 Hr Total 0 1 18 4 1 0 5 19 6 0 5 41 5 1 0 1 11 1 117 *TOTAL* 0 2 58 11 ( 0 21 51 9 4 10 73 11 0 5 35 13 303 NE 42ND STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: RICHARD MENDEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. : 42ST1AVE Page 3 NE 1ST AVENUE INE 42ND STREET INE 1ST AVENUE INE 42ND STREET From North 'From East From South From West I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right Total Date 03/14/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/14/13 Peak start 17:00 17:00 I 17:00 17:00 Volume 0 1 18 4 0 5 19 6( 0 5 41 5 I 0 1 11 1 Percent 0% 4% 78% 17% 0% 17% 63% 20% 0% 10% 80% 10% 0% 8% 85% 8% I Pk total 23 30 51 ( 13 I Highest 17:45 17:45 ( 17:45 ( 17:45 I Volume 0 1 5 2 0 1 7 3 0 3 12. 1 0 1 4 0 I Hi total 8 11 ( 16 ( 5 PHF .72 .68 1 .80 1 .65 0 0 MENIk 1 NE 42ND STREET 5 19 4 28 1 1 11 4 4 NE 1ST AVENUE 18 23 18 1 11 13 1 1 0 1 71 1 41 6 48 • ALL VEHICLES 41 47 Intersection Total 117 75 5 • 5 18 1 24 5 NE 1ST AVENUE 0 0 6 6 30 19 51 41 41 19 5 5 17 NE 42ND STREET 5 5 0 0 NE 42ND STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: RICHARD MENDEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/14/13 File I.D. : 42ST1AVE Page : 1 NE 1ST AVENUE INE 42ND STREET INE 1ST AVENUE INE 42ND STREET From North 'From East From South 'From West I I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds ! Total Date 03/14/13 * BREAK * 16:00 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 1 4 16:15 0 0 0 0 0 0 0 2 0 0 0 31 0 0 0 1 6 16:30 0 0 0 2 0 0 0 5 0 0 0 01 0 0 0 1 8 16:45 0 0 0 0 0 0 0 3] 0 0 0 01 0 0 0 2 5 Hr Total 0 0 0 2 0 0 0 12 0 0 0 41 0 0 0 5 23 17:00 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 3 7 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 17:30 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 3] 5 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 Hr Total 0 0 0 0] 0 0 0 4 0 0 0 2 0 0 0 10 16 *TOTAL* 0 0 0 6 0 0 0 24 0 0 0 0 0 0 22 I 60 NE 41ST STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, N/S STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. : 41ST1AVE Page : 1 NE 1ST AVENUE INE 41ST STREET INE 1ST AVENUE INE 41ST STREET From North 'From East !From South 'From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/14/13 * BREAK * 16:00 0 1 5 3 I 0 4 8 2 I 1 7 9 2 0 1 8 1 I 52 16:15 0 3 6 0! 1 6 8 12 7 4 4 I 0 0 3 7' 52 16:30 0 0 5 0! 0 5 6 2 I 0 4 5 3 0 1 8 7 I 46 16:45 0 1 4 3] 0 2 12 1 0 5 6 5 I 0 1 2 3] 45 Hr Total 0 5 20 6 1 17 34 6 J 3 23 24 14 0 3 21 18 195 17:00 0 1 3 1] 1 1 13 1] 2 3 6 2] 0 3 3 5 45 17:15 0 1 4 1 I 0 11 11 2! 0 3 12 5 I 0 1 3 2 I 56 17:30 0 0 4 2 I 0 4 12 0 I 0 2 5 7! 1 1 9 3 I 50 17:45 0 0 6 2 I 0 5 7 2 I 0 4 13 9 I 0 2 6 6] 62 Hr Total 0 2 17 6 ] 1 21 43 5 ] 2 12 36 23 1 7 21 16 213 *TOTAL* 0 9 64 17 I 2 51 123 12 ! 5 40 67 43 I 1 14 92 45 ( 585 NE 41ST STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, N/S STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/14/13 File I.D. : 41ST1AVE Page : 3 NE 1ST AVENUE From North UTurn Date 03/14/13 NE 41ST STREET From East Left Thru Right UTurn 1NE 1ST AVENUE From South Left Thru Right UTurn Left 1 1 1 Thru Right UTurn Left Thru Right Total 1NE 41ST STREET From West Peak Hour Analysis Peak start 17:00 Volume 0 Percent 0% Pk total 25 Highest 17:45 Volume 0 Hi total 8 PHF .78 By Entire Intersection for the Period: 17:00 2 17 6 1 21 43 8% 68% 24% 1% 30% 61% 70 17:15 0 6 2 0 11 11 24 .73 0 NE 41ST STREET 14 43 6 63 0 21 6 6 16:00 to 18:00 on 03/14/13 17:00 5 F 2 7% 3% 73 17:45 2 ( 0 26 .70 NE 1ST AVENUE 17 17 25 21 45 16 16 0 0 108 2 2 74 17:00 12 36 23 1 7 16% 49% 32% 2% 16% 45 17:30 4 13 9 j 1 1 14 .80 8 36 5 49 • ALL VEHICLES Intersection Total 213 128 70 116 73 22 14 36 17 16 55 14 36 NE 1ST AVENUE 23 23 0 21 16 47% 36% 9 3 0 5 5 43 43 22 22 46 NE 41ST STREET 2 21 23 0 0 NE 41ST STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, N/S STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/14/13 File I.D. 41ST1AVE Page : 1 NE 1ST AVENUE !NE 41ST STREET INE 1ST AVENUE INE 41ST STREET From North From East From South 'From West 1 Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Total Date 03/14/13 * BREAK * 16:00 0 0 0 1 1 0 0 0 2] 0 0 0 1] 0 0 0 2 6 16 : 15 0 0 0 1] 0 0 0 1] 0 0 0 1] 0 0 0 0] 3 16:30 0 0 0 3] 0 0 0 1] 0 0 0 1 0 0 0 0( 5 16:45 0 0 0 1( 0 0 0 4 1 0 0 0 0 0 0 0 0] 5 Hr Total 0 0 0 6 1 0 0 0 8 I 0 0 0 3 0 0 0 2( 19 17:00 0 0 0 0 1 0 0 0 1] 0 0 0 1] 0 0 0 0 2 17 : 15 0 0 0 1 I 0 0 0 0] 0 0 0 2] 0 0 0 0 3 17:30 0 0 0 0 1 0 0 0 0] 0 0 0 0] 0 0 0 0 0 17:45 0 0 0 0 1 0 0 0 5( 0 0 0 1] 0 0 0 0 1 6 Hr Total 0 0 0 1( 0 0 0 6 1 0 0 0 4 1 0 0 0 0( 11 *TOTAL* 0 0 12 1 0 0 0 20 I 0 0 0 8 1 0 0 0 4 1 44 NE 40TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, N/S STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. 40ST1AVE Page : 1 NE 1ST AVENUE INE 40TH STREET INE 1ST AVENUE INE 40TH STREET From North IFrom East From South From West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/14/13 * BREAK * i 16:00 0 6 4 4] 2 5 16 6] 1 5 13 4 0 2 11 5] 84 16:15 0 7 12 2 1 2 10 6 0 6 10 10 0 2 13 5 86 16:30 0 9 5 2] 2 3 7 4 0 4 6 7 1 3 10 6] 69 16:45 0 5 7 0 1 3 5 11 3] 0 6 10 2 0 3 14 1 1 70 Hr Total 0 27 28 8 8 15 44 19 1 1 21 39 23 1 10 48 17 1 309 17:00 0 7 6 1] 0 4 13 3] 1 5 9 3] 1 2 15 2] 72 17:15 0 4 10 7] 2 5 11 8] 0 5 15 6] 0 2 11 6( 92 17:30 0 4 5 3] 2 2 10 2] 0 8 7 6 0 3 10 2] 64 17:45 0 7 7 7] 0 7 19 7] 0 11 16 6] 1 6 20 6( 120 Hr Total 0 22 28 18 ] 4 18 53 20 1 1 29 47 21 2 13 56 16 ( 348 *TOTAL* 0 56 92 29 12 49 136 44 I 2 56 103 55 I 4 28 169 72 I 927 NE 40TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, N/S STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/14/13 File I.D. : 40ST1AVE Page 3 NE 1ST AVENUE INE 40TH STREET INE 1ST AVENUE INE 40TH STREET From North From East From South (From West I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 03/14/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/14/13 Peak start 17:00 17:00 17:00 17:00 Volume 0 22 28 18 I 4 18 53 20 I 1 29 47 21 ( 2 13 56 16 Percent 0% 32% 41% 26% 4% 19% 56% 218 I 1% 308 46% 21% 2% 15% 648 18% Pk total 68 95 98 87 Highest 17:15 17:45 17:45 17:45 Volume 0 4 10 7 0 7 19 7 I 0 11 16 6 I 1 6 20 6 Hi total 21 33 33 33 PHF .81 .72 .74 .66 NE 40TH STREET 30 53 101 18 15 15 56 NE 1ST AVENUE 28 28 68 56 87 16 16 1 0 188 22 22 150 15 47 20 82 • ALL VEHICLES Intersection Total 348 164 22 30 28 16 66 30 NE 1ST AVENUE 194 0 0 20 20 95 53 98 • 47 47 I 21 21 53 22 22 99 NE 40TH STREET 0 0 22 56 21 NE 40TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, N/S STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/14/13 File I.D. 40ST1AVE Page : 1 NE 1ST AVENUE INE 40TH STREET INE 1ST AVENUE 1NE 40TH STREET From North From East From South 'From West Left Thru Right Peds I Left Thru Right Peds 1 Left Thru Right Peds I Left Thru Right Peds I Total Date 03/14/13 - * BREAK 16:00 0 0 0 7 1 0 0 0 6 0 0 0 11 ( 0 0 0 4 1 28 16:15 0 0 0 8 0 0 0 0 0 0 0 9 0 0 0 6 1 23 16:30 0 0 0 7 I 0 0 0 5 0 0 0 10 ( 0 0 0 2 I 24 16:45 0 0 0 6 1 0 0 0 7 0 0 0 6 1 0 0 0 5 j 24 Hr Total 0 0 0 28 0 0 0 18 1 0 0 0 36 1 0 0 0 17 1 99 17:00 0 0 0 5( 0 0 0 0 1 0 0 0 8 0 0 0 7 l 20 17:15 0 0 0 11 0 0 0 2 1 0 0 0 10 0 0 0 7 1 30 17:30 0 0 0 9 0 0 0 3 0 0 0 4 0 0 0 4 I 20 17:45 0 0 0 10 1 0 0 0 8 1 0 0 0 1 0 0 0 2 1 21 Hr Total 0 0 0 35 1 0 0 0 13 0 0 0 23 1 0 0 0 20 1 91 *TOTAL* 0 0 0 65 I 0 0 0 35 1 0 0 0 67 1 0 0 0 40 1 207 NE 39TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/19/13 File I.D. : 39ST1AVE Page 1 NE 1ST AVENUE From North UTurn Left Date 03/19/13 * BREAK * INE 39TH STREET From East 1NE 1ST AVENUE From South Thru Right 1 UTurn Left Thru Right I UTurn Left INE 39TH STREET (From West Thru Right 1 UTurn Left Thru Right 1 Total 16:00 0 0 13 6 16:15 0 1 7 4 16:30 0 6 7 2 16:45 0 1 9 1 Hr Total 0 8 36 13 17:00 0 3 9 6 17:15 0 2 9 2 17:30 0 2 10 4 17:45 0 1 10 2 Hr Total 0 8 38 14 0 0 0 0 0 0 0 0 0 0 6 5 2 9 22 3 7 3 6 19 52 23 24 28 127 33 27 32 30 122 2 9 3 11 25 4 11 2 3 20 0 0 0 0 0 0 0 0 0 0 1 7 6 5 19 1 2 2 3 8 11 8 8 9 36 14 14 6 8 42 4 4 0 1 9 2 1 5 2 10 1 0 0 0 1 1 0 0 0 3 4 6 4 17 4 5 5 1 15 21 21 10 14 66 16 15 23 12 66 7 6 10 5 28 3 10 10 7 30 127 99 84 97 407 99 105 104 85 393 *TOTAL* 0 26 130 42 0 76 400 54 I 0 38 103 36 1 2 40 276 100 I 1323 NE 39TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NE 1ST AVENUE From North UTurn Left Date 03/19/13 INE 39TH STREET From East ONE 1ST AVENUE From South Thru Right 1 UTurn Left Thru Right UTurn Left Site Code : 00130037 Start Date: 03/19/13 File I.D. 39ST1AVE Page : 3 O NE 39TH STREET From West 1 Thru Right 1 UTurn Left Thru Right 1 Total Peak Hour Analysis By Entire Peak start 16:00 Volume 0 8 36 Percent 0% 14% 63% Pk total 57 Highest 16:00 Volume 0 0 13 Hi total 19 PHF .75 Intersection for the 16:00 13 ( 0 22 23% 0% 13% 174 16:00 6 0 60 .72 0 0 NE 39TH STREET 19 127 159 13 18 18 66 13 13 Period: 16:00 to 18:00 on 16:00 127 25 0 73% 14% 0% 64 16:15 6 52 2 0 7 19 .84 NE 1ST AVENUE 36 36 57 66 112 28 28 0 0 271 8 8 136 03/19/13 19 36 30% 56% 18 36 25 79 16:00 9 1 17 66 28 14% 11, 15% 59% 25% 112 16:00 8 4 1 3 21 7 32 I .88 • ALL VEHICLES Intersection Total 407 22 36 28 86 150 19 19 NE 1ST AVENUE 174 257 64 36 36 I 0 0 25 25 127 127 22 22 83 NE 39TH STREET 9 • 0 9 0 8 66 9 NE 39TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/19/13 File I.D. 39ST1AVE Page 1 NE 1ST AVENUE INE 39TH STREET INE 1ST AVENUE INE 39TH STREET From North 'From East From South From West I I I I Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds I Left Thru Right Peds Total Date 03/19/13 * BREAK * 16:00 0 0 0 4] 0 0 0 7 I 0 0 0 11 I 0 0 0 8 I 30 16:15 0 0 0 2 0 0 0 10 1 0 0 0 10 0 0 0 4 I 26 16:30 0 0 0 13 ( 0 0 0 1 0 0 0 14 ( 0 0 0 13 I 41 16:45 0 0 0 4 I 0 0 0 1( 0 0 0 19 ( 0 0 0 4 I 28 Hr Total 0 0 0 23 ) 0 0 0 19 0 0 0 54 0 0 0 29 125 17:00 0 0 0 2] 0 0 0 0 1 0 0 0 0 1 0 0 0 4 I 6 17 : 15 0 0 0 1 I 0 0 0 2 1 0 0 0 2 1 0 0 0 4 I 9 17:30 0 0 0 0 I 0 0 0 1 I 0 0 0 0 I 0 0 0 0 I 1 17:45 0 0 0 0] 0 0 0 1 1 0 0 0 1] 0 0 0 0 I 2 Hr Total 0 0 0 3 ] 0 0 0 4] 0 0 0 3 I 0 0 0 8( 18 *TOTAL* 0 0 0 29 ) 0 0 0 25 1 0 0 0 59 0 0 0 38 151 NE 38TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: RICHARD MENDEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I.D. 38ST1AVE Page : 1 NE 1ST AVENUE NE 38TH STREET !NE 1ST AVENUE jNE 38TH STREET From North From East From South From West j UTurn Left Thru Right j UTurn Left Thru Right j UTurn Left Thru Right UTurn Left Thru Right Total Date 03/19/13 --- — * BREAK * 16:00 0 4 13 10 j 0 0 12 3 j 0 7 11 2 j 0 1 9 3 j 75 16:15 0 4 14 3 j 0 2 15 7] 0 4 11 1 j 0 0 5 2 j 68 16:30 0 3 9 8] 0 1 8 6 j 0 6 6 1 j 0 3 7 0 j 58 16:45 0 4 15 5 0 2 13 2 j 0 5 9 3] 0 1 7 0 j 66 Hr Total 0 15 51 26 1 0 5 48 18 0 22 37 7 0 5 28 5 1 267 17:00 0 2 7 3 J 0 2 20 5 0 7 7 2 1 0 2 6 0 j 63 17:15 0 3 14 8] 0 0 20 8] 0 1 8 1 j 0 0 1 2 j 66 17:30 0 2 9 4 1 0 0 9 5 j 0 4 7 0 j 0 1 4 1] 46 17:45 0 5 15 4 f 0 0 13 2 1 0 9 9 3] 0 1 6 3 j 70 Hr Total 0 12 45 19 1 0 2 62 20 0 21 31 6 1 0 4 17 6 1 245 *TOTAL* 0 44 176 73 j 0 21 196 44 j 0 58 96 30 j 0 35 175 30 j 978 NE 38TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: RICHARD MENDEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I.D. : 38ST1AVE Page 3 NE 1ST AVENUE INE 38TH STREET (NE 1ST AVENUE INE 38TH STREET I From North 'From East !From South (From West I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/19/13 ---- — Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/19/13 Peak start 16:00 16:00 ( 16:00 ( 16:00 I Volume 0 15 51 26 0 5 48 18 0 22 37 7 0 5 28 5 I Percent 0% 16% 55% 28% 0% 7% 68% 25% 0% 33% 56% 11% 0% 13% 74% 13% I Pk total 92 71 66 1 38 Highest 16:00 J 16:15 16:00 16:00 I Volume 0 4 13 10 1 0 2 15 7 I 0 7 11 2 I 0 1 9 3 I Hi total 27 24 20 13 PHF .85 .74 .82 1 .73 I NE 38TH STREET 22 48 26 96 0 26 0 26 I 5 5 28 NE 1ST AVENUE 51 51 92 15 15 28 38 5 5 0 1 152 5 37 18 60 0 • ALL VEHICLES 134 121 Intersection Total 267 5 51 5 61 127 22 22 NE 1ST AVENUE 0 18 18 71 48 66 37 37 7 7 48 5 5 50 NE 38TH STREET 0 0 15 28 7 NE 38TH STREET & NE 1ST AVENUE MIAMI, FLORIDA COUNTED BY: RICHARD MENDEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/19/13 File I.D. 38ST1AVE Page : 1 NE 1ST AVENUE INE 38TH STREET INE 1ST AVENUE NE 38TH STREET From North (From East FFrom South From West I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds Total Date 03/19/13 - * BREAK 16:00 0 0 0 0 0 0 0 5 I 0 0 0 0 I 0 0 0 7 12 16 : 15 0 0 0 2 0 0 0 3 I 0 0 0 0 1 0 0 0 5 10 16:30 0 0 0 1 1 0 0 0 3 J 0 0 0 0 J 0 0 0 1 5 16:45 0 0 0 1 0 0 0 3 1 0 0 0 0 0 0 0 7 11 Hr Total 0 0 0 4 1 0 0 0 14 ( 0 0 0 0 0 0 0 20 j 38 17:00 0 0 0 1 0 0 0 1 1 0 0 0 0 1 0 0 0 3 j 5 17:15 0 0 0 0 0 0 0 2 1 0 0 0 0 I 0 0 0 5 I 7 17:30 0 0 0 0 0 0 0 2 I 0 0 0 0 I 0 0 0 2 4 17:45 0 0 0 0 0 0 0 1 1 0 0 0 0 f 0 0 0 4 5 Hr Total 0 0 0 1 I 0 0 0 6 1 0 0 0 0 1 0 0 0 14 I 21 *TOTAL* 0 0 0 7 1 0 0 0 34 1 0 0 0 1 1 0 0 0 38 I 80 NE 36TH STREET & NE 1ST AVENUE MIAMI BEACH, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/19/13 File I.D. : 36ST1AVE Page : 1 NE 1ST AVENUE INE 36TH STREET !NE 1ST AVENUE INE 36TH STREET I From North 1From East (From South (From West I I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 03/19/13 * BREAK * 16:00 0 5 3 11 0 32 132 4 3 5 0 15 0 15 157 24 ( 406 16:15 0 3 2 12 0 39 154 4 2 7 1 18 0 6 159 20 ( 427 16:30 0 1 3 7 0 34 142 4 2 9 1 23 0 3 167 28 424 16:45 0 3 2 12 1 26 135 1 f 2 5 2 20 1 0 6 151 24 390 Hr Total 0 12 10 42 1 131 563 13 9 26 4 76 0 30 634 96 ( 1647 17:00 0 4 1 6 3 35 152 5 0 11 3 13 1 0 8 154 21 416 17:15 1 0 0 10 1 0 40 144 4 4 8 2 15 0 3 146 19 396 17:30 0 4 3 5 J 0 36 139 4 6 7 5 23 0 6 165 19 j 422 17:45 0 5 3 10 0 30 120 3 2 5 4 9 I 0 9 144 24 368 Hr Total 1 13 7 31 ( 3 141 555 16 12 31 14 60 I 0 26 609 83 ( 1602 *TOTAL* 1 63 20 126 I 6 325 1852 47 I 25 66 24 158 0 105 2447 206 5473 NE 36TH STREET & NE 1ST AVENUE MIAMI BEACH, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/19/13 File I.D. 36ST1AVE Page : 3 NE 1ST AVENUE NE 36TH STREET 1NE 1ST AVENUE INE 36TH STREET From North 1From East From South iFrom West UTurn Left Thru Right UTurn Left Thru Right ( UTurn Left Thru Right UTurn Left Thru Right I Total Date 03/19/13 - Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/19/13 Peak start 16:15 ( 16:15 16:15 16:15 Volume 0 11 8 37 4 134 583 14 6 32 7 74 I 0 23 631 93 Percent 0% 20% 14% 66% 1% 18% 79% 2% 5% 276 6% 62% 0% 3% 846 12% Pk total 56 735 119 ( 747 Highest 16:15 16:15 16:30 16:30 Volume 0 3 2 12 0 39 154 4 2 9 1 23 0 3 167 28 Hi total 17 197 35 198 PHF .82 .93 .85 .94 0 0 NE 36TH STREET 38 583 658 37 23 23 631 37 37 NE 1ST AVENUE 8 56 631 747 93 93 0 1,405 11 11 100 23 7 14 44 • ALL VEHICLES 1,451 Intersection Total 1,657 138 8 93 239 358 38 38 NE 1ST AVENUE 0 0 14 14 735 583 119 7 7 583 138 138 11 716 631 74 NE 36TH STREET 74 74 0 0 NE 36TH STREET & NE 1ST AVENUE MIAMI BEACH, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/19/13 File I.D. : 36ST1AVE Page : 1 NE 1ST AVENUE INE 36TH STREET INE 1ST AVENUE INE 36TH STREET From North From East IFrom South From West I 1 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Left Thru Right Peds 1 Total Date 03/19/13 ----- * BREAK * 16:00 0 0 0 4 0 0 0 2 0 0 0 25 ( 0 0 0 15 ( 46 16:15 0 0 0 0 0 0 0 8 I 0 0 0 14 0 0 0 7 29 16:30 0 0 0 4 I 0 0 0 2 I 0 0 0 12 ( 0 0 0 7 25 16:45 0 0 0 2 0 0 0 8 0 0 0 24 ( 0 0 0 9 43 Hr Total 0 0 0 10 1 0 0 0 20 ( 0 0 0 75 0 0 0 38 143 17:00 0 0 0 7 l 0 0 0 5( 0 0 0 16 1 0 0 0 11 39 17:15 0 0 0 8 0 0 0 5 I 0 0 0 18 1 0 0 0 11 42 17:30 0 0 0 3 0 0 0 3 I 0 0 0 22 0 0 0 7 1 35 17:45 0 0 0 8 0 0 0 5 I 0 0 0 13 0 0 0 5 I 31 Hr Total 0 0 0 26 0 0 0 16 0 0 0 69 0 0 0 34 1 147 *TOTAL* 0 0 0 61 1 0 0 0 48 1 0 0 0 176 I 0 0 0 101 1 388 NE 42ND STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/13/13 File I.D. : 42ST2AVE Page 1 NE 2ND AVENUE INE 42ND STREET INE 2ND AVENUE INE 42ND STREET I From North (From East From South (From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right Total Date 03/13/13--------- -- * BREAK * 16:00 0 2 83 3 I 0 3 0 1 I 1 4 60 4] 0 4 0 2] 167 16:15 1 0 62 5 I 0 3 0 1 1 1 2 59 7 1 0 3 0 2 f 146 16:30 0 0 77 3 I 0 3 1 0( 2 7 77 3 J 0 1 0 6( 180 16:45 0 2 50 3( 0 2 0 0( 3 6 87 3; 0 4 0 3] 163 Hr Total 1 4 272 14 0 11 1 2 7 19 283 17 ( 0 12 0 13 656 17:00 0 0 56 4 j 0 2 0 0 I 0 3 79 1 I 0 0 0 4] 149 17:15 0 0 65 2 j 0 3 0 0 i 1 7 96 1 I 0 1 1 2 j 179 17:30 0 0 59 2 I 0 2 0 1 I 1 2 76 3 I 0 2 0 2 I 150 17:45 0 0 74 2] 0 2 0 0 1 2 6 77 1 I 0 4 0 6( 174 Hr Total 0 0 254 10 1 0 9 0 1 4 18 328 6 0 7 1 14 652 *TOTAL* 1 4 1232 34 ( 0 44 1 3 12 53 914 29 0 24 3 39 2393 NE 42ND STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/13/13 File I.D. 42ST2AVE Page : 3 NE 2ND AVENUE NE 42ND STREET INE 2ND AVENUE ]NE 42ND STREET 1 From North From East From South From West 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right Total Date 03/13/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/13/13 Peak start 16:30 16:30 16:30 16:30 Volume 0 2 248 12 0 10 1 0 6 23 339 8 0 6 1 15 Percent O% 1% 95% 5% 0% 91% 9% 0% 2% 6% 90% 2% 1 0% 27% 5% 68% Pk total 262 11 ] 376 22 Highest 16:30 16:30 17:15 16:30 Volume 0 0 77 3] 0 3 1 0] 1 7 96 1 0 1 0 6 Hi total 80 4 105 j 7 PHF .82 .69 .90 .79 0 NE 42ND STREET 29 1 12 42 0 6 6 1 12 12 NE 2ND AVENUE 248 248 262 2 2 1 22 15 15 0 0 1 64 607 6 339 0 345 • ALL VEHICLES Intersection Total 671 649 10 29 248 15 273 29 NE 2ND AVENUE 11 22 376 339 339 0 0 0 0 10 10 2 11 1 8 NE 42ND STREET 1111111111111111 8 • 0 8 0 NE 42ND STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/13/13 File I.D. 42ST2AVE Page 1 NE 2ND AVENUE INE 42ND STREET INE 2ND AVENUE INE 42ND STREET I From North From East From South (From West I I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/13/13 - ---- * BREAK 15:00 0 0 0 0 I 0 0 0 0 I 0 0 0 0] 0 0 0 0 I 0 15 : 15 0 0 0 0 I 0 0 0 0 0 0 0 0] 0 0 0 0 I 0 15:30 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 15:45 0 0 0 0( 0 0 0 2! 0 0 0 1( 0 0 0 0] 3 Hr Total 0 0 0 0 I 0 0 0 2 1 0 0 0 1( 0 0 0 0 I 3 16:00 0 0 0 0 I 0 0 0 8 I 0 0 0 2] 0 0 0 17 ] 27 16 : 15 0 0 0 1] 0 0 0 5 I 0 0 0 4 I 0 0 0 4 ] 14 16:30 0 0 0 0( 0 0 0 2 j 0 0 0 0 0 0 0 3 I 5 16:45 0 0 0 1] 0 0 0 0 1 0 0 0 1 I D 0 0 1 1 3 Hr Total 0 0 0 2( 0 0 0 15 i 0 0 0 7 1 0 0 0 25 1 49 17:00 0 0 0 1 1 0 0 0 13 1 0 0 0 3 1 0 0 0 6 I 23 17:15 0 0 0 0 I 0 0 0 5 I 0 0 0 1 0 0 0 13 19 17:30 0 0 0 0 I 0 0 0 5 I 0 0 0 3 0 0 0 4 I 12 17:45 0 0 0 0( 0 0 0 4 I 0 0 0 2 0 0 0 5 11 Hr Total 0 0 0 1 1 0 0 0 27 I 0 0 0 9! 0 0 0 28 1 65 *TOTAL* 0 0 0 3 I 0 0 0 53 0 0 0 22 ] 0 0 0 63 1 141 NE 41ST STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, EB STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/13/13 File I.D. 41ST2AVE Page 1 NE 2ND AVENUE 1 ]NE 2ND AVENUE INE 41ST STREET 1 From North ]From East 1From South ]From West ] I 1 ] UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 Total Date 03/13/13 * BREAK 16:00 0 0 81 5] 0 0 0 0] 0 9 59 0] 0 2 0 4] 160 16:15 0 0 69 3] 0 0 0 0] 0 14 64 0] 0 2 0 14 ] 166 16:30 1 0 80 5] 0 0 0 0] 0 7 75 0] 0 4 0 14 ] 186 16:45 0 0 59 3] 0 0 0 0] 1 11 86 0] 0 6 0 8 f 174 Hr Total 1 0 289 16 0 0 0 0 1 41 284 0 0 14 0 40 1 686 17:00 0 0 63 4] 0 0 0 0] 0 8 87 0] 0 3 0 12 ] 177 17:15 0 0 70 4] 0 0 0 0] 0 8 104 0] 1 5 0 11 ] 203 17:30 0 0 67 1] 0 0 0 0] 1 9 73 0] 0 7 0 8] 166 17:45 0 0 79 4] 0 0 0 0] 0 6 69 0] 0 6 0 17 ] 181 Hr Total 0 0 279 13 ( 0 0 0 0 1 31 333 0 1 1 21 0 48 1 727 *TOTAL* 1 0 1298 44 0 0 0 0 28 133 914 0 1 48 0 135 1 2602 NE 415T STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, EB STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/13/13 File I.D. 41ST2AVE Page : 3 NE 2ND AVENUE I HNE 2ND AVENUE INE 41ST STREET I From North 1From East ]From South 'From West I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 03/13/13 Peak Hour Analysis By Entire Intersection for the Period: 1600 to 18:00 on 03/13/13 Peak start 16:30 16:30 16:30 16:30 I Volume 1 0 272 16 0 0 0 0 1 34 352 0 1 18 0 45 I Percent 08 08 94% 6% 0% 0% 0% 08 0% 9% 91% 0% 2% 28% 0% 70% I Pk total 289 0 387 1 64 I Highest 16:30 1 07:00 17:15 16:30 I Volume 1 0 80 5 0 0 0 0] 0 8 104 oj 0 4 0 14 I Hi total 86 1 0 1 112 J 18 I PHF .84 1 .0 .86 1 .89 I mommommEmmEmm'EmmEmm:1 16 0 16 NE 41ST STREET 35 0 16 51 19 19 1 0 NE 2ND AVENUE 272 272 289 0 64 45 45 1 0 115 1 660 19 352 0 371 • ALL VEHICLES Intersection Total 740 704 0 35 272 45 317 35 NE 2ND AVENUE 1 387 352 352 0 0 0 0 0 0 0 0 0 1 1 0 0 I 4111111 0 0 0 NE 41ST STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: LUIS PALOMINO NOT SIGNALIZED, EH STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/13/13 File I.D. : 41ST2AVE Page : 1 NE 2ND AVENUE 1 INE 2ND AVENUE ]NE 41ST STREET 1 From North From East From South 1From West 1 Left Thru Right Peds I Left Thru Right Peds 1 Left Thru Right Peds I Left Thru Right Peds I Total Date 03/13/13 * BREAK * 16:00 0 0 0 10 I 0 0 0 0] 0 0 0 7 I 0 0 0 11 1 28 16 : 15 0 0 0 3 I 0 0 0 0 l 0 0 0 2] 0 0 0 3 1 8 16:30 0 0 0 3] 0 0 0 0 I 0 0 0 7( 0 0 0 4] 14 16:45 0 0 0 5 I 0 0 0 0 I 0 0 0 10 ] 0 0 0 2] 17 Hr Total 0 0 0 21 I 0 0 0 0] 0 0 0 26 ] 0 0 0 20 ] 67 17:00 0 0 0 3; 0 0 0 0] 0 0 0 6] 0 0 0 2] 11 17:15 0 0 0 9] 0 0 0 0 I 0 0 0 10 ] 0 0 0 17 ] 36 17:30 0 0 0 4 I 0 0 0 0 I 0 0 0 11 ] 0 0 0 5] 20 17:45 0 0 0 0( 0 0 0 0] 0 0 0 3] 0 0 0 0] 3 Hr Total 0 0 0 16 I 0 0 0 0 1 0 0 0 30 I 0 0 0 24 I 70 *TOTAL* 0 0 0 39 1 0 0 0 0 1 0 0 0 62 1 0 0 - 0 46 1 147 NE 40TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, EB STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/13/13 File I.D. : 40ST2AVE Page : 1 NE 2ND AVENUE From North UTurn Left Date 03/13/13 * BREAK * 16:00 0 16:15 0 16:30 1 16:45 0 Hr Total 1 17:00 0 17:15 0 17:30 0 17:45 0 Hr Total 0 0 0 0 0 0 'From East Thru Right I UTurn 0 0 0 0 0 INE 2ND AVENUE (From South INE 40TH STREET 'From West Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total 80 73 86 59 298 71 75 72 83 301 10 8 13 8 39 7 4 7 17 35 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 1 0 0 1 oI 1 0 0 0 1 0 0 0 0 0 10 11 14 11 46 9 20 11 16 56 63 79 72 95 309 85 102 83 83 353 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 4 7 8 9 28 11 11 3 3 28 0 0 0 0 0 0 0 0 0 0 16 22 18 17 73 16 12 16 15 59 184 200 212 199 795 199 225 192 217 833 *TOTAL* 0 1360 96 0 0 0 2 135 1050 0 1 92 0 205 I 2944 NE 40TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, EB STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NE 2ND AVENUE From North UTurn Left Date 03/13/13 IFrom East INE 2ND AVENUE From South Thru Right I UTurn Left Thru Right 1 UTurn Left Site Code : 00130037 Start Date: 03/13/13 File I.D. : 40ST2AVE Page : 3 INE 40TH STREET (From West Thru Right 1 UTurn Left Thru Right I Total Peak Hour Analysis By En Peak start 16:30 Volume 1 0 Percent 0% 0% Pk total 324 Highest 16:30 Volume 1 0 Hi total 100 PHF .81 ire Intersection for 16:30 291 32 1 0 90% 10% 1 0% 0 07:00 86 13 0 0 .0 0 NE 40TH STREET 54 0 32 86 0 40 40 0 32 32 the Period: 16:00 to 18:00 on 03/13/13 16:30 0 0 0 0 54 354 0 0% 0% 0% 0% 13% 878 0% 408 17:15 0 0 0 0 20 102 0 122 .84 NE 2ND AVENUE 291 291 324 1 1 0 103 63 63 0 0 189 718 40 354 0 394 • ALL VEHICLES Intersection Total 835 0 291 63 354 762 54 54 NE 2ND AVENUE 0 408 • 354 354 ) 16:30 1 18 103 17:00 0 27 .95 39 0 63 38% 0% 61% 11 0 16 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 NE 40TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MARISA CRUZ NOT SIGNALIZED, EB STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 NE 2ND AVENUE From North Left Thru Right Date 03/13/13 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total * BREAK * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ;From East PEDESTRIANS INE 2ND AVENUE (From South Peds I Left Thru Right Peds I Left Thru Right Site Code : 00130037 Start Date: 03/13/13 File I.D. 40ST2AVE Page : 1 INE 40TH STREET 'From West Peds I Left Thru Right Peds Total 0 0 0 0 0 0 0 0 0 0 2 0 1 1 4 1 5 1 3 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 6 6 0 0 6 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 17 8 9 19 53 6 29 13 18 66 19 8 10 26 63 7 40 14 21 82 *TOTAL* 0 0 0 19 0 0 0 0 1 0 0 0 13 0 0 0 137 169 NE 39TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/13/13 File I.D. : 39ST2AVE Page 1 NE 2ND AVENUE INE 39TH STREET INE 2ND AVENUE INE 39TH STREET From North IFrom East From South From West I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/13/13 ---- * BREAK * 16:00 0 2 84 8 0 7 45 25 0 4 50 3 0 0 7 7) 242 16:15 0 12 69 8 0 10 43 33 0 5 54 5 0 3 17 6 265 16:30 0 12 92 5 0 10 31 30 0 2 49 5 1 0 5 17 6 264 16:45 0 13 49 13 0 8 25 30 0 10 73 8 0 2 17 11 1 259 Hr Total 0 39 294 34 0 35 144 118 0 21 226 21 0 10 58 30 ) 1030 17:00 1 12 68 8 0 6 36 29 j 0 2 62 10 0 4 14 5 257 17:15 0 4 73 7 0 12 43 43 0 2 76 7 0 5 7 6 1 285 17:30 0 8 75 6 0 6 20 25 1 2 61 4 0 4 12 4 I 228 17:45 0 6 79 10 1 0 6 27 33 0 3 61 2 0 6 14 6 1 253 Hr Total 1 30 295 31 1 0 30 126 130 1 9 260 23 0 19 47 21 1 1023 *TOTAL* 1 158 1308 98 I 0 151 427 366 I 1 38 783 150 I 0 44 219 79 I 3823 NE 39TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/13/13 File I.D. : 39ST2AVE Page : 3 NE 2ND AVENUE INE 39TH STREET INE 2ND AVENUE INE 39TH STREET From North 'From East IFrom South 'From West UTurn Left Thru Right ( UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/13/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/13/13 Peak start 16:30 16:30 16:30 I 16:30 Volume 1 41 282 33 0 36 135 132 0 16 260 30 I 0 16 55 28 Percent 0% 11% 79% 9% 0% 12% 45% 44% I 0% 5% 85% 10% I 0% 16% 56% 28% Pk total 357 303 I 306 I 99 Highest 16:30 I 17:15 16:45 16:45 Volume 0 12 92 5 I 0 12 43 43 0 10 73 8 I 0 2 17 11 Hi total 109 I 98 91 j 30 PHF .82 I .77 .84 .82 0 0 NE 39TH STREET 16 135 184 33 16 16 55 33 33 NE 2ND AVENUE 282 282 357 42 42 55 99 28 28 0 i 765 16 260 132 408 • ALL VEHICLES 283 430 Intersection Total 1,065 36 282 28 346 652 16 16 NE 2ND AVENUE 0 0 132 132 303 135 306 • 260 260 i 30 30 135 36 36 127 NE 39TH STREET 0 0 42 55 30 NE 39TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/13/13 File I.D. : 39ST2AVE Page : 1 NE 2ND AVENUE INE 39TH STREET ]NE 2ND AVENUE INE 39TH STREET From North From East From South From West I I I I I Lett Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/13/13 - -- * BREAK * 16:00 0 0 0 10 ] 0 0 0 12 ] 0 0 0 2 0 0 0 14 ] 38 16:15 0 0 0 7] 0 0 0 8] 0 0 0 0 0 0 0 7( 22 16:30 0 0 0 2] 0 0 0 6] 0 0 0 3 0 0 0 16 ] 27 16:45 0 0 0 9] 0 0 0 7 I 0 0 0 4 0 0 0 8] 28 Kr Total 0 0 0 28 0 0 0 33 0 0 0 9 0 0 0 45 I 115 17:00 0 0 0 6 1 0 0 0 10 ] 0 0 0 4 j 0 0 0 9] 29 17:15 0 0 0 1] 0 0 0 11 ( 0 0 0 11 ] 0 0 0 28 ] 51 17:30 0 0 0 3] 0 0 0 7] 0 0 0 6 0 0 0 21 ( 37 17:45 0 0 0 3] 0 0 0 19 ! 0 0 0 4 0 0 0 15 ] 41 Kr Total 0 0 0 13 ] 0 0 0 47 j 0 0 0 25 0 0 0 73 ( 158 *TOTAL* 0 0 0 56 0 0 0 108 1 0 0 0 40 j 0 0 0 131 ] 335 NE 38TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/13/13 File I.D. 38ST2AVE Page : 1 NE 2ND AVENUE IDRIVEWAY 1NE 2ND AVENUE INE 38TH STREET From North IFrom East !From South From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right j Total Date 03/13/13 * BREAK * 16:00 0 0 88 12 ] 0 0 0 0] 0 15 52 0 1 0 5 0 5 I 177 16:15 0 0 74 11 ] 0 0 1 2 I 0 4 59 0 0 10 0 4 165 16:30 1 2 100 10 0 0 2 0 0 2 45 0 0 8 0 11 ( 181 16:45 0 0 64 7] 0 0 1 2] 0 5 72 0] 0 15 0 7] 173 Hr Total 1 2 326 40 0 0 4 4 0 26 228 0 0 38 0 27 696 17:00 0 0 68 10 ] 0 1 0 2] 0 2 59 0( 0 15 0 8] 165 17:15 0 0 76 17 I 0 0 0 1 I 0 5 67 0] 0 6 0 4 I 176 17:30 0 0 81 4] 0 0 1 1 I 0 4 55 0] 0 8 0 5 j 159 17:45 0 0 83 8] 0 0 1 0] 0 1 55 0( 0 12 0 2] 162 Hr Total 0 0 308 39 0 1 2 4 0 12 236 0 0 41 0 19 662 *TOTAL* 2 4 1345 184 I 0 1 11 9 j 0 48 727 0 0 213 4 66 I 2614 NE 38TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NE 2ND AVENUE From North UTurn Left Thru Date 03/13/13 IDRIVEWAY 'From East NE 2ND AVENUE (From South Right ( UTurn Left Thru Right UTurn Left Site Code : 00130037 Start Date: 03/13/13 File I.D. : 38ST2AVE Page : 3 INE 38TH STREET 'From West Thru Right 1 UTurn Left Thru Right I Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 16:00 16:00 Volume 1 2 326 40 ( 0 0 4 4 Percent 0% 1% 88% 11% 0% 0% 50% 50% Pk total 369 8 Highest 16:30 ( 16:15 Volume 1 2 100 10 1 0 0 1 2 Hi total 113 1 3 PHF .82 .67 0 NE 38TH STREET 26 4 40 70 0 38 38 0 40 40 18:00 on 03/13/13 16:00 16:00 0 26 228 0 0 38 0 0% 10% 90% 0% 1 0% 58% 0% 254 65 16:45 16:45 0 5 72 0 1 0 15 0 7 j 77 22 .82 .74 NE 2ND AVENUE 326 326 369 3 3 0 65 27 27 J 0 0 135 639 38 228 4 270 • ALL VEHICLES Intersection Total 696 607 0 26 326 27 353 26 NE 2ND AVENUE 11 254 • 228 228 8 0 0 0 4 27 j 42% I 0 4 4 4 0 0 3 0 0 DRIVEWAY 0 0 NE 38TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: AMBER PALOMINO NOT SIGNALIZED, E/W STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/13/13 File I.D. 38ST2AVE Page : 1 NE 2ND AVENUE DRIVEWAY NE 2ND AVENUE 11E 38TH STREET From North IFrom East From South From West 1 I Left Thru Right Peds Left Thru Right Peds i Left Thru Right Peds I Left Thru Right. Peds i Total Date 03/13/13 BREAK * 16:00 0 0 0 0J 0 0 0 0! 0 0 0 21 0 0 0 14 16 16:15 0 0 0 2! 0 0 0 41 0 0 0 0 0 0 0 3 9 16:30 0 0 0 4 0 0 0 31 0 0 0 1[ 0 0 0 6 14 16:45 0 0 0 01 0 0 0 31 0 0 0 2 0 0 0 4 9 Hr Total 0 0 0 si 0 0 0 10 0 0 0 5 0 0 0 271 48 17:00 0 0 0 0! 0 0 0 01 0 0 0 0 0 0 0 2 2 17:15 0 0 0 0! 0 0 0 11 0 0 0 0 0 0 0 11 12 17:30 0 0 0 21 0 0 0 °I 0 0 0 0! 0 0 0 151 17 17:45 0 0 0 2! 0 0 0 6 0 0 0 2 0 0 0 6! 16 Hr Total 0 0 0 4 0 0 0 7 0 0 0 2 0 0 0 34 47 *TOTAL* 0 0 0 15 0 0 0 33 0 0 0 11 j 0 0 0 65 124 NE 36TH STREET & FEDERAL HIGHWAY & NE 2ND AVENUE, MIAMI, FLORIDA COUNTED BY: M. GOMEZ & C. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 36ST2FED Site Code : 00130037 Start Date: 03/13/13 Page : 1 ALL VEHICLES ]NE 2ND AVENUE (FEDERAL HIGHWAY INE 36TH STREET 'NE 2ND AVENUE INE 36TH STREET (From North ]From Northeast From East From South ]From West Start ] LEFT LEFT RIGHT Right RIGHT RIGHT' Thru RIGHT ' LEFT 'Intvl Time IFEDRL 36 ST THRU 36 ST1 Left Thru 36 ST 2 AVEI Left Thru Right FEDRLI Left 2 AVE FEDRL RIGHT] Left FEDRL THRU RIGHTITotal 03/13/13 ] ] ] ] I [BREAK' 16:00' 0 28 47 18 16:151 3 21 25 29 16:30' 2 28 56 35 16:451 0 19 34 9 Hour' 5 96 162 91 I 17:00' 1 21 40 27 17:15' 0 19 43 19 17:301 2 22 33 26 17:45' 0 20 40 25 Hour] 3 82 156 97 Total] 15 310 785 280 % Apr.' 1.0 22.3 56.4 20.1 % Int.' 0.1 3.4 8.8 3.1 I I 20 47 36 1 13 20 22 0 18 33 15 0 17 40 34 3 68 140 107 4 14 28 29 0 18 48 31 1 17 34 28 0 4 29 29 1 53 139 117 2 249 746 355 8 18.3 54.9 26.1 0.5 2.8 8.3 3.9 - I I 0 93 16 17] 27 35 47 191 15 25 149 33 1 97 10 3] 36 43 46 101 10 30 143 46 0 97 4 10] 31 38 47 7' 7 27 121 43 0 106 19 9' 31 36 54 111 15 35 130 40 1 393 49 39] 125 152 194 471 47 117 543 162 0 90 11 10] 37 41 57 161 13 29 121 29 O 106 15 3] 37 47 75 7' 6 26 113 26 O 106 15 4] 22 33 54 29' 10 38 143 27 O 94 11 4] 28 38 64 14] 7 27 126 31 0 396 52 21] 124 159 250 66] 36 120 503 113 1 ] 1 1264 191 185' 331 458 638 188] 134 428 1785 535 77.0 11.6 11.21 20.4 28.3 39.5 11.6] 4.6 14.8 61.9 18 5 - 14.2 2.1 2.01 3.7 5.1 7.1 2.11 1.5 4.8 20.0 6 0 ] 673 608 619 642 2542 614 640 643 592 2489 8886 NE 36TH STREET & FEDERAL HIGHWAY & NE 2ND AVENUE, MIAMI, FLORIDA COUNTED BY: M. GOMEZ & C. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 36ST2FED Site Code : 00130037 Start Date: 03/13/13 Page 3 ALL VEHICLES INE 2ND AVENUE 'FEDERAL HIGHWAY INE 36TH STREET INE 2ND AVENUE [NE 36TH STREET 'From North 'From Northeast 'From East 'From South (From West Start 1 LEFT LEFT RIGHT] Right RIGHT' RIGHT[ Thru RIGHT [ LEFT [Intel Time IFEDRL 36 ST THRU 36 STI Left Thru 36 ST 2 AVEI Left Thru Right FEDRLI Left 2 AVE FEDRL RIGHT[ Left FEDRL THRU RIGHTITotal Peak Hour Analysis By Entire Intersection for the Period: 16:00 on 03/13/13 to 17:45 on 03/13/13 [ [ Time 16:00 116:00 [ 16:00 16:00 [ 16:00 [ Vol. 5 96 162 911 68 140 107 41 1 393 49 391 125 152 194 471 47 117 543 162' Pct. 1.4 27.1 45.7 25.71 21.3 43.8 33.5 1.21 0.2 81.5 10.1 8.01 24.1 29.3 37.4 9.01 5.4 13.4 62.4 18.61 Total 354 [ 319 1 482 [ 518 ' 869 High 1 16:30 [ 16:00 116:45 1 16:15 116:15 Vol. 2 28 56 351 20 47 36 11 0 106 19 91 36 43 46 101 10 30 143 46' Total 121 [ 104 I 134 [ 135 [ 229 I PHF I0.731 10.767 10.899 0.959 10.949 I ME 36TH STREET 716 47 117 543 162 NE 2ND AVENUE 91 162 96 5 252 171 606 03/13/13 04:00pM 04:45pm FEDERAL HIGHWAY v- 4 107 140 68 674 1585 2542 1236 983 T 465 i25 194 152 47 NE 2ND AVENUE 5/ 21 39 49 - 393 + -> 754 NE 36TH STREET NE 36TH STREET & FEDERAL HIGHWAY & NE 2ND AVENUE, MIAMI, FLORIDA COUNTED BY: M. GOMEZ & C. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 36ST2FED Site Code 00130037 Start Date: 03/13/13 Page : 1 PEDESTRIANS INE 2ND AVENUE 1FEDE INE 36TH STREET INE 2ND AVENUE INE 36TH STREET (From North 'From (From East 'From South From West Start 1 1 1 1 1 11ntv1 Time 1 Left Thru Right Pedsl Peds1 Left Thru Right Peds1 Left Thru Right Peds1 Left Thru Right PedslTotal 03/13/13 1 1 1 1 1 1 [BREAKI I -_-__I 1 ( ... 1 16:001 0 0 0 71 131 0 0 0 01 0 0 0 51 0 0 0 21 27 16:151 0 0 0 21 91 0 0 0 11 0 0 0 91 0 0 0 01 21 16:301 0 0 0 51 91 0 0 0 01 0 0 0 181 0 0 0 61 38 16:45! 0 0 0 71 81 0 0 0 01 0 0 0 101 0 0 0 3! 28 Hour! 0 0 0 211 391 0 0 0 11 0 0 0 421 0 0 0 111 114 17:00! 0 0 0 51 51 0 0 0 oI o 0 0 161 0 0 0 01 26 17:15! 0 0 0 3! 31 0 0 0 01 0 0 0 191 0 0 0 61 31 17:301 0 0 0 0! 51 0 0 0 11 0 0 0 25! 0 0 0 14' 45 17:451 0 0 0 3! 11! 0 0 0 11 0 0 0 181 0 0 0 01 33 Hourl 0 0 0 111 241 0 0 0 21 0 0 0 78! 0 0 0 201 135 I 1 1 1 I 1 Total' 0 0 0 32! 631 0 0 0 31 0 0 0 1521 0 0 0 681 318 % Apr.1 - - - 100.01100.01 - - - 100.01 - - - 00.01 - - 100.01 % Int.1 - - - 10.01 19.81 - - - 0.9! 47.71 - - - 21.3! NE 38TH/39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I.D. : 39ST FED Page : 1 FEDERAL HIGHWAY INE 38TH/NE 39TH STREET 'FEDERAL HIGHWAY INE 39TH STREET From North IFrOm East 'From South 'From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/19/13 - * BREAK 16:00 0 1 54 29 0 7 43 15 0 15 82 2 0 28 2 6 284 16:15 0 0 65 19 0 12 40 6 0 7 88 1 0 20 1 9 268 16:30 0 2 51 11 0 7 39 4 0 8 76 3 0 16 3 6 226 16:45 0 1 48 28 ( 0 5 40 6 1 0 5 101 3 0 17 2 7 I 263 Hr Total 0 4 218 87 I 0 31 162 31 I 0 35 347 9 i 0 81 8 28 I 1041 17:00 0 1 61 40 0 11 30 6 0 9 117 0 0 33 2 5 315 17:15 0 0 52 25 0 8 40 3 0 10 90 2 0 15 4 4 253 17:30 0 0 54 19 0 7 36 4 0 5 107 1 0 26 1 1 261 17:45 0 0 53 22 ) 0 17 50 6 0 5 94 0 1 0 21 2 5 275 Hr Total 0 1 220 106 0 43 156 19 I 0 29 408 3 1 0 95 9 15 1104 *TOTAL* 0 14 1134 377 ( 0 136 503 166 I 0 111 1218 17 I 1 364 32 105 4178 NE 38TH/39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I .D. 39STFED Page 3 FEDERAL HIGHWAY 'NE 38TH/NE 39TH STREET 'FEDERAL HIGHWAY 1NE 39TH STREET I From North 'From East 'From South 'From West I I ' UTurn Left Thru Right ' UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right ' Total Date 03/19/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 00 18:00 on 03/19/13 Peak start 17:00 17:00 17:00 17:00 Volume 0 1 220 106 0 43 156 19 1 0 29 408 3 0 95 9 15 Percent 0% 0% 67% 32% 0% 20% 72% 9% 0% 7% 93% 1% 08 808 88 13% Pk total 327 218 440 119 Highest 17:00 17:45 17:00 17:00 Volume 0 1 61 40 0 17 50 6 0 9 117 0 0 33 2 5 Hi total 102 J 73 126 40 PHF .80 .75 .87 .74 0 0 NE 39TH STREET 29 156 291 106 95 95 9 106 106 FEDERAL HIGHWAY 220 220 327 9 119 15 15 0 0 410 1 849 95 408 19 522 ALL VEHICLES Intersection Total 1,104 43 220 15 278 718 231 0 0 111111•111111111111111==111111111 19 19 218 156 440 29 408 29 408 FEDERAL HIGHWAY 156 43 43 13 1 9 3 NE 38TH/NE 39TH STREET 3 3 0 NE 38TH/39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 3BTH TO 39TH Site Code : 00130037 Start Date: 03/19/13 File I.D. 39ST FED Page : 1 FEDERAL HIGHWAY INE 38TH/NE 39TH STREET FEDERAL HIGHWAY INE 39TH STREET I From North ]From East ]From South From West I I Left Thru Right Peds Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds I Total Date 03/19/13 * BREAK * 16:00 0 0 0 0 I 0 0 2 0( 0 0 0 0( 0 0 0 0 I 2 16:15 0 0 0 0 I 0 0 0 0 I 0 0 0 0( 0 0 0 0 0 16:30 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 16:45 0 0 0 0 1 0 0 0 0 I 0 0 0 0] 0 0 0 0] 0 Hr Total 0 0 0 0 1 0 0 2 0 1 0 0 0 0 1 0 0 0 0 1 2 17:00 0 0 0 0 I 0 0 1 0 I 0 0 0 0 1 0 0 0 0 I 1 17:15 0 0 0 0 I 0 0 2 0 I 0 0 0 0 I 0 0 0 0] 2 17:30 0 0 0 0 I 0 0 0 0 I 0 0 0 0] 0 0 0 0] 0 17:45 0 0 0 o I 0 0 1 o f 0 0 0 0] 0 0 0 0 I 1 Hr Total 0 0 0 0 1 0 0 4 0 l 0 0 0 0 1 0 0 0 0 1 4 *TOTAL* 0 0 0 0 I 0 0 31 0 1 0 0 0 0 1 0 0 0 0 1 31 NE 38TH/39TH STREET & FEDERAL HIGHWAY MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/19/13 File I.D. : 39ST FED Page : 1 FEDERAL HIGHWAY INE 38TH/NE 39TH STREET 'FEDERAL HIGHWAY 'NE 39TH STREET From North 'From East 'From South 'From West Left Thru Right Peds I Left Thru Right Peds ' Left Thru Right Peds I Left Thru Right Peds I Total Date 03/19/13 -- * BREAK * 16:00 0 0 0 2 ] 0 0 0 4 ] 0 0 0 20 0 0 0] 8 16:15 0 0 0 6] 0 0 0 3 0 0 0 1 0 0 0 0] 10 16:30 0 0 0 3] 0 0 0 5 0 0 0 4 0 0 0 0( 12 16:45 0 0 0 10 ] 0 0 0 5 I 0 0 0 0 I 0 0 0 0 j 15 Hr Total 0 0 0 21 ] 0 0 0 17 I 0 0 0 7 I 0 0 0 0] 45 17:00 0 0 0 3] 0 0 0 4] 0 0 0 0] 0 0 0 0' 7 17:15 0 0 0 3] 0 0 0 0] 0 0 0 0] 0 0 0 0 3 17:30 0 0 0 2] 0 0 0 0] 0 0 0 1 j o 0 0 0 3 17:45 0 0 0 s( 0 0 0 0( 0 0 0 0 1 0 0 0 0] 5 Hr Total 0 0 0 13 I 0 0 0 4] 0 0 0 1 I 0 0 0 0 1 18 *TOTAL* 0 0 0 67 I 0 0 0 47 ( 0 0 0 21 I 0 0 0 1 I 136 NE 38TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMNO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I.D. : 38ST US1 Page : 1 BISCAYNE BOULEVARD/US1 INE 38TH STREET 'BISCAYNE BOULEVARD/US1 INE 38TH STREET From North (From East IFrom South (From West I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 03/19/13 * BREAK 16:00 0 75 256 16 0 80 36 89 1 13 249 107 0 0 0 0 922 16:15 0 60 267 14 1 0 106 39 102 0 4 283 82 I 0 0 0 0 957 16:30 0 67 255 18 0 84 24 99 0 5 267 99 0 0 0 0 918 16:45 0 60 242 12 0 109 29 107 1 11 323 59 1 0 0 0 0 1 953 Hr Total 0 262 1020 60 0 379 128 397 2 33 1122 347 1 0 0 0 0 1 3750 17:00 0 73 250 11 0 107 22 81 0 15 301 96 0 0 0 0 956 17:15 0 68 275 18 1 93 28 74 ( 0 5 327 86 0 0 0 0 975 17:30 0 70 287 13 0 95 31 63 1 7 317 102 0 0 0 0 986 17:45 0 65 257 25 1 0 67 31 61 1 0 8 338 96 0 0 0 0 1 948 Hr Total 0 276 1069 67 1 362 112 279 1 35 1283 380 ( 0 0 0 0 i 3865 *TOTAL* 1 1473 4655 185 1 1333 482 1188 3 170 3606 1711 0 0 0 0 I 14808 NE 38TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMNO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130037 Start Date: 03/19/13 File I.D. : 38ST US1 Page : 3 BISCAYNE BOULEVARD/US1 From North INE 38TH STREET I From East (BISCAYNE BOULEVARD/US1 (From South INE 38TH STREET From West UTurn Left Thru Right I UTurn Left Thru Right ( UTurn Left Thru Right UTurn Left Thru Right Total Date 03/19/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/19/13 Peak start 16:45 1 16:45 ( 16:45 16:45 Volume 0 271 1054 54 1 404 110 325 2 38 1268 343 0 0 0 0 Percent 0% 20% 76% 4% I 08 48% 13% 39% I 0% 2% 77% 21% I 0% 0% 0% 0% Pk total 1379 J 840 1651 0 Highest 17:30 J 16:45 17:30 I 07:00 Volume 0 70 287 13 J 0 109 29 107 1 7 317 102 I 0 0 0 0 Hi total 370 245 427 0 PHF .93 1 .86 1 .97 1 .0 0 0 NE 38TH STREET 40 110 204 54 0 0 0 0 0 0 0 0 0 BISCAYNE 54 BOULEVARD/US1 • 1,054 54 1,054 1,379 271 271 2,972 0 1,268 325 1,593 • ALL VEHICLES 204 1,454 Intersection Total 3,870 405 1,054 0 1,459 3,110 40 40 0 0 325 325 840 110 1,651 • 1,268 1,268 BISCAYNE BOULEVARD/US1 343 343 110 405 405 614 NE 38TH STREET 0 0 271 0 343 NE 38TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMNO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, F:.orida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130037 Start Date: 03/19/13 File I.D. : 38ST US1 Page : 1 BISCAYNE BOULEVARD/US1 INE 38TH STREET IBISCAYNE BOULEVARD/US1 ENE 38TH STREET From North From East From South From West I I I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds I Total Date 03/19/13 * BREAK 16:00 0 0 0 0 I 0 0 0 8 1 0 0 0 1 1 0 0 0 7] 16 16 : 15 0 0 0 2 I 0 0 0 5 j 0 0 0 0 I 0 0 0 5] 12 16:30 0 0 0 2 1 0 0 0 4 I 0 0 0 0 0 0 0 3] 9 16:45 0 0 0 1 j 0 0 0 3] 0 0 0 0 1 0 0 0 1 J 5 Hr Total 0 0 0 5 1 0 0 0 20 1 0 0 0 1 1 0 0 0 16 1 42 17:00 0 0 0 5( 0 0 0 7( 0 0 0 2( 0 0 0 8 1 22 17 : 15 0 0 0 3( 0 0 0 3( 0 0 0 0( 0 0 0 4 I 10 17:30 0 0 0 2( 0 0 0 2] 0 0 0 0] 0 0 0 9 1 13 17:45 0 0 0 6 1 0 0 0 1( 0 0 0 2 1 0 0 0 6 1 15 Hr Total 0 0 0 16 I 0 0 0 13 1 0 0 0 4 1 0 0 0 27 1 60 *TOTAL* 0 0 0 25 I 0 0 0 49 I 0 0 0 11 0 0 0 81 I 166 NE 37TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ NOT SIGNALIZED BISCAYNE BOULEVARD/US1 From North 'PARKING LOT 'From East Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES 'BISCAYNE BOULEVARD/US1 'From South Site Code 00130037 Start Date: 03/19/13 File I.D. 37STBISC Page : 1 NE 37TH STREET From West UTurn Left Thru Right ' UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 03/19/13 - * BREAK 16:00 0 0 331 2 1 0 0 0 0 1 0 0 361 0 j 0 0 0 0 1 694 16:15 0 0 377 2 1 0 0 0 00 0 372 0 j 0 0 0 0 j 751 16:30 0 0 331 1 1 0 0 0 0 1 0 0 349 0 j 0 0 0 0 1 681 16:45 1 0 329 1 1 0 0 0 0 1 0 0 382 0 1 0 0 0 0 1 713 Hr Total 1 0 1368 6 0 0 0 0 j 0 0 1464 0 0 0 0 0 j 2839 17:00 0 0 353 1 1 0 0 0 0 j 0 0 404 0 1 0 0 0 0 I 758 17:15 0 0 357 0 1 0 0 0 0 j 0 0 401 0 j 0 0 0 0 I 758 17:30 0 0 371 1 1 0 0 0 0 1 0 0 431 0( 0 0 0 0 ! 803 17:45 1 0 323 1 1 0 0 0 0 j 0 0 415 0 I 0 0 0 0 1 740 Hr Total 1 0 1404 3 1 0 0 0 0 1 0 0 1651 0 1 0 0 0 0 3059 *TOTAL* 3 0 5916 9 0 0 0 0 1 0 2 5401 0 I 0 0 0 0 I 11331 NE 37TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I.D. 37STBISC Page : 3 BISCAYNE BOULEVARD/US1 [PARKING LOT IBISCAYNE BOULEVARD/US1 INE 37TH STREET j From North From East From South 'From West j j j UTurn Left Thru Right j UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right j Total Date 03/19/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/19/13 Peak start 17:00 j 17:00 j 17:00 j 17:00 j Volume 1 0 1404 3 j 0 0 0 0 j 0 0 1651 0 j 0 0 0 0 j Percent 0% 0% 100% 0% j 0% 0% 0% 0% j 0% 0% 100% 0% j 0% 0% 0% 0% j Pk total 1408 j 0 j 1651 j 0 j Highest 17:30 j 07:00 j 17:30 j 07:00 j Volume 0 0 371 1 j 0 0 0 0 0 0 431 0 J 0 0 0 0 j Hi total 372 0 431 J 0 j PHF .95 .0 .96 .0 j 0 NE 37TH STREET 0 0 3 3 0 0 0 0 0 0 0 0 0 0 BISCAYNE BOULEVARD/US1 3 • 1,404 3 1,404 1,408 1 1 3,059 0 1,651 0 1,651 • ALL VEHICLES 3 1 Intersection Total 3,059 0 1,404 0 1,404 3,055 0 0 1,651 • 1,651 1,651 BISCAYNE BOULEVARD/US1 0 0 0 0 0 0 I 0 0 0 1 PARKING LOT 0 • 0 0 0 1 0 0 NE 37TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: MAURICE GOMEZ NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS BISCAYNE BOULEVARD/US1 From North Left Thru Right Date 03/19/13 16:00 16.15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total * BREAK * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ;PARKING LOT ;From East Peds I Left Site Code : 00130037 Start Date: 03/19/13 File I.D. : 37STBISC Page : 1 'BISCAYNE BOULEVARD/US1 'NE 37TH STREET 'From South 'From West Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 15 1 0 0 0 1( 0 0 0 14 j 30 0 0 0 13 1 0 0 0 0] 0 0 0 8 I 22 O 0 0 4( 0 0 0 1] 0 0 0 1 6 O 0 0 8 J 0 0 0 1] 0 0 0 2 I 11 O 0 0 40 ] 0 0 0 3] 0 0 0 25 ] 69 0 0 0 8] 0 0 0 4( 0 0 0 11 i 23 0 0 0 7] 0 0 0 5] 0 0 0 14 I 26 O 0 0 0] 0 0 0 0] 0 0 0 5 5 O 0 0 4] 0 0 0 1] 0 0 0 3 I 8 O 0 0 19 ] 0 0 0 10 ] 0 0 0 33 62 *TOTAL* 0 0 0 2 0 0 0 87 I 0 0 0 16 1 0 0 0 83 188 NW 36TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES BISCAYNE BOULEVARD/US1 INE 36TH STREET From North !From East UTurn Left Thru Right 1 UTurn Left Date 03/19/13 * BREAK * Site Code 00130037 Start Date: 03/19/13 File I.D. : 36STBISC Page : 1 (BISCAYNE BOULEVARD/US1 INE 36TH STREET I (From South From West 1 Thru Right I UTurn Left Thru Right (; UTurn Left Thru Right I Total 16:00 0 91 182 46 0 45 25 53 0 44 261 83 1 0 34 91 40 995 16:15 0 80 189 59 0 54 17 65 0 34 244 84 0 36 103 42 1007 16:30 0 100 176 55 ( 0 56 14 67 0 47 256 72 J 0 28 85 27 983 16:45 0 88 163 51 ( 0 55 20 58 1 0 34 261 66 1 0 51 109 46 1002 Hr Total 0 359 710 211 1 0 210 76 243 1 0 159 1022 305 0 149 388 155 3987 17:00 0 66 229 45 ( 0 50 23 59 0 41 312 64 0 37 85 43 1054 17:15 0 72 203 65 { 0 82 23 87 0 41 287 87 0 26 80 54 1107 17:30 0 83 246 45 f 0 75 22 86 0 42 299 101 0 42 101 50 j 1192 17:45 0 45 229 48 0 65 18 92 1 0 41 289 83 0 24 79 41 ! 1054 Hr Total 0 266 907 203 0 272 86 324 I 0 165 1187 335 0 129 345 188 4407 *TOTAL* 1 1385 3677 624 I 0 965 375 1048 1 0 542 3673 1017 I 0 455 1338 563 I 15663 NW 36TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130037 Start Date: 03/19/13 File I.D. 36STBISC Page 3 BISCAYNE BOULEVARD/US1 INE 36TH STREET 'BISCAYNE BOULEVARD/US1 INE 36TH STREET I From North 'From East 'From South 'From West I I UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 03/19/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/19/13 Peak start 17:00 17:00 17:00 17:00 Volume 0 266 907 203 0 272 86 324 0 165 1187 335 0 129 345 188 Percent 0% 19% 66% 15% 0% 40% 13% 48% 0% 10% 70% 20% 0% 19% 52% 28% Pk total 1376 682 1687 662 Highest 17:30 17:15 17:30 17:30 Volume 0 83 246 45 0 82 23 87 0 42 299 101 0 42 101 50 Hi total 374 192 442 193 PHF .92 .89 .95 .86 0 0 NE 36TH STREET 165 86 454 203 129 129 345 BISCAYNE 203 203 I BOULEVARD/US1 907 907 1,376 266 266 345 662 188 188 0 0 3,016 129 1,187 324 1,640 0 • ALL VEHICLES 1,116 1,628 Intersection Total 4,407 272 907 188 1,367 3,054 165 165 0 324 324 682 86 1,687 • 1,187 1,187 BISCAYNE BOULEVARD/US1 335 335 86 272 272 266 946 345 335 NE 36TH STREET 0 NW 36TH STREET & BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130037 Start Date: 03/19/13 File I.D. : 36STBISC Page 1 BISCAYNE BOULEVARD/US1 INE 36TH STREET IBISCAYNE BOULEVARD/US1 NE 36TH STREET From North !From East ]From South From West ! I I Left Thru Right Peds I Left Thru Right Peds I Left Thru Right Peds Left Thru Right Peds ( Total Date 03/19/13 - * BREAK * 16:00 0 0 0 5! 0 0 0 10 I 0 0 0 3 I 0 0 0 17 I 35 16:15 0 0 0 4 I 0 0 0 1! 0 0 0 16 I 0 0 0 11 I 32 16:30 0 0 0 7 I 0 0 0 4 I 0 0 0 10 I 0 0 0 10 I 31 16:45 0 0 0 14 ] 0 0 0 11 I 0 0 0 4 I 0 0 0 6 I 35 Hr Total 0 0 0 30 0 0 0 26 0 0 0 33 0 0 0 44 1 133 17:00 0 0 0 12 I 0 0 0 5 I 0 0 0 4 I 0 0 0 6 27 17:15 0 0 0 6 I 0 0 0 5 I 0 0 0 5 I 0 0 0 7 I 23 17:30 0 0 0 7 I 0 0 0 3 I 0 0 0 5 I 0 0 0 2 I 17 17:45 0 0 0 8 I 0 0 0 0 0 0 0 0 I 0 0 0 3] 11 Hr Total 0 0 0 33 I 0 0 0 13 I 0 0 0 14 0 0 0 18 I 78 *TOTAL* 0 0 0 100 ! 0 0 0 52 I 0 0 0 72 I 0 0 0 86 I 310 NW 39TH STREET & NW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: KEVIN MCNALLY 4 WAY STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130063 Start Date: 04/18/13 File I.D. 39ST 1AV Page : 1 NW 1ST AVENUE INW 39TH STREET INW 1ST AVENUE INW 39TH STREET From North (From East 1From South (From West 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 04/18/13 - - 16:00 0 2 3 0( 0 5 13 1 j 1 1 14 19 1 0 1 21 2 I 83 16:15 0 1 4 0 1 1 5 8 1 I 0 3 19 5 1 0 0 11 2 1 60 16:30 0 0 5 3 1 0 3 10 4 I 0 3 17 8 1 0 0 7 1 1 61 16:45 0 1 10 0 0 2 9 3 1 0 0 16 10 0 0 16 1 1 68 Hr Total 0 4 22 3 1 15 40 9 1 7 66 42 ( 0 1 55 6 1 272 17:00 0 1 5 2 1 0 0 6 1 1 0 1 14 9 1 0 1 15 2 1 57 17:15 0 2 2 2 1 0 6 10 3 1 0 2 22 12 1 0 1 4 2 1 68 17:30 0 1 4 0 1 0 6 5 2 1 0 0 17 11 1 0 1 11 0 1 56 17:45 0 2 2 1 1 0 5 5 4 1 0 1 13 13 1 0 1 14 2 1 63 Hr Total 0 6 13 5 1 0 17 26 10 0 4 66 45 1 0 4 44 6 1 246 *TOTAL* 0 10 35 8 1 1 32 66 19 1 11 132 87 1 0 5 99 12 1 518 NW 39TH STREET & NW 1ST AVENUE MIAMI, FLORIDA COUNTED BY: KEVIN MCNALLY 4 WAY STOP Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130063 Start Date: 04/18/13 File I.D. : 39ST IAV Page 2 NW 1ST AVENUE INW 39TH STREET INW 1ST AVENUE INW 39TH STREET From North (From East (From South From West UTurn Left Thru. Right I UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I Total Date 04/18/13 ---- - Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 04/18/13 Peak start 16:00 J 16:00 ( 16:00 I 16:00 Volume 0 4 22 3 1 15 40 9 1 7 66 42 I 0 1 55 6 Percent 0% 14% 76% 10% 2% 23% 6245 14% 1 1% 6% 57% 36% I 1 0% 2% 89% 10% Pk total 29 65 116 62 Highest 16:45 16:00 16:00 16:00 Volume 0 1 10 0 0 5 13 1 1 1 1 14 19 I 0 1 21 2 I Hi total 11 ( 19 1 35 ( 24 PHF .66 .86 ( .83 ( .65 NW 39TH STREET 8 40 3 51 0 0 • 1 1 55 3 NW 1ST AVENUE 22 22 29 55 62 6 6 • 0 113 4 4 105 1 66 9 76 ALL VEHICLES Intersection Total 272 160 16 8 22 6 44 8 NW 1ST AVENUE 166 0 0 9 9 65 40 116 66 66 40 16 16 101 NW 39TH STREET 4 55 42 42 42 0 0 4yl AO t.,1 S hl tir 1111 Ere„6481- v fire.- - LAD r tt-7 -e sra d 140L, SE - Alp S t ��► 0 t Cr +FLO& t,OA /Vic( "d Z,0 13 ey : Kau/0:c 4 k., 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 D0313022.PRN 000000031101 000210321024 Interval Mar 13, 13 Start time Mar 13, 13 Stop time Miami, Florida County NE 2nd Avenue Btwn NE 40th & 39th Sts 15 minutes 00:00 24:00 Dade ******************************************************************************* Mar 13 Northbound Volume for Lane 1 End Time 00 15 30 45 00 21 24 21 13 Hr Total 79 01 02 9 10 7 8 34 8 11 3 5 27 03 04 3 2 6 2 6 6 3 6 21 13 05 06 07 4 4 5 11 24 12 16 12 24 41 53 63 45 64 202 08 09 55 48 65 63 70 64 62 88 10 11 90 63 76 76 81 72 81 91 231 284 305 325 End Time 12 15 30 45 00 86 97 112 87 Hr Total 382 13 14 15 16 17 18 19 ---- ---- ---- -- ---- ---- 90 86 91 80 98 122 108 91 80 102 94 128 94 69 88 78 95 85 102 104 84 85 95 106 108 97 104 60 ---- ---- ---- ---- ---- ---- ---- 354 339 394 367 425 424 321 20 57 66 78 47 21 22 23 57 65 62 37 46 28 38 42 26 49 29 41 248 221 154 145 24 Hour Total : 5383 AM peak hour begins : 11:30 AM peak volume : 355 Peak hour factor : 0.79 PM peak hour begins : 17:15 PM peak volume : 449 Peak hour factor : 0.88 ******************************************************************************* Mar 13 Southbound Volume for Lane 2 End Time 00 15 30 45 00 23 23 10 12 Hr Total 68 01 02 8 6 7 5 7 8 1 10 26 26 03 04 05 06 07 3 3 5 17 56 1 1 4 15 54 3 8 12 35 104 4 2 13 32 118 11 14 34 99 332 08 09 10 11 125 110 66 83 130 91 68 74 136 84 57 79 130 97 84 80 521 382 275 316 End Time 12 15 30 45 00 84 83 100 96 Hr Total 363 13 14 15 16 17 18 101 101 91 88 112 82 114 98 85 103 91 149 108 100 101 103 111 74 100 72 ---- ---- ---- ---- ---- 388 377 475 371 373 388 258 19 92 103 99 94 64 63 68 63 20 72 56 63 43 21 22 23 66 66 42 52 61 44 34 53 31 48 39 33 234 226 192 151 24 Hour Total : 5900 AM peak hour begins : 08:00 AM peak volume : 521 Peak hour factor : 0.96 PM peak hour begins : 15:00 PM peak volume : 475 Peak hour factor : 0.80 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location D0313022.PRN 000000031101 000210321024 Interval Mar 13, 13 Start time Mar 13, 13 Stop time Miami, Florida County NE 2nd Avenue Btwn NE 40th & 39th Sts : 15 minutes : 00:00 : 24:00 : Dade ******************************************************************************* Mar 13 Total Volume for All Lanes End Time 00 15 30 45 00 44 47 31 25 Hr Total 147 01 17 16 14 13 60 02 15 19 4 15 03 9 7 6 10 53 32 04 6 3 14 4 27 05 06 07 9 29 8 31 17 47 24 56 97 107 167 163 58 163 534 08 09 10 11 180 180 156 164 178 155 131 146 201 146 133 160 193 185 160 171 752 666 580 641 End Time 12 13 15 30 45 00 170 180 212 183 Hr Total 745 14 15 16 17 18 19 20 21 22 23 182 187 192 171 186 234 172 194 162 216 192 213 197 132 187 169 244 193 202 205 152 179 198 217 182 197 176 123 ---- ---- ---- ---- ---- ---- 742 716 869 738 798 812 579 57 97 68 74 482 447 346 296 129 123 107 122 131 72 141 104 72 90 89 95 24 Hour Total : 11283 AM peak hour begins : 08:00 AM peak volume : 752 Peak hour factor : 0.94 PM peak hour begins : 15:00 PM peak volume : 869 Peak hour factor : 0.89 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0313015.PRN Station : 000000031109 Identification : 000058410067 Interval : 15 minutes Start date : Mar 13, 13 Start time : 00:00 Stop date : Mar 13, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N Miami Avenue Btwn N 39th & 40th Street ******************************************************************************* Mar 13 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 32 16 11 8 2 4 16 53 79 93 107 106 30 42 11 21 10 5 5 18 65 100 94 88 102 45 30 15 9 8 6 10 20 83 94 80 83 109 00 25 20 7 3 6 21 36 69 105 94 94 125 ---- ---- Hr Total 129 62 48 29 19 40 90 270 378 361 372 442 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 127 123 132 134 172 228 231 144 127 88 74 51 30 125 122 127 144 190 241 216 131 80 97 68 48 45 117 117 157 142 213 252 196 114 84 79 69 51 00 105 111 143 145 236 224 157 104 106 79 57 42 Hr Total 474 473 559 565 811 945 800 493 397 343 268 192 24 Hour Total : 8560 AM peak hour begins : 11:30 AM peak volume : 486 Peak hour factor : 0.96 PM peak hour begins : 16:45 PM peak volume : 957 Peak hour factor : 0.95 ******************************************************************************* Mar 13 Southbound Volume for Lane 2 End Time 00 15 30 45 00 41 26 21 28 01 02 03 04 05 06 07 08 09 10 11 16 3 6 11 21 58 128 271 264 138 97 10 11 6 10 26 76 178 261 223 133 114 15 4 13 8 39 102 243 295 191 120 109 10 5 11 9 55 118 267 298 161 137 93 ---- ---- ---- ---- Hr Total 116 51 23 36 38 141 354 816 1125 839 528 413 End Time 12 13 ---- 15 107 102 30 109 117 45 118 125 00 132 149 ---- Hr Total 466 493 _ - - - 143 149 151 138 ---- 14 15 ---- 142 147 177 209 16 17 18 19 209 154 114 104 183 128 113 104 155 120 132 97 154 105 87 93 ---- ---- 581 675 701 507 446 398 20 ---- 87 101 82 87 21 22 23 87 93 71 61 357 312 - - - - _ 72 71 66 67 49 36 52 35 276 172 24 Hour Total : 9864 AM peak hour begins : 08:00 AM peak volume : 1125 Peak hour factor : 0.94 PM peak hour begins : 15:30 PM peak volume : 778 Peak hour factor : 0.93 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0313015.PRN Station : 000000031109 Identification : 000058410067 Interval : 15 minutes Start date : Mar 13, 13 Start time : 00:00 Stop date : Mar 13, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : N Miami Avenue Btwn N 39th & 40th Street ******************************************************************************* Mar 13 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- 15 73 32 14 14 13 25 74 181 350 357 245 203 30 68 21 32 16 15 31 94 243 361 317 221 216 45 51 30 13 21 14 49 122 326 389 271 203 218 00 53 30 12 14 15 76 154 336 403 255 231 218 Hr Total 245 113 71 65 57 181 444 1086 1503 1200 900 855 End Time 12 13 14 15 16 17 18 15 234 225 275 276 381 382 345 248 214 175 146 100 30 234 239 276 291 373 369 329 235 181 190 139 84 45 235 242 308 319 368 372 328 211 166 150 135 103 00 237 260 281 354 390 329 244 197 193 140 124 77 Hr Total 940 966 1140 1240 1512 1452 1246 891 754 655 544 364 19 20 21 22 23 24 Hour Total : 18424 AM peak hour begins : 08:15 AM peak volume : 1510 Peak hour factor : 0.94 PM peak hour begins : 16:15 PM peak volume : 1513 Peak hour factor : 0.97 ******************************************************************************* 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 . D0313021.PRN 000000031102 009845970075 Mar 13, 13 Mar 13, 13 Miami, Florida NE 39th Street Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade Btwn NE 2nd & 1st Avenues ******************************************************************************* Mar 13 Eastbound Volume for Lane 1 End Time 00 15 30 45 00 Hr Total 01 02 03 04 05 3 1 0 1 1 2 2 2 0 1 0 1 1 1 0 0 0 1 0 2 0 1 1 1 06 2 1 3 6 07 08 12 19 16 28 20 15 24 30 09 10 11 24 23 17 34 31 15 16 19 27 21 21 20 6 6 0 3 2 5 12 75 89 98 81 89 End Time 12 15 30 45 00 14 18 33 29 Hr Total 94 13 14 15 28 29 23 31 28 24 18 22 23 22 30 32 99 109 102 16 17 17 25 21 25 17 15 22 22 18 19 27 16 26 19 88 76 88 15 11 12 14 52 20 14 19 12 16 61 21 13 13 14 10 50 22 11 9 13 11 44 23 11 10 9 6 36 24 Hour Total : 1365 AM peak hour begins : 09:15 AM peak volume : 105 Peak hour factor : 0.77 PM peak hour begins : 12:30 PM peak volume : 121 Peak hour factor : 0.92 ******************************************************************************* Mar 13 Westbound Volume for Lane 2 End Time 00 15 30 45 00 7 8 0 1 Hr Total 16 01 0 2 3 1 02 2 4 0 3 03 2 1 0 2 04 05 0 0 1 1 1 0 3 1 06 1 2 4 5 07 12 17 23 28 08 33 24 28 22 09 35 31 36 56 10 55 35 26 33 11 36 38 41 33 6 9 5 2 5 12 80 107 158 149 148 End Time 15 30 45 00 12 44 24 39 49 Hr Total 156 13 38 28 34 31 14 15 30 36 43 37 34 62 44 57 131 151 192 16 17 53 54 38 44 51 54 31 36 18 49 48 24 30 19 27 20 18 24 189 172 151 89 20 28 16 20 18 82 21 22 23 15 14 7 5 41 11 10 11 9 41 8 6 3 5 22 24 Hour Total : 2114 AM peak hour begins : 09:30 AM peak volume : 182 Peak hour factor : 0.81 PM peak hour begins : 15:30 PM peak volume : 226 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D0313021.PRN : 000000031102 : 009845970075 : Mar 13, 13 : Mar 13, 13 : Miami, Florida : NE 39th Street Btwn Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade NE 2nd & 1st Avenues ******************************************************************************* Mar 13 Total Volume for All Lanes End Time 00 15 30 45 00 10 10 1 1 Hr Total 22 01 02 03 04 05 06 07 08 09 10 11 1 4 4 3 12 2 4 0 3 9 3 2 0 3 8 1 0 1 2 4 3 1 4 2 10 3 3 7 11 24 36 39 56 24 155 59 54 53 90 196 256 53 39 52 52 86 63 50 59 42 62 52 53 230 237 End Time 15 30 45 00 12 58 42 72 78 Hr Total 250 13 66 59 52 53 230 14 15 59 61 85 89 260 294 59 71 56 74 16 70 79 59 69 277 17 68 69 53 58 248 18 19 76 64 50 49 239 42 31 30 38 141 20 42 35 32 34 21 28 27 21 15 22 22 19 24 20 23 19 16 12 11 143 91 85 58 24 Hour Total : 3479 AM peak hour begins : 09:15 AM peak volume : 283 Peak hour factor : 0.79 PM peak hour begins : 15:30 PM peak volume : 323 Peak hour factor : 0.91 ******************************************************************************* 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 : D0313014.PRN Station : 000000031110 Identification : 009601100005 Interval : 15 minutes Start date : Mar 13, 13 Start time : 00:00 Stop date : Mar 13, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 41st Street Btwn NE 1st & 2nd Avenues ******************************************************************************* Mar 13 Eastbound Volume for Lane 1 End Time 00 01 15 30 45 00 Hr Total 0 3 1 1 0 0 1 0 02 0 0 0 0 03 2 1 1 0 04 0 0 0 1 05 06 07 08 09 10 11 0 4 4 12 1 2 4 7 2 4 10 12 2 5 8 16 15 19 14 22 9 13 11 14 6 16 11 16 5 1 0 4 1 5 15 26 47 64 53 49 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 22 16 17 20 14 15 22 10 7 8 3 2 30 22 13 14 19 12 18 16 14 9 10 6 1 45 17 18 13 27 15 14 18 10 8 4 4 5 00 23 12 21 17 18 21 13 8 8 5 9 2 ---- ---- ---- ---- ---- ---- Hr Total 84 59 65 83 59 68 69 42 32 27 22 10 24 Hour Total : 890 AM peak hour begins : 09:15 AM peak volume : 68 PM peak hour begins : 14:45 PM peak volume : 87 Peak hour factor : 0.77 Peak hour factor : 0.81 ******************************************************************************* Mar 13 Westbound Volume for Lane 2 End Time 00 15 0 30 5 45 2 00 1 Hr Total 8 01 02 03 04 05 06 07 08 09 10 11 1 1 1 1 1 0 0 1 0 0 0 1 0 1 0 0 0 0 0 3 1 2 2 2 1 8 0 16 3 21 3 2 3 2 4 10 3 5 11 3 14 7 8 6 10 11 10 20 4 7 47 19 22 42 44 End Time 12 13 14 15 15 30 45 00 23 19 15 7 Hr Total 64 13 13 14 13 13 16 8 8 16 13 16 19 16 17 18 19 20 21 22 23 17 21 28 15 6 9 10 2 17 12 15 12 16 10 4 4 14 9 14 10 12 5 4 2 13 8 12 12 11 7 3 1 47 50 65 61 50 69 49 45 31 21 9 24 Hour Total : 761 AM peak hour begins : 11:30 AM peak volume : 73 Peak hour factor : 0.79 PM peak hour begins : 15:30 PM peak volume : 69 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0313014.PRN Station : 000000031110 Identification : 009601100005 Interval : 15 minutes Start date : Mar 13, 13 Start time : 00:00 Stop date : Mar 13, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 41st Street Btwn NE 1st & 2nd Avenues ******************************************************************************* Mar 13 Total Volume for All Lanes End Time 00 15 30 45 00 01 02 03 04 05 06 0 1 8 0 3 1 2 0 Hr Total 13 1 0 1 0 3 2 1 0 1 0 1 1 1 1 2 5 5 2 7 8 07 12 20 31 10 2 2 6 3 9 22 73 08 09 10 11 15 18 33 21 9 27 17 19 16 22 24 17 26 19 21 36 66 86 95 93 End Time 12 15 30 45 00 45 41 32 30 13 29 26 26 25 14 30 27 21 37 15 34 35 43 36 16 31 29 29 31 17 36 30 23 29 18 50 31 32 25 19 25 26 20 20 20 13 25 20 19 21 17 20 9 12 22 23 13 4 10 5 8 7 12 3 Hr Total 148 106 115 148 120 118 138 91 77 58 43 19 24 Hour Total : 1651 AM peak hour begins : 11:30 AM peak volume : 139 Peak hour factor : 0.77 PM peak hour begins : 14:45 PM peak volume : 149 Peak hour factor : 0.87 ******************************************************************************* Peak Season Factor Category Report 2011 Peak Season Factor Category Report - Report Type: ALL Category: 8700 MIAMI-DADE NORTH MOCF: 0.96 Week Dates SF PSCF 1 01/01/2011 - 01/01/2011 1.03 1.07 2 01/02/2011 - 01/08/2011 1.02 1.06 3 01/09/2011 - 01/15/2011 1.01 1.05 4 01/16/2011 - 01/22/2011 1.00 1.04 5 01/23/2011 - 01/29/2011 0.99 1.03 * 6 01/30/2011 - 02/05/2011 0.97 1.01 * 7 02/06/2011 - 02/12/2011 0.96 1.00 * 8 02/13/2011 - 02/19/2011 0.95 0.98 * 9 02/20/2011 - 02/26/2011 0.95 0.98 *19 92/27/2911 93/95/2911 Q 96 1 QQ *11 03/06/2011 - 03/12/2011 *12 03/13/2011 - 03/19/2011 0.96 1.00 0.96 1.00 *13 03/20/2011 - 03/26/2011 *14 03/27/2011 - 04/02/2011 *15 04/03/2011 - 04/09/2011 *16 04/10/2011 - 04/16/2011 0.96 0.97 0.97 0.97 1.00 1.01 1.01 1.01 V17 04/17/2011 - 04/23/2011 *18 04/24/2011 - 04/30/2011 19 05/01/2011 - 05/07/2011 20 05/08/2011 - 05/14/2011 21 05/15/2011 - 05/21/2011 22 05/22/2011 - 05/28/2011 23 05/29/2011 - 06/04/2011 24 06/05/2011 - 06/11/2011 25 06/12/2011 - 06/18/2011 26 06/19/2011 - 06/25/2011 27 06/26/2011 - 07/02/2011 28 07/03/2011 - 07/09/2011 29 07/10/2011 - 07/16/2011 30 07/17/2011 - 07/23/2011 31 07/24/2011 - 07/30/2011 32 07/31/2011 - 08/06/2011 33 08/07/2011 - 08/13/2011 34 08/14/2011 - 08/20/2011 35 08/21/2011 - 08/27/2011 36 08/28/2011 - 09/03/2011 37 09/04/2011 - 09/10/2011 38 09/11/2011 - 09/17/2011 39 09/18/2011 - 09/24/2011 40 09/25/2011 - 10/01/2011 41 10/02/2011 - 10/08/2011 42 10/09/2011 - 10/15/2011 43 10/16/2011 - 10/22/2011 44 10/23/2011 - 10/29/2011 45 10/30/2011 - 11/05/2011 46 11/06/2011 - 11/12/2011 47 11/13/2011 - 11/19/2011 48 11/20/2011 - 11/26/2011 49 11/27/2011 - 12/03/2011 50 12/04/2011 - 12/10/2011 51 12/11/2011 - 12/17/2011 52 12/18/2011 - 12/24/2011 53 12/25/2011 - 12/31/2011 * Peak Season Page 1 of 8 0.98 0.98 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.01 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.02 1.02 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.02 1.03 1.02 1.01 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.05 1.06 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.06 1.06 1.05 1.05 1.05 1.05 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.05 1.05 1.06 1.07 1.06 1.05 APPENDIX C: Miami -Dade Transit Data Route Maps/Schedule/Ridership Data PAJ9 auA ROUTE 9 Route 9 Trips before 6:00 a.m. DO NOT USE NE 10 Ave between Miami Gardens Dr and NE 167 St Use NE 6 Ave Miami Gardens Dr Q I� NE 167St co W I+ • — z 4 NORTH MAP NOTTO SCALE 06/09 Downtown Bus Terminal NE 167St a) North Miami co w z a> CO N w z NE 206 St Aventura t • NE 203St y_ rn ■ NE 202 St Miami Gardens Dr w z Aventura Mall se-i NE 124 St O+_4( NE 123 St J a) a) Q Miami Shore NE 17 St z v7 EJNW/NE1 St SW/SE1 St North Miami Beach Bus Terminal NE 167 St Home Depot Wal-Mart 163 St Mall NE 163 St Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 1 of 3 Miami -Dade County Miami -Dade Transit Routes Schedule Schedule Back to previous page (javascript: history.go(-1) ) Service: WEEKDAY Direction: NORTHBOUND Downtown NE 36 St NE 2 Ave NE 125 St 163 Street Aventura Bus & 2 Ave & 79 St & 6 Ave Mall Mall Terminal 04:58AM 05:11AM 05:21AM 05:32AM 05:48AM 06:16AM 05:35AM 05:48AM 05:58AM 06:12AM 06:32AM 07:04AM 05:48AM 06:02AM 06:14AM 06:28AM 06:48AM 07:20AM 06:10AM 06:24AM 06:36AM 06:50AM 07:14AM 07:46AM 06:30AM 06:44AM 06:56AM 07:13AM 07:37AM 08:09AM 06:42AM 06:56AM 07:09AM 07:26AM 07:50AM 06:54AM 07:10AM 07:23AM 07:40AM 08:04AM 08:36AM 07:08AM 07:24AM 07:37AM 07:54AM 08:18AM 07:20AM 07:36AM 07:49AM 08:06AM 08:30AM 09:03AM 07:32AM 07:48AM 08:01AM 08:18AM 08:42AM 07:44AM 08:OOAM 08:13AM 08:30AM 08:54AM 09:27AM 07:56AM 08:12AM 08:25AM 08:42AM 09:06AM 08:08AM 08:24AM 08:37AM 08:54AM 09:18AM 09:51 AM 08:20AM 08:36AM 08:49AM 09:06AM 09:30AM 10:03AM 08:32AM 08:48AM 09:01AM 09:17AM 09:41AM 08:44AM 09:01AM 09:14AM 09:30AM 09:54AM 10:27AM 08:56AM 09:13AM 09:26AM 09:42AM 10:06AM 09:08AM 09:25AM 09:38AM 09:54AM 10:18AM 10:51AM 09:37AM 09:54AM 10:07AM 10:23AM 10:47AM 11:20AM 10:07AM 10:24AM 10:37AM 10:53AM 11:17AM 11:50AM 10:37AM 10:54AM 11:07AM 11:23AM 11:47AM 12:20PM 11:07AM 11:24AM 11:37AM 11:53AM 12:17PM 12:50PM 11:37AM 11:54AM 12:07PM 12:23PM 12:47PM 01:20PM 12:07PM 12:24PM 12:37PM 12:53PM 01:17PM 01:50PM 12:37PM 12:54PM 01:08PM 01:28PM 01:52PM 02:25PM 01:07PM 01:24PM 01:38PM 01:58PM 02:22PM 02:55PM http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Northbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 2 of 3 01:15PM 01:32PM 01:46PM 02:06PM 02:30PM 01:37PM 01:54PM 02:08PM 02:28PM 02:52PM 03:25PM 01:50PM 02:07PM 02:21PM 02:41PM 03:06PM 02:07PM 02:24PM 02:38PM 02:58PM 03:23PM 03:56PM 02:20PM 02:37PM 02:51 PM 03:11PM 03:36PM 02:37PM 02:54PM 03:08PM 03:28PM 03:53PM 04:26PM 02:50PM 03:09PM 03:23PM 03:43PM 04:08PM 02:58PM 03:17PM 03:31PM 03:51 PM 04:16PM 04:49PM 03:12PM 03:31PM 03:45PM 04:05PM 04:30PM 05:03PM 03:24PM 03:43PM 03:57PM 04:17PM 04:42PM 03:36PM 03:55PM 04:09PM 04:29PM 04:54PM 05:27PM 03:48PM 04:07PM 04:21PM 04:41PM 05:07PM 04:OOPM 04:19PM 04:33PM 04:53PM 05:19PM 05:52PM 04:12PM 04:31PM 04:45PM 05:05PM 05:31PM 04:26PM 04:45PM 04:59PM 05:19PM 05:45PM 06:18PM 04:36PM 04:55PM 05:09PM 05:28PM 05:54PM 04:48PM 05:08PM 05:22PM 05:41PM 06:07PM 06:37PM 05:OOPM 05:20PM 05:34PM 05:53PM 06:19PM 05:12PM 05:32PM 05:46PM 06:05PM 06:27PM 06:57PM 05:24PM 05:44PM 05:58PM 06:17PM 06:39PM 05:36PM 05:56PM 06:10PM 06:25PM 06:47PM 07:17PM 05:48PM 06:08PM 06:21PM 06:36PM 06:58PM 06:OOPM 06:17PM 06:30PM 06:45PM 07:07PM 07:37PM 06:20PM 06:37PM 06:50PM 07:05PM 07:27PM 06:40PM 06:57PM 07:10PM 07:25PM 07:47PM 08:17PM 07:06PM 07:23PM 07:36PM 07:51 PM 08:13PM 07:36PM 07:53PM 08:06PM 08:21PM 08:43PM 09:13PM 08:06PM 08:23PM 08:36PM 08:51 PM 09:13PM 08:36PM 08:53PM 09:06PM 09:18PM 09:35PM 09:59PM 09:06PM 09:18PM 09:28PM 09:40PM 09:57PM 09:35PM 09:47PM 09:57PM 10:09PM 10:26PM 10:43PM 10:55PM 11:05PM 11:17PM 11:34PM 11:27PM 11:39PM 11:49PM 12:01AM 12:18AM Back to previous gape (iavascript: historv.ao(-1) ) http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Northbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 1 of 3 Miami -Dade County Miami -Dade Transit Routes Schedule Schedule Back to previous page oavascript: history.go(-1) ) Service: WEEKDAY Direction: SOUTHBOUND Aventura 163 Street NE 125 St NE 2 Ave NE 36 St Downtown Mall Mall & 6 Ave & 79 St & 2 Ave Bus Terminal 04:42AM 04:58AM 05:09AM 05:18AM 05:33AM 05:14AM 05:30AM 05:41AM 05:50AM 06:08AM 05:32AM 05:48AM 05:59AM 06:10AM 06:28AM 05:23AM 05:42AM 05:58AM 06:11 AM 06:22AM 06:40AM 05:50AM 06:10AM 06:23AM 06:34AM 06:52AM 05:39AM 05:58AM 06:18AM 06:31AM 06:42AM 07:06AM 06:10AM 06:30AM 06:43AM 06:54AM 07:18AM 06:20AM 06:40AM 06:53AM 07:06AM 07:30AM 06:04AM 06:29AM 06:49AM 07:05AM 07:18AM 07:42AM 06:39AM 07:01AM 07:17AM 07:30AM 07:54AM 06:26AM 06:51AM 07:13AM 07:29AM 07:42AM 08:06AM 07:03AM 07:25AM 07:41AM 07:54AM 08:18AM 06:46AM 07:15AM 07:37AM 07:53AM 08:06AM 08:30AM 07:27AM 07:49AM 08:05AM 08:18AM 08:42AM 07:39AM 08:01AM 08:17AM 08:30AM 08:54AM 07:22AM 07:51AM 08:13AM 08:29AM 08:42AM 09:06AM 07:53AM 08:22AM 08:44AM 09:OOAM 09:13AM 09:35AM 08:20AM 08:49AM 09:14AM 09:30AM 09:43AM 10:05AM 09:OOAM 09:25AM 09:41AM 09:54AM 10:16AM 08:50AM 09:19AM 09:44AM 10:OOAM 10:13AM 10:35AM 09:20AM 09:49AM 10:14AM 10:30AM 10:43AM 11:05AM 09:50AM 10:19AM 10:44AM 11:OOAM 11:13AM 11:35AM 10:20AM 10:49AM 11:14AM 11:30AM 11:43AM 12:05PM 10:50AM 11:19AM 11:44AM 12:OOPM 12:13PM 12:35PM 11:20AM 11:49AM 12:14PM 12:30PM 12:43PM 01:05PM 11:49AM 12:18PM 12:43PM 01:OOPM 01:13PM 01:35PM http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Southbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 2 of 3 12:18PM 12:47PM 01:13PM 01:30PM 01:43PM 02:05PM 12:45PM 01:17PM 01:43PM 02:OOPM 02:13PM 02:35PM 01:06PM 01:38PM 02:04PM 02:21PM 02:34PM 02:56PM 01:19PM 01:51 PM 02:17PM 02:34PM 02:47PM 03:10PM 02:03PM 02:29PM 02:46PM 02:59PM 03:22PM 01:43PM 02:15PM 02:41PM 02:58PM 03:11PM 03:34PM 02:27PM 02:53PM 03:10PM 03:23PM 03:46PM 02:39PM 03:05PM 03:22PM 03:35PM 03:58PM 02:19PM 02:51 PM 03:17PM 03:34PM 03:47PM 04:10PM 03:07PM 03:31PM 03:48PM 04:01 PM 04:24PM 02:44PM 03:17PM 03:41PM 03:58PM 04:11PM 04:34PM 03:29PM 03:53PM 04:10PM 04:23PM 04:46PM 03:08PM 03:41PM 04:05PM 04:22PM 04:35PM 04:58PM 03:53PM 04:17PM 04:34PM 04:47PM 05:10PM 03:32PM 04:05PM 04:29PM 04:46PM 04:59PM 05:22PM 03:44PM 04:17PM 04:41PM 04:58PM 05:11PM 05:34PM 04:29PM 04:53PM 05:10PM 05:23PM 05:46PM 04:08PM 04:41PM 05:05PM 05:22PM 05:35PM 05:58PM 04:28PM 05:01 PM 05:25PM 05:42PM 05:55PM 06:18PM 04:54PM 05:27PM 05:51 PM 06:08PM 06:19PM 06:38PM 05:23PM 05:55PM 06:19PM 06:34PM 06:45PM 07:04PM 06:01PM 06:29PM 06:49PM 07:04PM 07:15PM 07:34PM 06:31PM 06:59PM 07:19PM 07:34PM 07:45PM 08:04PM 07:01 PM 07:29PM 07:49PM 08:04PM 08:15PM 08:34PM 07:31PM 07:59PM 08:19PM 08:34PM 08:45PM 09:04PM 08:06PM 08:34PM 08:54PM 09:09PM 09:18PM 09:33PM 09:29PM 09:50PM 10:06PM 10:17PM 10:26PM 10:41PM 10:13PM 10:34PM 10:50PM 11:01 PM 11:10PM 11:25PM Back to previous page Qavascript: history.go(-1) ) Page Last Edited: Wed Feb 15, 2012 11:29:39 AM (hdp://www.centerdigitalgov.com/survey/88/2012 ) P,-T7,L1.31 F3FST f7F THE WEB http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Southbound... 4/9/2013 ROUTE 10 Route 10 Wynwood NORTH MIAMI BEACH a) > C w z NORTH MIAMI a) E NE 125 St Miami Shores El Portal a) N w z Little Haiti a) Miami NE 119 St NE 17 St Miami Gardens Dr a) 10 w z 167 Sti NE 163 St Adrienne Arsht Center Metromover Station/Bus Terminal 7(9 O' w NE 15 St 0 NORTH NE 14 St CO MAP NOT TO SCALE 12/2009 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 1 of 2 Miami -Dade County Miami -Dade Transit Routes Schedule Schedule Back to previous page oavascript: history.go(-1) ) Service: WEEKDAY Direction: NORTHBOUND A Arsht NE 36 St NE 2 Ave NE 125 St NE 135 St 163 Street NE 185 St Mover/Bus & 2 Ave & 79 St & 6 Ave & 12 Ave Mall & 18 Ave Terminal 05:43AM 05:51 AM 06:03AM 06:19AM 06:25AM 06:35AM 06:42AM 06:25AM 06:34AM 06:46AM 07:05AM 07:11 AM 07:23AM 07:31AM 06:56AM 07:06AM 07:19AM 07:38AM 07:44AM 07:56AM 08:04AM 07:28AM 07:38AM 07:51 AM 08:10AM 08:16AM 08:28AM 08:36AM 07:58AM 08:08AM 08:21AM 08:40AM 08:46AM 08:58AM 09:06AM 08:28AM 08:38AM 08:51 AM 09:11AM 09:17AM 09:28AM 09:36AM 08:58AM 09:09AM 09:22AM 09:42AM 09:48AM 09:59AM 10:07AM 09:28AM 09:39AM 09:52AM 10:12AM 10:18AM 10:29AM 10:37AM 09:58AM 10:09AM 10:22AM 10:42AM 10:48AM 10:59AM 11:07AM 10:28AM 10:39AM 10:52AM 11:12AM 11:18AM 11:29AM 11:37AM 10:58AM 11:09AM 11:22AM 11:42AM 11:48AM 11:59AM 12:07PM 11:28AM 11:39AM 11:52AM 12:12PM 12:18PM 12:29PM 12:37PM 11:58AM 12:09PM 12:22PM 12:42PM 12:48PM 12:59PM 01:07PM 12:28PM 12:39PM 12:52PM 01:12PM 01:18PM 01:29PM 01:37PM 12:58PM 01:09PM 01:22PM 01:42PM 01:48PM 01:59PM 02:07PM 01:28PM 01:39PM 01:52PM 02:12PM 02:18PM 02:29PM 02:37PM 01:58PM 02:09PM 02:22PM 02:42PM 02:48PM 02:59PM 03:07PM 02:28PM 02:39PM 02:52PM 03:14PM 03:21PM 03:33PM 03:41PM 02:59PM 03:11PM 03:25PM 03:47PM 03:54PM 04:06PM 04:14PM 03:29PM 03:41PM 03:55PM 04:17PM 04:24PM 04:36PM 04:44PM 03:59PM 04:11PM 04:25PM 04:47PM 04:54PM 05:06PM 05:14PM 04:29PM 04:41PM 04:55PM 05:17PM 05:24PM 05:36PM 05:44PM 05:OOPM 05:12PM 05:26PM 05:47PM 05:54PM 06:06PM 06:13PM 05:30PM 05:42PM 05:56PM 06:17PM 06:23PM 06:33PM 06:40PM 06:02PM 06:12PM 06:24PM 06:41PM 06:47PM 06:57PM 07:04PM 06:29PM 06:39PM 06:51 PM 07:08PM 07:14PM 07:24PM 07:31PM http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Northbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 2 of 2 06:59PM 07:09PM 07:21PM 07:38PM 07:44PM 07:54PM 08:01 PM 07:29PM 07:39PM 07:51 PM 08:08PM 08:14PM 08:24PM 08:31PM 07:59PM 08:09PM 08:21PM 08:38PM 08:44PM 08:54PM 09:01 PM 08:29PM 08:39PM 08:51 PM 09:08PM 09:12PM 09:21PM 09:27PM 09:01 PM 09:09PM 09:19PM 09:32PM 09:36PM 09:45PM 09:51 PM 09:26PM 09:34PM 09:44PM 09:57PM 10:01 PM 10:10PM 10:16PM 10:16PM 10:24PM 10:34PM 10:47PM 10:51 PM 11:OOPM 11:06PM 11:46PM 11:54PM 12:04AM 12:17AM 12:21AM 12:30AM 12:36AM Back to previous pace (iavascript: history.go(-1) ) Page Last Edited: Wed Feb 15, 2012 11:29:39 AM (http://www.centerdigitalgov.com/survey/88/2012 ) BEST OF THF. WEB http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Northbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 1 of 2 Miami -Dade County Miami -Dade Transit Routes Schedule Schedule Back to previous page oavascript: history.go(-1) ) Service: WEEKDAY Direction: SOUTHBOUND NE 185 St 163 Street NE 135 St NE 125 St NE 2 Ave NE 36 St A Arsht & 18 Ave Mall & 12 Ave & 6 Ave & 79 St & 2 Ave Mover/Bus Terminal 04:48AM 04:57AM 05:06AM 05:11AM 05:24AM 05:33AM 05:41AM 05:24AM 05:33AM 05:42AM 05:47AM 06:02AM 06:13AM 06:23AM 06:03AM 06:13AM 06:23AM 06:30AM 06:45AM 06:56AM 07:07AM 06:26AM 06:36AM 06:46AM 06:53AM 07:13AM 07:26AM 07:37AM 06:53AM 07:04AM 07:15AM 07:23AM 07:43AM 07:56AM 08:07AM 07:23AM 07:34AM 07:45AM 07:53AM 08:13AM 08:26AM 08:37AM 07:53AM 08:04AM 08:15AM 08:23AM 08:43AM 08:56AM 09:07AM 08:25AM 08:36AM 08:47AM 08:55AM 09:15AM 09:28AM 09:39AM 08:57AM 09:08AM 09:19AM 09:26AM 09:45AM 09:58AM 10:09AM 09:28AM 09:38AM 09:49AM 09:56AM 10:15AM 10:28AM 10:39AM 09:58AM 10:08AM 10:19AM 10:26AM 10:45AM 10:58AM 11:09AM 10:28AM 10:38AM 10:49AM 10:56AM 11:15AM 11:28AM 11:39AM 10:58AM 11:08AM 11:19AM 11:26AM 11:45AM 11:58AM 12:09PM 11:28AM 11:38AM 11:49AM 11:56AM 12:15PM 12:28PM 12:39PM 11:58AM 12:08PM 12:19PM 12:26PM 12:45PM 12:58PM 01:09PM 12:28PM 12:38PM 12:49PM 12:56PM 01:15PM 01:28PM 01:39PM 12:58PM 01:08PM 01:19PM 01:26PM 01:45PM 01:58PM 02:09PM 01:28PM 01:38PM 01:49PM 01:56PM 02:15PM 02:28PM 02:39PM 01:57PM 02:07PM 02:18PM 02:25PM 02:44PM 02:57PM 03:08PM 02:27PM 02:37PM 02:48PM 02:55PM 03:14PM 03:27PM 03:38PM 02:54PM 03:05PM 03:17PM 03:25PM 03:44PM 03:57PM 04:08PM 03:24PM 03:35PM 03:47PM 03:55PM 04:14PM 04:27PM 04:38PM 03:54PM 04:05PM 04:17PM 04:25PM 04:44PM 04:57PM 05:08PM 04:24PM 04:35PM 04:47PM 04:55PM 05:14PM 05:27PM 05:38PM 04:57PM 05:08PM 05:20PM 05:28PM 05:47PM 06:OOPM 06:09PM 05:32PM 05:43PM 05:55PM 06:03PM 06:19PM 06:30PM 06:39PM http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Southbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 2 of 2 06:06PM 06:16PM 06:26PM 06:33PM 06:49PM 07:OOPM 07:09PM 06:36PM 06:46PM 06:56PM 07:03PM 07:19PM 07:30PM 07:39PM 07:06PM 07:16PM 07:26PM 07:33PM 07:49PM 08:OOPM 08:09PM 07:36PM 07:46PM 07:56PM 08:03PM 08:19PM 08:30PM 08:39PM 08:09PM 08:19PM 08:29PM 08:36PM 08:52PM 09:03PM 09:11PM 09:09PM 09:18PM 09:27PM 09:32PM 09:45PM 09:54PM 10:02PM 10:33PM 10:42PM 10:51 PM 10:56PM 11:09PM 11:18PM 11:26PM Back to previous page (/avascript: history.go(-1) ) Page Last Edited: Wed Feb 15, 2012 11:29:39 AM (http://www.centerdigitalgov.com/survey/88/2012 ) witAkvill-r2DE AA BFST Of THE V: WEB http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Southbound... 4/9/2013 ROUTE 202 Route 202 Little Haiti Connection NW81St I U zl NE 79 St kt1 fll .� ��85St I • lift ill a) co1 1 < zl IL' 1 I z 1 1L. N.--- N W 83 St co WEEKDAY MIDDAY TO BISCAYNE PLAZA IVW rift►4t E1 I; Ls)1 I< 1.t 1 "' z1Iz 1 1 NW 83 St WEEKDAY MIDDAY TO NE 36 ST NW 79 St NW t S 83 m m � 83 St m Biscayne > — �; Shopping _ -NE81 - 1 Plaza > I m z1 j I;, a) Village z Carver a) N Z NW/NE 71 St NW/NE 62 St Edison Middle School NW/NE 54 St Douglas ■ Gardens Post Office .6 NE 39 St E Miami Design Center z NE 36 St 4J a) N W Z 1 • WEEKDAY MIDDAY ONLY Saba! Palm 0 NORTH MAP NOT TO SCALE 01.2011 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 1 of 2 Miami -Dade County Miami -Dade Transit Routes Schedule Schedule Back to previous page oavascript: history.go(-1) ) Service: WEEKDAY Direction: NORTHBOUND North NE 54 St NE 62 St NW 71 St NW 85 St NW 83 St NE 80 St Miami Ave & 2 Ave & 2 Ave & NW 2 Ave Rd & 5 & NW 5 Ave & 5 Ave & 38 St Ave 08:30AM 08:34AM 08:42AM 08:49AM 08:56AM 08:57AM 09:05AM 09:30AM 09:34AM 09:42AM 09:48AM 09:55AM 09:56AM 10:04AM 10:15AM 10:19AM 10:27AM 10:33AM 10:40AM 10:41 AM 10:49AM 11:OOAM 11:04AM 11:12AM 11:18AM 11:25AM 11:26AM 11:34AM 11:45AM 11:49AM 11:57AM 12:03PM 12:10PM 12:11PM 12:19PM 12:30PM 12:34PM 12:42PM 12:48PM 12:55PM 12:56PM 01:04PM 01:15PM 01:19PM 01:27PM 01:33PM 01:40PM 01:41 PM 01:49PM 02:OOPM 02:04PM 02:12PM 02:18PM 02:25PM 02:26PM 02:34PM 02:45PM 02:49PM 02:57PM 03:04PM 03:11PM 03:40PM 03:44PM 03:52PM 03:59PM 04:06PM 04:45PM 04:49PM 04:57PM 05:04PM 05:11PM 05:46PM 05:50PM 05:58PM 06:05PM 06:12PM Back to previous page (javascript: history.go(-1) ) Page Last Edited: Wed Feb 15, 2012 11:29:39 AM (http://www.centerdigitalgov.com/survey/88/2012 ) BEST OF THE. WEB http://www.miamidade.gov/transit/routes_schedule.asp?R1=WEEKDAY&R2=Northbound... 4/9/2013 Miami -Dade County - Miami -Dade Transit - Routes Schedule Page 1 of 2 Miami -Dade County Miami -Dade Transit Routes Schedule Schedule Back to previous page Qavascript: history.go(-1) ) Service: WEEKDAY Direction: SOUTHBOUND NE 80 St NW 83 St NW 85 St NW 71 St NE 62 St NE 54 St North & 5 Ave & NW 5 Ave Rd & 5 & NW 2 Ave & 2 Ave & 2 Ave Miami Ave Ave & 38 St 07:56AM 08:05AM 08:11AM 08:19AM 08:24AM 08:56AM 09:05AM 09:11AM 09:18AM 09:23AM 09:30AM 09:40AM 09:42AM 09:50AM 09:56AM 10:03AM 10:08AM 10:15AM 10:25AM 10:27AM 10:35AM 10:41 AM 10:48AM 10:53AM 11:OOAM 11:10AM 11:12AM 11:20AM 11:26AM 11:33AM 11:38AM 11:45AM 11:55AM 11:57AM 12:05PM 12:11PM 12:18PM 12:23PM 12:30PM 12:40PM 12:42PM 12:50PM 12:56PM 01:03PM 01:08PM 01:15PM 01:25PM 01:27PM 01:35PM 01:41 PM 01:48PM 01:53PM 02:OOPM 02:10PM 02:12PM 02:20PM 02:26PM 02:33PM 02:38PM 02:50PM 03:01 PM 03:03PM 03:12PM 03:19PM 03:26PM 03:31PM 04:06PM 04:15PM 04:22PM 04:29PM 04:34PM 05:11PM 05:20PM 05:27PM 05:34PM 05:39PM Back to previous page (iavascript: history.go(-1) ) Page Last Edited: Wed Feb 15, 2012 11:29:39 AM (http://www.centerdigitalgov.com/survey/88/2012 ) http://www.miamidade.gov/transit/routes schedule.asp?R1=WEEKDAY&R2=Southbound... 4/9/2013 Ridership Data N Miami Ave ROUTE AADRCTN DIRECTION TRIPTIMEIME PERIODYIE PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 202 0 SOUTHBOUND 1606 PM Peak PM Peak 1228 50 N MIAMI AV NE 38 ST .0 .0 .0 202 0 SOUTHBOUND 1606 PM Peak PM Peak 1228 50 N MIAMI AV NE 38 ST - EOL .0 .5 .7 202 0 SOUTHBOUND 1711 PM Peak PM Peak 1228 50 N MIAMI AV NE 38 ST - EOL .0 .5 .7 202 1 NORTHBOUND 1540 PM Peak PM Peak 1228 1 N MIAMI AV NE 38 ST 1.7 .0 1.9 202 1 NORTHBOUND 1645 PM Peak PM Peak 1228 1 N MIAMI AV NE 38 ST .8 .0 1.2 202 1 NORTHBOUND 1746 PM Peak PM Peak 1228 1 N MIAMI AV NE 38 ST .9 .0 1.3 NE 2nd Ave ROUTE AADRCTN DIRECTION TRIPTIME'IME PERIOD: ME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 202 0 SOUTHBOUND 1606 PM Peak PM Peak 6770 46 NE 2 AV NE 39 ST .0 .0 1.3 202 0 SOUTHBOUND 1711 PM Peak PM Peak 6770 46 NE 2 AV NE 39 ST .0 .0 1.4 202 1 NORTHBOUND 930 Midday Midday 6797 3 NE 2 AV NE 40 ST .0 .0 2.0 202 1 NORTHBOUND 1540 PM Peak PM Peak 6797 3 NE 2 AV NE 40 ST 2.0 .0 5.0 202 1 NORTHBOUND 1645 PM Peak PM Peak 6797 3 NE 2 AV NE 40 ST .0 .0 2.0 202 1 NORTHBOUND 1746 PM Peak PM Peak 6797 3 NE 2 AV NE 40 ST 1.0 .0 3.0 ROUTE AADRCTN DIRECTION TRIPTIME'IME PERIOD: ME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 9 1 NORTHBOUND 1548 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .1 .0 14.4 9 1 NORTHBOUND 1600 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .6 .0 17.9 9 1 NORTHBOUND 1612 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .2 .0 24.8 9 1 NORTHBOUND 1626 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .0 .1 14.0 9 1 NORTHBOUND 1636 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .2 .0 17.2 9 1 NORTHBOUND 1648 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .5 .1 24.5 9 1 NORTHBOUND 1700 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .4 .0 14.8 9 1 NORTHBOUND 1712 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .1 .0 17.1 9 1 NORTHBOUND 1724 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .2 .2 21.5 9 1 NORTHBOUND 1736 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .1 .3 13.8 9 1 NORTHBOUND 1748 PM Peak PM Peak 6797 24 NE 2 AV NE 40 ST .4 .1 21.0 ROUTE AADRCTN DIRECTION TRIPTIME'IME PERIOD:ME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 10 0 SOUTHBOUND 1524 PM Peak PM Peak 6770 86 NE 2 AV NE 39 ST .3 .2 8.1 10 0 SOUTHBOUND 1554 PM Peak PM Peak 6770 86 NE 2 AV NE 39 ST .4 .2 10.6 10 0 SOUTHBOUND 1624 PM Peak PM Peak 6770 86 NE 2 AV NE 39 ST .2 .1 7.3 10 0 SOUTHBOUND 1657 PM Peak PM Peak 6770 86 NE 2 AV NE 39 ST .3 .2 13.4 10 0 SOUTHBOUND 1732 PM Peak PM Peak 6770 86 NE 2 AV NE 39 ST .1 .0 7.6 10 0 SOUTHBOUND 1806 Evening Evening 6770 86 NE 2 AV NE 39 ST .6 .1 12.1 ROUTE AADRCTN DIRECTION TRIPTIME'IME PERIOD:ME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 10 1 NORTHBOUND 1529 PM Peak PM Peak 6797 14 NE 2 AV NE 40 ST 2.0 .1 15.3 10 1 NORTHBOUND 1559 PM Peak PM Peak 6797 14 NE 2 AV NE 40 ST .6 .0 12.0 10 1 NORTHBOUND 1629 PM Peak PM Peak 6797 14 NE 2 AV NE 40 ST .3 .1 19.8 10 1 NORTHBOUND 1700 PM Peak PM Peak 6797 14 NE 2 AV NE 40 ST .2 .0 16.8 10 1 NORTHBOUND 1730 PM Peak PM Peak 6797 14 NE 2 AV NE 40 ST .2 .1 17.0 10 1 NORTHBOUND 1802 Evening Evening 6797 14 NE 2 AV NE 40 ST .1 .3 8.9 NE 39th Street ROUTE AADRCTN DIRECTION TRIPTIME'IME PERIOD ME PERIOD AQSTOP ASTOP ANAMSTP AON AGEE ALOAD 202 1 NORTHBOUND 930 Midday Midday 7714 2 NE 39 ST NE MIAMI CT .0 .0 2.0 202 1 NORTHBOUND 1540 PM Peak PM Peak 7714 2 NE 39 ST NE MIAMI CT .0 .0 3.0 202 1 NORTHBOUND 1645 PM Peak PM Peak 7714 2 NE 39 ST NE MIAMI CT .5 .0 2.0 202 1 NORTHBOUND 1746 PM Peak PM Peak 7714 2 NE 39 ST NE MIAMI CT .0 .0 2.0 APPENDIX D: Existing Conditions Analysis Miami -Dade County Public Works Department Existing Timing Plan Print Date: 2/19/2013 TOD Schedule Report for 2059: N Miami Av&N 39 St Print Time: 7:44 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum 2059 N Miami Av&N 39 St DOW-3 N/A 0 0 N/A 0 Max 0 Splits PH1 PH2 PH3 PH4 PH5 PH6 PH7 PH8 SBT WBT - NBT - EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 T Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 40 - 25 - 40 0 - 25 - 40 4 0.1 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 23 - 7 44 - 23 - 30 4 0.5 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 40 - 25 - 40 0 - 25 - 40 4 0.1 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 23 - 7 44 - 23 - 30 4 0.5 Last In Service Date: unknown Permitted Phases 12345678 Default-2-4-6-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Current Cycle 1 2 - SBT Green Time 6 NBT 7 8 - EBT Ring Offset Offset 3 4 - WBT 5 - TOD Schedule Plan 1 80 0 56 0 15 0 56 0 15 0 42 3 60 0 32 0 19 0 32 0 19 0 50 5 70 0 42 0 19 0 42 0 19 0 2 6 150 0 127 0 15 0 127 0 15 0 72 7 105 0 65 0 31 0 65 0 31 0 10 8 90 0 57 0 24 0 57 0 24 0 62 9 60 0 40 0 11 0 40 0 11 0 8 10 115 0 82 0 24 0 82 0 24 0 45 11 105 0 51 0 45 0 51 0 45 0 11 12 70 0 51 0 10 0 51 0 10 0 56 13 55 0 28 0 18 0 28 0 18 0 13 14 100 0 68 0 23 0 68 0 23 0 68 15 105 0 70 0 26 0 70 0 26 0 49 16 90 0 57 0 24 0 57 0 24 0 45 17 90 0 57 0 24 0 57 0 24 0 62 18 80 0 60 0 11 0 60 0 11 0 67 19 90 0 57 0 24 0 57 0 24 0 84 20 100 0 80 0 11 0 80 0 11 0 75 21 110 0 67 0 34 0 67 0 34 0 66 22 90 0 57 0 24 0 57 0 24 0 65 23 80 0 60 0 11 0 60 0 11 0 72 24 90 0 57 0 24 0 57 0 24 0 0 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 18 Su S 0600 19 Su S 0600 3 M T W Th F 0900 5 M T W Th F 1000 20 Su S 1200 9 M T W Th F 1300 21 Su S 1700 12 M T W Th F 1800 22 Su S 2000 13 M T W Th F 2200 14 M T W Th F 2200 23 Su S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 ]� a 6❑ 5❑ P2 PSI C] PB o(oCO J-ACRON WArnc 6ICNAL 12' STO LEIS. 8 REWIND I 650-51-311 BM DISPLAY A SLNOER=I.5' 2.8' 42.4 R ]' OJ-IS (SERFS Ci A ?REWIRED ILLUNNATEO \ c.: I PEDESTRIAN SIGNAL 1-5:CION I -WAY CCON1-008N O 1311' iio I { 5 0c 5'C 0ERC10R5 E0R 100PS u6lcuExr N0. LOOPS IN MIAMI AV R 6WOEF 3.65 ]' 1KKI5" 64.r 03-15 (SENCS C) 2 REQUIRED VANOAN° SIGNAL OPERATION PUN 01 02 II; — ®+® ®+® SIGNALIZATION NOTES I. MAJOR STREET: NORTH MIAMI AVENUE. MINOR STREET NE 39T14 STREET. 2. CONTROLLER MICROPROCESSOR MODEL 170 T TYPE, ITEM NUMBER 672-1-1. WHEN NO CONFLICT EOSTS WITH THE ADA GUIDELINES, THE CABINET SHALL BE INSTALLED WITH TELCO DOOR FACING NE 39 STREET. 3. FLASHING OPERATION: NORTH MIAMI AVENUE (YELLOW). NE 39 STREET, (RED). 4. LEFT TURN LOOPS SHALL BE 5' X 30'. ALL OTHERS 6' X 30', MAXIMUM 5 FEET IN ADVANCE OF STOP BAR. LOOP MUST BE PLACED CENTERED ON APPLICABLE TRAVEL LINE. 5. BELLSOUTH SERVICE POINT PER MR. STEVE MASSIE PHONE (305) 513-3592. 6. FP&L SERVICE POINT PER MR. TOM H000DON PHONE (305) 442-5128. 7. FP&L AND BELLSOUTH SERVICE AT LOCATIONS AS SHOWN ON THE PLAN. 8. DEMAND WATTAGE FOR THIS INTERSECTION IS 1425 WATTS. 9. SIGNAL OPERATIONAL PLAN TO MATCH EXISTING CONDITIONS. � ,61ART 'I MODS (810-3N) 9' X 12' cosiaauxo (18 5TA 99463.70 30.15 LT 647-11-32 620-1 635- 665-N _ e 568-2-101 24 SOLID ONE / SEAN1054 CE POINT 6M-1-13 (20 Lr) (2 EA) STA. 9946957 4590 RT 647-11-32 620-I-I 635-1, 655-11 1 / 4 1 II II II II II g 11 if) (260 L MIAMI 51A. 156.2 Zan 100tr 617-II-46 620-1-I 6J5-1-II 665-11 C-4ii 1J (201E) (4 EA)1 STA. 1004108 23.30 it 620-1-1 685-120 655-114 SIG 1NAL 0WO P. INTERCONNECT) 23' 660-2-101 II EA) / AL A fifi0-1-SIA DU Ls) 50 EA) k i1`i p. 11 W tT) NE 39 STREET A ❑I�� et_ 5 _ l- ift / - %Title A o A --FL) I ENSRNC IN SEENKE 00101E PGN2 TA IW44083 12.92 RI 647-11-36 6J3-I-II �R/W060 TAT NORTH MIAMI AVENUE 41 NE 39 STREET I.0.M2059 SIGNALIZATTON NORTH MIAMI AVENUE AND NE 39 STREET _ oaD RO,.:TRORN«: a.RCN,s INTERSECTION ICI NO. (AS SHOWN) I RED. DATE Esc4IP78N DESIGN CHECK 04 11333.3.011 ,C-) DATE: MARCH DOOR DESIGN: RB BRAWN: CC CHECKED: MA REVISIONS: 1,1020.01 SEAL WRIZONIAL SCALE: VERNON SCALE: SMUT No. T-6 Print Date: 2/19/2013 TOD Schedule Report for 6337: I- 195 WB On&N Miami Av&NE 38 St Print Time: 1:29 PM TOD Asset Intersection Schedule Op Mode 6337 I- 195 WB On&N Miami Av&NE 38 St DOW-3 Splits PH 1 Ella PH 3 PH / PH S PH fi P11Z PH R NBL SBT WBT - NBT - 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 t Plan # N/A TOD Active Active Cvcle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max() Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0 - 0- 0 0-0 -0 5-5- 5 3 - 2 - 2 10 - 10 - 10 70 - 17 - 17 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 12- 12 - 12 1 -1 - 1 25 - 25 - 25 0 - 25 - 25 4 1 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 0 - 0- 0 0 - 0 - 0 10 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 25 - 18 - 18 4 1 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 0 - 0- 0 0 - 0 - 0 12- 12 - 12 1 -1 - 1 25 - 25 - 25 0 - 25 - 25 4 1 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 12-4-6-- External Permit 0 External Permit 1 External Permit 2 Current Cvcle 1 NBL 2 SBT Green Time 6 NBT 7 8 - - Ring Offset Offset 3 4 - WBT 5 - TOD Schedule Plan 1 80 12 45 0 10 0 60 0 0 0 33 3 120 27 70 0 10 0 100 0 0 0 96 5 140 25 92 0 10 0 120 0 0 0 64 6 130 25 82 0 10 0 110 0 0 0 68 7 105 12 57 0 23 0 72 0 0 0 17 8 100 17 47 0 23 0 67 0 0 0 52 9 120 27 70 0 10 0 100 0 0 0 65 10 115 37 52 0 13 0 92 0 0 0 48 11 105 12 57 0 23 0 72 0 0 0 3 12 140 50 67 0 10 0 120 0 0 0 129 13 110 20 67 0 10 0 90 0 0 0 6 14 100 22 52 0 13 0 77 0 0 0 60 15 105 15 62 0 15 0 80 0 0 0 54 16 90 12 42 0 23 0 57 0 0 0 36 17 90 12 42 0 23 0 57 0 0 0 52 18 80 22 32 0 13 0 57 0 0 0 53 19 90 20 47 0 10 0 70 0 0 0 83 20 100 12 52 0 23 0 67 0 0 0 58 21 110 12 62 0 23 0 77 0 0 0 65 22 90 22 42 0 13 0 67 0 0 0 56 23 80 13 35 0 19 0 51 0 0 0 58 24 180 20 132 0 15 0 155 0 0 0 0 28 160 50 74 0 23 0 127 0 0 0 88 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T WThF S Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 18 Su S 0600 19 Su S 0600 3 M T W Th F 0900 5 M T W Th F 1000 20 Su S 1200 9 M T W Th F 1300 21 Su S 1700 12 M T W Th F 1800 22 Su S 2000 13 M T W Th F 2200 14 M T W Th F 2200 23 Su S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL HEAD DETAIL )RTYJ\'- n'GJ Gi (650-51-511) 1AS 6R �RvYvGv�v� (650-51-511) 650-51-311) 1 AS R3-I 24"X24" 700-48-18 ) SIGNAL OPERATING PLAN �11 01 02 03 01 TF I TF 2 TF 2 ®•® ®• BR ®. 8R ID # 6336 (OFF RAMP) 1 EA 11 02 03 TF 1 TF 2 I TF 3 OI "6A 8A •6A 4® ID # 6337 ION RAMP) CONTROLLER OPERATION MAJOR STREET: NORTH MIAMI AVE. MINOR STREET: 1-195, ON AND OFF RAMPS SDP. AS SHOWN SIGNAL COORDINATION PHASE 2. FLASHING OPERATION TO BE YELLOW ON NORTH MIAMI AVE. RED ON 1-195, OFF AND ON RAMPS. R3-2 24"X24" 1 700-48-181 2 EA N MIAMI AV D-3 18" X 60" 700-48-18 2 EA N 38 ST D-3 18" X 48" 1700-48-18 NOTES: 2 EA SERIES "C" 8` CAP. LETTERS SERIES 'C' 8" CAP. LETTERS 10" NUMERALS 1. FINAL SIGNAL TIMING TO BE PROVIDED BY DADE COUNTY SIGNAL DIVISION. 2- LOOP ASSEMBLY 660-2-101 DEVIATES FROM F.D.O.T. STANDARDS AND SHALL BE 6.0' X 30.0' FOR THRU LANES AND 5.0' X 30.0' FOR LEFT TURNING LANES. 3. MAST ARM POLE LOCATION SHALL 8E VERIFIED BY THE CONTRACTOR TO PREVENT DAMAGE TO EXISTING UNDERGROUND UTILITIES, ANY COST FROM DAMAGED SHALL BE BORNE BY THE CONTRACTOR. 4. THE SPACE BETWEEN LETTERS COULD BE REDUCED IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALLL DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5. QUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 6. CONTRACTOR 1S RESPONSIBLE TO VERIFY EXACT LOCATION OF SERVICE POINTS. CONTROLLER TIMING PLAN TIMING INTERVAL TI M I N G FUNCT ION I 2 3 4 5 6 7 8 9 MINIMUM GREEN (INITIAL) EXTENSION (PASSAGE) MAXIMUM GREEN I MAXIMUM GREEN II YELLOW ALL RED PEDESTRIAN WALK PEDESTRIAN CLEAR DATE 1/6/03 moa 0ESCR/PT10N R/W Line Modification anti Arm 'R' Paln,.ntInn REV 1510 DESCRIPTION DETECTORS FOR LOOPS LOOP N0. OF LOOPS N0. OF DETS. L-I I I L-4 I I L-8 I I L-SR I I R/W LINE NW 38th. ST STA.14+69.03 RA (39.19 LT OF 01 ARM LENGTH = 22' ( 635-1-I1 ) l EA / EA (649-145-512) F.D.O.T. DISTRICT SIX ERKI SUAREZ, P.E. 1000 N.W. Ill AVENUE 5TA.14+51.19 (39.19' LT OF ', ARM LENGTH = 34' ( 635-1-I1. ) 1 EA (649-145-512) I EA (630-1-12 ) 419 LF (630-1-13 ) 453 LF CONTROLLER ITEMS (632-7-1 (635-I-1/ (660-1-109) (670-5-120) (685-120 (685-124 S74.12+4i.00 'ARM+.,LE$NGT( _ 44'` 635=01; ' d EA (649-14515)2 ) / EA l PI 5 EA 2 EA / AS / EA — / EA R/W LINE-. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION (MAD N0. 1 . CCJN7Y °III_____, 11 FINANCIAL PROJECT 10 �NI STA./5+21.60 133.62 RT OF 01 ARM LENGTH = 32' ( 635-/-// ) / EA 649-145-5/2 ! EA PROP. FP & L SERVICE P0/NT (635-1-II ) 4 EA (630-I-12) 60 LF (630-1-13 ) 266 IF (639-1-13 ) 2 EA 639 2-/ 8g. LE' gramma i NE 38th. ST. II JAI. IV If - PROP. BELLSOUTH SERVICE POINT (630-1-12 )- 101 LF (630-1-13 -) 167 LF (632-8-212) 101 LF CONTROLLER ITEMS (632-7-1 (635-1-11 (660-1-109) — (670-5-120) (685-120 (685-124 ) I PI 6 EA 2 EA I A5 1 EA l EA STA.13+/.53 (36.48' RT OF 0) ARM LENGTH = 32' ( 635-1-8 649-145-512 STA.12+84.34 (36.48' RT OF @1 ARM LENGTH = 28' ARM BEARING= 5 3" 55' Il"W 3 EA / EA ( 635-1-1/ ) I EA (649-145-512) / EA kl(AMI AVE1--195. INTERSECTION ID 6336'XOJF RAMP) ID # 6337 fgov RAMP) .4ll; NA r J7. 4 TTO 1.T Pl. A AT SHEET N0. Print Date: 2/19/2013 TOD Schedule Report for 6336: I- 195 EB Off&N Miami Av Print Time: 1:29 PM TOD Asset Intersection Schedule Op Mode 6336 I- 195 EB Off&N Miami Av DOW-3 Plan # Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBT - - NBT - EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 T -)10- N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7- 7 12-12 -12 12- 12- 12 1 -1 - 1 25- 25- 25 0 -27-27 4 0.4 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4- 0- 0- 0 0- 0- 0 0- 7- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7- 7 12-12 -12 12- 12- 12 1 -1 - 1 25- 25- 25 0 -27-27 4 0.4 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 60 - 40 - 40 4 1 Last In Service Date: unknown Permitted Phases 12345678 Default-2---6-8 External Permit 0 External Permit 1 External Permit 2 Current Cycle 1 2 - SBT Green Time 6 NBT 7 8 - EBT Ring Offset Offset 3 - 4 5 - - TOD Schedule Plan 1 80 0 55 0 0 0 55 0 16 0 37 2 105 0 60 0 0 0 60 0 36 0 45 3 120 0 70 0 0 0 70 0 41 0 84 4 100 0 55 0 0 0 55 0 36 0 87 5 140 0 86 0 0 0 86 0 45 0 46 6 130 0 85 0 0 0 85 0 36 0 100 7 105 0 60 0 0 0 60 0 36 0 14 8 90 0 45 0 0 0 45 0 36 0 56 9 120 0 76 0 0 0 76 0 35 0 67 10 115 0 70 0 0 0 70 0 36 0 98 11 105 0 60 0 0 0 60 0 36 0 91 12 140 0 100 0 0 0 100 0 31 0 137 13 110 0 70 0 0 0 70 0 31 0 102 14 100 0 75 0 0 0 75 0 16 0 63 15 105 0 60 0 0 0 60 0 36 0 45 16 90 0 45 0 0 0 45 0 36 0 31 17 90 0 45 0 0 0 45 0 36 0 56 18 80 0 55 0 0 0 55 0 16 0 64 19 90 0 65 0 0 0 65 0 16 0 77 20 100 0 60 0 0 0 60 0 31 0 55 21 110 0 65 0 0 0 65 0 36 0 52 22 90 0 65 0 0 0 65 0 16 0 53 23 80 0 76 0 0 0 76 0 0 0 61 24 180 0 176 0 0 0 176 0 0 0 0 28 125 0 121 0 0 0 121 0 0 0 72 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 18 Su S 0600 19 Su S 0600 3 M T W Th F 0900 5 M T W Th F 1000 20 Su S 1200 9 M T W Th F 1300 21 Su S 1700 12 M T W Th F 1800 22 Su S 2000 13 M T W Th F 2200 14 M T W Th F 2200 23 Su S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 3 No Calendar Defined/Enabled Page 3 of 3 ,ad3UO dd.Uri r N rn w 0) Al 0 0 C2. 51) m 0 0 z ' • o LL w m — m ad CO A• A -< �1 v, v v; v, X m CD 13) cn rn co w m O op O N a] co E- — - > R o Z m co SIGNAL HEAD DETAILS r2; 5; 3-SECT., I -WAY 4 EX/STING (TO REAIAINI IDTAD1:021g COM ki 3-SECT., I -WAY 1650- 5/-3111 1 as AMIN 5-SECT., I -WAY 3-SECT., I -WAY 1650- 5/ -5 ! /I I AS 1650- MI -.5 I d / AS PEDESTRIAN HEAD DETAILS rit2 FE PED. SIGNAL COUNT-OCNIN 1-SECT., I -WAY 2 AS I 653-191 I PEDESTRIAN DETECTOR SION 1,110-3E 1161016IE0 * 9"x15" I 700-48-18 2 EA INTERNAM If IUMINATFD IFD 5IGN7 SEE GUIDE SIGN WORKSHEET FOR ILLUMINATED SIGN DETAILS * COUNTY MODIFIED SIGN IS TO SERVE AS AN EDUCATIONAL SIGN FOR PEDESTRIANS. ,(r\ . 17-7'7:71 11 1Y, ri'Ar'ai. L.. • 3 •LJ EXISTING PANEL ITO BE &WO) SIGNAL OPFRATIND NAN (1PECIAL) 71 6 P2 V 2 FWASE 1 PHASE 2 INOVENENT DIAGRAM 7F 1 TF 2 0+0 (TOLE FUNCTION DIAGRAM) DETECTORS FOR LOOPS la A0 OF M6 OF ince OF NEW EXIST. LOOPS PETS- DEM L-3 i i L-3/L-8R 2 I E01S7IN2 PANEL ITO REGAIN! NOTES 1777,•-1 II( )Tk'jill EXISTING PANEL ITO REMAIN: A N MAMI AV 5. 0-1 699-1-I RIGHT TURN ON RED RIGHT LANE ONLY 0-3 .30".#30a I 700-48-18 I AS I. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY TRAFFIC SIGNALS 97 SIGNS DIVISION CONTROLLER OPERATIONS I. MAJOR STREET: NORTH IRANI AVE MINOR STREET: I-I95 OFF RAMP. 2. SOP: AS SHONN. 5. FLASHING OPERATIONS: - 2 AND 6 TO FIASH YELLOW - 3 AND BR TO FLASH RED EXISTING SIGNAL EQUIPMENT TO 8E REMOVED PAY ITEM UNIT QTY 690-10 EA 2 650-32-2 EA 1 690-90 51 I 020-103 P1 1 700-48-613 EA 1 1 AS 94 LF 232 LF LA R/W LINE 2 CONDUIT RUNS: 2- ROWER SERVICE, EXIST. ATO sERver- POINT" IM.H.:1 (TO REMAIN SEE SHEET T-6 FVR POWER SERVICE CONNECTION ' 630-1-13 EA 57 Lr SR 112/1-195 1 MINER SERVICE FOR 45„LEL,,,,t63.36CONTROLLER . , 1 EA "' ' • ' LA R/W LINE • ;.. I.. • • ;:1 ..,. 1,,:, i 1:- . P R OP. SERV15E DISCONNEcT CONC. POLE (TY pE P-11.? 1 ''..i , : EXIS ,T.EATHAFFIC CON T .....ROLLE • ,TIASs.SmonnimEelBlY ITO REMAIN) ..0, ,,.1_5 ..,....L ..: .= ,1120011., ..... 16 LE 630-1-13 I EA 3 h5 660 -2-10 1-195 OFF -RAMP .... ........ ' .... G35-1-11 90 IF (SIGNAL CABLE) CONTROLLER ITEMS 630-1-13 635-/-// 639-8-1 1 EA 635-1-ll 30 LF I AS 653-191 5 EA 12 LF EXIST. MAST ARM 670-5-920 / EA (TO REMAIN) HUTPRSFCT ION TF4I5 PI 632-7-/ . . • TOTAL 630-1-13 QUANTITY FOR THIS SHEET 16 665 LF • - • EXIST. -SERVCE • • • DISCONNECT CONC. • ""' POLE (TO' 8E 'REMOVED) N.E. 38th STREE; 1222 635-1 ...1 1 EA.,,,, i36 LF...... (TELEPHONE SERVICE) ...... ..... .......... .. f- .... ++ .. .... , , 234 LF •6LA:HAV LINE D„ rr 112/1-195 I -TELEPHONE SERVICE . , ................ .. 17. r61 • EXIST. HAS ARM (TO REMAIN) 30 LF 2 EA EA LA Mt LINE 15.74' ) POLE LOCATION= srA. 203417.20, 42.06' AT AO BEARING = 5 0° 37' E ARM LENGTH = 41' N. MIAMI AVE AND 1-195 INTERSECTION ID NO. 6336 (OFF RAMP) REVISIONS DATE DESCRIPTION DATE BY DESCRIPTION 895/ SUAREZ, P.E. P.E. CREASE MIXER 4962 HER &Wm.*. .• 15450 BARII fiNA SINE .70i 564 rpm, ma. FORM 3915 Car/FRAM 65 idn'ffaliar,V1 465 STATE OF FLORIDA DEPARTMENT OF TRANSPORTATIOW ROAD NO. COUN7Y FINANCIAL PROJECT ID 112 MIAMI-DADE 405578-1-52-02 S1GNALIZATION PLAN SHEET No. T-5 0:4e•R 4/22/200- 5+4.55 Pori Print Date: 9/1/2011 TOD Schedule Report for 2047: N Miami Av&N 36 St Print Time: 3:00 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum 2047 N Miami Av&N 36 St DOW-5 N/A 0 0 N/A 0 Max 0 Splits PH1 PH2 PH3 PH4 PH5 PH6 PH7 PH8 EBL WBT SBL NBT WBL EBT SBT 0 0 0 0 0 0 0 0 spy Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 20 - 20 - 20 3 0 2 WBT 0 -0-0 0-0-0 12 - 12 - 12 1 -1-1 31 - 31 - 31 0 - 70 - 70 4 0.2 3 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 20 - 20 - 20 3 0 4 NBT 0 - 0 - 0 0 - 0 - 0 12 - 12 - 12 2.5 -2.5 - 2.5 31 - 31 - 31 95 - 68 - 68 4 0.7 5 WBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 20 - 20 - 20 3 0 6 EBT 0 - 0- 0 0 - 0 - 0 12- 12 - 12 1 -1 - 1 31 - 31 - 31 0 - 70 - 70 4 0.2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 0 - 0 - 0 0 - 0 - 0 12 - 12 - 12 2.5 -2.5 - 2.5 31 - 31 - 31 95 - 68 - 68 4 0.7 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Current Cvcle 1 EBL 2 WBT 3 SBL Green Time 6 EBT 7 8 - SBT Ring Offset Offset 4 NBT 5 WBL TOD Schedule Plan 1 80 10 23 11 21 10 23 0 35 0 73 3 120 9 35 11 50 9 35 0 63 0 117 5 140 10 50 11 54 10 50 0 68 0 92 6 130 10 31 11 63 10 31 0 77 0 109 9 160 9 46 8 82 9 46 0 92 0 98 10 115 10 29 11 50 10 29 0 64 0 13 12 160 10 50 8 77 10 50 0 88 0 0 13 120 10 32 11 52 10 32 0 66 0 22 14 100 10 12 11 52 10 12 0 66 0 0 15 130 10 26 11 68 10 26 0 82 0 86 18 150 10 40 11 74 10 40 0 88 0 58 19 90 20 0 11 44 8 12 0 58 0 18 20 100 20 12 11 42 10 22 0 56 0 0 22 80 10 17 11 27 10 17 0 41 0 0 23 95 10 28 11 31 10 28 0 45 0 3 28 150 10 35 11 79 10 35 0 93 0 3 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 19 Su S 0600 3 M T W Th F 0900 5 M T W Th F 1200 9 M T W Th F 1200 20 Su S 1700 12 M T W Th F 2000 13 M T W Th F S 2000 22 Su S 2200 14 M T W Th F Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL HEAD DETAILS rilr`1,Trel I fl N) Y1111(G111 EXIST. 3-SECT., 1-WAY 5 (TO REMAIN) 3 (TO BE REMOVED) MUNN 5-SECT., 1-WAY 3 AS 6so-51-511 ) CONTROLLER OPERATION 1. MAJOR STREET: N 36 ST. MINOR STREET: N. MIAMI AVE. 2. SOP. AS SHOWN 3. PHASES 1, 2 & 4 ACTUATED PHASES 385 RECALL PHASE 1 4. FLASHING OPERATION: MOVEMENTS 2 AND 8 YELLOW MOVEMENTS 4 AND 8 RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION. rA YY � N MIAMI AV EXISTING SIGN (TO REMAIN) L__N36 if EXISTING SIGN (TO REMAIN) SIGNAL OPERATING PLAN PHASE 2A PHASE 2B 2. LOOP ASSEMBLY 660-2-101 DEVIATES FROM F.D.O.T. STANDARDS AND SHALL BE 5' x 30. FOR LEFT TURNING LANES. 3. QUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL SOX TO CONTROLLER. 4. CONTRACTOR 15 TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POINTS. 5. PAY ITEM 690-100 INCLUDES THE REMOVAL OF THE EXISTING PULL BOXES IN THE INTERSECTIONS. REVISIONS PHASE 3 PHASE 4 REMOVE EXIST. 3-SEC. SIGNAL HEAP REPLACE W / 5-SEC. SIGNAL HEAD (TYP.) RANLINE /3/ N 36TH ST ' — ' . L 0 C. 0,h: \ .. DETECTORS FOR LOOPS NO. NO. OF NO. OF LOOP OF NEW EXIST. LOOPS DETS. DETS. L - 1 1 L-3 7 L-5 1 7 DATE BY DESCRIPTION •ATE BY DESCRIPTION C610-2-101 ) 1 AS (...._6311-1) I EA CH PEREZ 8 ASSOCIATES CONSULTING ENGINEEgS, INC CERTIFICATE OF AUTHORIZATION NO. EB-25976 9594 NW 41 STREET, SUITE 201 MIAMI, FLORIDA 33178 (305)592-1070/ FAX (305)592-1078 CARLOS H. PEREZ, P.E. P.E. LICENSE NO. 52080 //LINE r0 REMOVAL ITEMS 3 EA 1 PI 1 PI 690-10 C 690-90 690-100 EXIST. BST—' SERVICE POINT STATE OP FLORIDA DEPARTMENT OF 7RA/VSPORT47701V ROAD NO. SR-25 COUNTY AllA4/1-DADE rsogulla CONDUITS 630-1-13 FINANCIAL PROJECT ID 250629-2-32-01 NW LINE 635-1-11 2 EA II 0 /0 30 Feet -b` LNXNO//:I EXIST. ELECTRICAL SERVICE POINT 111 tl / RNV LINE ,65-$HT0ei,10 nDIRA S® 230 LF 1_ EXIST. CONTROLLER _ (TO BE MODIFIED) CONTROLLER ITEMS 632-7-1 C 895-1-11 680-1.109 870-5-420 1 PI 1 EA 3 EA 1 AS 0 N 36 ST AND N MIAMI AVE INTERSECTION ID. No. 2047 SIGNALIZA 37:RN PLAN 8/21/2008 6:45:58 PAI U:b502-Pusl@ullon'02\25062923201V1g/misblw1570ICgn SHEET N0. T-3 Print Date: 9/28/2011 TOD Schedule Report for 2102: NE 2 Av&NE 39 St Print Time: 3:01 AM Asset 2102 Intersection NE 2 Av&NE 39 St TOD TOD Active Active Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum DOW-4 N/A 0 0 N/A 0 Max 0 Splits PH1 PH2 PH3 PH4 PH5 PH6 PH7 PH - SBT - WBT - NBT - EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 T Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0-0-0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 0 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 30 - 30 - 30 4 0.2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 0 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 30 - 30 - 30 4 0.2 Last In Service Date: unknown Permitted Phases 12345678 Default-2-4-6-8 External Permit 0 External Permit 1 External Permit 2 Current Cycle 1 - 2 SBT Green Time 3 4 5 - WBT - 6 NBT 7 - 8 EBT Ring Offset Offset TOD Schedule Plan 1 110 0 75 0 27 0 75 0 27 0 75 2 115 0 80 0 27 0 80 0 27 0 90 3 70 0 41 0 21 0 41 0 21 0 66 4 90 0 55 0 27 0 55 0 27 0 80 5 85 0 50 0 27 0 50 0 27 0 49 6 90 0 55 0 27 0 55 0 27 0 3 9 85 0 50 0 27 0 50 0 27 0 49 11 50 0 26 0 16 0 26 0 16 0 5 16 90 0 55 0 27 0 55 0 27 0 8 17 90 0 55 0 27 0 55 0 27 0 81 19 110 0 75 0 27 0 75 0 27 0 74 23 80 0 45 0 27 0 45 0 27 0 40 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settinas * Day of Week SuMTWThFS Local TOD Schedule Time Plan DOW 0000 11 Su M T W Th F S 0115 Free M T W Th F 0300 Free Su S 0500 Free M T W Th F 0600 11 Su S 0600 16 M T W Th F 0730 6 M T W Th F 1000 1 Su S 1200 17 M T W Th F 1400 4 M T W Th F 1800 3 M T W Th F 2100 11 F 2100 11 Su M T W Th S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settinas * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 3-5611CD TRAFFIC 9GUL 12- STO LENS. 6 NEDMLO }101 DIS8LAY NS11 iLNE 39 STJ 6,RM0 2.8' R=3' lx az5 INNan wss rK�-1 (R10-3,) 9' N It COST MOOED REOb 665-11 PE0ES161/91 9CNA1- CO NT-009M I -SECTION IA. 9 REMIND/ 651-I91A ICC CC _ 65 p 5 9TAOER 3T. w 015' SODIUM SIGNAL OPERATION PUB Dz lei ®+© ®+® ENE 2 Ay] 1' S 10"C CC 4' S" 11.9' 11 03-15 (SEINES C) 2 REOIAIO ODECTORS FOR LOCOS M0.1ENT N0. OERCTCHS SIGNALIZATION NOTES 1. MAJOR STREET: NE 2ND AVENUE. MWOR STREET: NE 39TH STREET. 2. CONTROLLER MICROPROCESSOR MODEL 170 T TYPE, ITEM NUMBER 672-1-1. WHEN NO CONFLICT EXISTS WITH THE ADA GUIDELINES, THE CABINET SHALL RE INSTALLED WITH TELCO DOOR FACING NE 39 STREET. 3. FLASHING OPERATION: NE 2ND AVENUE, (YELLOW). NE 39 STREET, (RED). 4. LEFT TURN LOOPS SHALL BE 5' X 30'. ALL OTHERS 6' X 30', MAXIMUM 5 FEET IN ADVANCE OF STOP BAR. LOOPS MUST BE PLACED CENTERED ON THE TRAVEL APPLICABLE LANE I5. BELLSOUTH SERVICE POINT PER MR. STEVE MASSIE PHONE (305) 513-3592. 6. FP&L SERVICE POINT PER MR. TOM HODGDON PHONE (305) 442-5128. 7. FP&L AND BELLSOUTH SERVICE AT LOCATIONS AS SHOWN ON THE PLAN. 8. DEMAND WATTAGE FOR THIS INTERSECTION IS 1425 WATTS. ` 9. SIGNAL OPERATIONAL PLAN TO MATCH EXISTING CONDITIONS. (2O LT) (2 EA) STA 112+0185 22.76 LT -IT-32 920-1-I 615-1-IT STA. 113129A9 II.29 LT 61T-II-32 I 620-1-I 6354.44 665-II (20 LT) (1 EA) STA 1130598 20.59 LT 61z-11-21 620-1-1 615-1-11 (20 IF) (2 D) =2U ENSTNO BLU01 IXow NE 2ND AVENUE (d NE 39 STREET XD.N2102 SIGNALIZATION NE 2ND AVENUE AND NE 39 STREET DESCRIPTION UITERS5COION ID NO. (AsSHOWN) uq N ORAWN: CC CHECKED: HA 04020.01 SEAL SORIZOT.L SCALE: VERTICAL SCALE: 22.2 N>. T-N Print Date: 2/19/2013 TOD Schedule Report for 2098: Federal Hwy&NE 36 St&NE 2 Av Print Time: 7:49 AM ASSe-t Intersection TOD Schedule Op Mode 2098 Federal Hwv&NE 36 St&NE 2 Av DOW-3 Plan # Splits PH 1 PH 7 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBL WBT SWT SET NBT EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cv(:le. Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0- 0- 0 0- 0- 0 8- 5- 5 2- 2 - 2 6- 6- 6 40 - 40 - 40 3 0 2 WBT 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 58 - 58 4 2.6 3 SWT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 38 - 38 - 38 4 0.5 4 SET 7 - 7- 7 11-11 -11 7 - 7 - 7 2.5-2.5-2.5 10- 10- 10 58 - 58-58 4 1.5 5 NBT 7 - 7 - 7 12- 12 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 58 - 58 - 58 4 0.6 6 EBT 7 - 7 - 7 13 - 13 - 13 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 58 - 58 4 2.6 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-- External Permit 0 -23456-- External Permit 1 -23456-- External Permit 2 -23456-- Current Cvcle 1 EBL 2 WBT 3 SWT Green Time 6 EBT 7 8 - - Ring Offset Offset 4 SET 5 NBT TOD Schedule Plan 1 115 12 21 15 18 25 36 0 0 0 76 2 130 11 39 20 15 21 53 0 0 0 67 3 190 7 80 16 17 45 90 0 0 0 142 4 190 18 58 24 25 40 79 0 0 0 36 5 160 15 52 18 24 27 70 0 0 0 34 6 190 10 66 30 31 28 79 0 0 0 25 7 120 11 29 20 15 21 43 0 0 0 70 9 160 13 30 26 26 40 46 0 0 0 80 11 140 9 35 20 21 30 47 0 0 0 71 16 180 10 50 35 21 39 63 0 0 0 130 17 160 15 52 18 24 27 70 0 0 0 32 18 110 14 24 11 18 19 41 0 0 0 109 19 140 16 43 16 17 24 62 0 0 0 125 21 140 16 43 16 17 24 62 0 0 0 127 22 120 11 29 20 15 21 43 0 0 0 113 23 97 14 13 10 18 18 30 0 0 0 21 24 180 16 67 27 16 29 86 0 0 0 130 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T WThF S Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 6 0000 18 Su 0115 23 M T W Th F 0500 2 M T W Th F 0700 9 M T W Th F 0700 19 Su 0930 11 M T W Th F 1100 7 M T W Th F 1400 5 M T W Th F 1600 21 Su 2000 11 M T W Th F 2200 2 M T W Th F 2200 22 Su Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL HEAD DETAIL `R¥YXY GYGJ (650-51-511) I AS In CRY `G�GJ (650-51-45) 3 A5 ClUIEIEB PED. SIGNAL' COUNT -DOWN l SECT., I -WAY 10A5+ 653-181 I (650-51-31/) 6 AS START CROSSING WATCH FOR TURNING CARS DON CSTART OONT BOSS CRSS MCA TOPUSH NuONST rt BR /R2 }< El (Y� �G< NE 36 ST (650-5/-31/) 2 ASu (650-51-31/ )' I AS RIO-38 (9' X 12) 9 EA. NOTE: COST OF SIGN IS INCLUDED IN ITEM 665-1I S/GNAL OPERATION PLAN 0/ 0 1t IV65I (650-51-511) 1 AS u 11 03 04 ¢5 TF I 7F 2 TF 3 TF 4 7F 5 O+® O+© Gl+ BA 0+® 0+0 8.R CONTROLLER OPERATION MAJOR STREET: MN 36 ST. M/N0R STREET: FEDERAL HWY/NE 2 AVE. SOP. AS SHOWN ABOVE PHASE I,3,4 & 5 ACTUATED PHASE 2 RECALL SIGNAL COORDINATION PHASE 2 FLASHING OPERATION: MOVEMENTS 2 &6 YELLOW MOVEMENTS 4, 8, 8A & 8R RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION. 2. LOOP ASSEMBLY 660-2-10/ DEVIATES FRAM. F.D.O. T. STANDARDS AND SHALL BE 6' X 30' FOR THRU LANES AND 5' X 30' FOR LEFT TURNING LANES. 3. MAST ARM POLE LGCA7/0N SHALL BE VERIFIED BY THE CONTRACTOR. TD PREVENT DAMAGE TO EXISTING UNDERGROUND UTILITIES. ANY COST FROM DAMAGED SHALL BE BORNE BY THE CONTRACTOR.. 4. THE SPACE GE7WEEN LETTERS COULD BE REDUCED IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALLL DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5. QUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 6. CONTRACTORS IS TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POINTS. 7. PAY ITEM 690-100 INCLUDES THE REMOVAL OF 7HE EXISTING PULL BOXES IN THE INTERSECTIONS. 8. PAY ITEM 653-181 SHALL RE A COU117008N PEDESTRIAN SIGNAL. TASSIMCO TECHNOLOGIES MODEL PSC 250 OVERLAY/FILLED 16' MODULE. '8' DIGITS WITH CLASS 3 MESSAGE SIZE U7X/7) OR MIAMI-DADE COUNTY TS&S DIVISION APPROVED EQUIVALENT. FROM NORMAL OPERATION (OWELU D-3 18' X 60' 700-48-18 I 2 EA W FEDERAL HWY 41- NE 2 AV D-3 24' X 60' 700-48-18 I I EA NE 2 AV t FEDERAL HWY+ D-3 24' X 60' 1 700-45-18 I l EA TO NORMAL OPERATION • ALL MOVEMENTS HAVE TO STOP EXCEPT MOVEMENT 8R IT0 NW 36 ST WESTBOUND AND MOVEMENT 4 IT0 FEDERAL HIGHWAY NORTHBOUND AND NW 36 5T EASTBOUND/ FINAL PRE-EMPTION OPERATION PLAN (POP) TO BE PROVIDED BY MIAMI-DARE COUNTY SIGNAL DIVISION R3-2 SERIES 'C' LETTERS 8' CAPITALS RAY LINE, 10" NUMERALS PROPOSED RAILROAD STRUCTURE BY OTHERS STA./45+09.34 (49.09' LT OF Cl ( 635-1-11 ) 2 EA ( 659-01 ) I EA ( 675-I-/I ) / EA SERIES 'C'• LETTERS 6" CAPITALS 8' NUMERALS ( 635-/-// ) / EA ( 659-7 ) l EA ( 665-d ) / EA SERIES 'C' LETTERS .� 6' CAPITALS 8' NUMERALS • 24' X 24' 700-48-18 NO TURN ON RED Rl0-IB 24' X 24' ) / EA ( 659-107 ) l EA ( 665-// ) / EA; 1 EA r-ii56-48-:kil/ EA DETECTORS FOR LOOPS LLTJP L-I N0. OF LOOPS N0. OF DETS. L-3A L-4 L-8 L-8A 2 L-8R REMOVAL ITEMS ( 690-10 ) 13 EA ( 690-20 ) 8 EA ( 690-3/ ) l EA 120 LF ( 690-50 ) l EA ( 690-80 ) / EA ( 690-90 ) / P/ ( 690-100 ) / PI ( 690-33-1) W ( 6E0-2-I013 9 N.E. 36th. ST. (S6-5) ( 635-I-5 ). 1 EA ( 659-101 ) 1 I EA ( 665-11 ) :1 EA (635i-11 ) (o59-1l7 ) RAY LINE CONAUITS( { 630-1-12 3[240 LE 630-13--)8/5 ( 530-1-14 )( 150 IF NOTE: (5) DUA{NT (TIES AND/OR PAY -ITEMS FO.' THESE HAS BEEN CHARGED EX l" TING. RAl 'DAD GATE (7Y1.) PROPO ED RAILROAD STRUCTURE BY OTHERS STA. /45+47.30 (33./37 RT OF CJ '( 635-1-11 ) I EA EA EA ( 635-I-d ) l EA ( 659-A77 ) I EA ( 665-11 ),, 1 EA STA./45:84.23 Cr 440.56' RT OF 6 ) ARM LENGTH = 32 LF BEARING 5 792177' E `635-I-11 ) I EA W/I1/NINAIRE (699-73/-007) l EA ( E65-IIj EA ELECTRICAL SERVICE POINT PAY ITEMS• ( 630-/-/3 ) 320 LF 535-1-I1 ) 3 EA ( 639-1-13 ) 1 AS ( 639-2-/ ) 653 LF CONTROLLER ITEMS USE EXT. CABINET MD-660A C 632-7-1 ) ( 635-1-/I ) ( 660-I-100 (670-5-130 ) ( 655-120 ) (665-124 ) / / P/ 5 EA 6 EA l AS l EA 1 EA PROPOSED RAILROAD STRUCTURE BY OTHERS STA.146+/6.34 L42.46' LT OF PL) EXISTING TELEPHONE SERV/CE'PDINT (MH) AY LINE II STA. /46+95. /5 (54.69' LT OF 61 i ARM LENGTH = 46 IF BEARING N 8655'5' W ( 635-I-1I ) 3 EA i (699-713-092) I EA (665-1/ ) I EA ( 659-107 ) 1 EA u R/W LINE, BRAY LINE ( 659-67 ) / EA (635-I-11 -) 2 5A - ( 66541 ) / EA. AY LINE SEE SHEET S-15 TELEPHONE SERVICE POINT PAY ITEMS ( 630-1-12 ) /00 LF (6.30-1-13 ) 245 LF 635-t-/ I EA N.E. 36 ST. & FEDERAL HWY./N.E. 2nd..AVEs ID NO. 2098 WHEN TRAN S APPOACHING REVISIONS DATE BY DESCRIPTION DATE NY I DESCRIPTION 07/05 ROP MOVE LOOPS L-8 /0 FEET FORWARD. DRAFTING REVISIONS IN DIRECTIONAL ARRUNS 12/05 RCP ADD 2 SUPPLEMENTAL SIGNALS. C//ANGE STD. PEDESTRIAN 5/GNAL FOR COUNTDC'87( FOOT DISTRICT SIX RAFAEL D. PADERNIP P!c. 1000 N.W. Illth AVENUE MIAMI, FLORIDA 33/72 +' P.E. N0. 41/38 STATE OF FLORIDA DEPARTOIENT OF TRANSPORTATION ROAD NO. SR-25 COUNTY MIAMI-DADE FINANCIAL PROJECT 1D 249528-1-52-01 SIGNALIZATION PLtAN R 2S / N.E. 36TH ST. SHEET' N0. T...7 Print Date: 9/28/2011 TOD Schedule Report for 3298: Federal Hwy&NE 38 St&NE 39 St Print Time: 3:03 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum 3298 Federal Hwy&NE 38 St&NE 39 St DOW-4 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBT - - - NBT WBT EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 0 - 50 - 50 4 0.8 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 50 - 50 - 50 0 - 50 - 50 4 0.8 7 WBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 35 - 30 - 30 4 0.6 8 EBT 7 - 7 - 7 8 - 8 - 8 10 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 30 - 30 - 30 4 0.6 Last In Service Date: unknown Permitted Phases 12345678 Default-2---678 External Permit 0 External Permit 1 External Permit 2 Current Cycle 1 - 2 SBT Green Time 3 4 5 - 6 NBT 7 WBT 8 EBT Rina Offset Offset TOD Schedule Plan 1 80 0 22 0 0 0 22 27 16 0 22 2 90 0 32 0 0 0 32 27 16 0 28 3 70 0 27 0 0 0 27 17 11 0 61 4 90 0 36 0 0 0 36 20 19 0 66 5 100 0 33 0 0 0 33 33 19 0 35 6 90 0 30 0 0 0 30 25 20 0 54 9 110 0 42 0 0 0 42 33 20 0 40 11 80 0 22 0 0 0 22 27 16 0 22 16 90 0 36 0 0 0 36 20 19 0 67 17 90 0 30 0 0 0 30 25 20 0 56 19 60 0 19 0 0 0 19 15 11 0 22 23 80 0 22 0 0 0 22 27 16 0 22 Current Time of Day Function Time Function Settinas * Day of Week 0000 TOD OUTPUTS SuM T W ThF S 0000 VEH RECALL 8 SuM T W ThF S Local TOD Schedule Time 0000 0115 0300 0500 0600 0600 0730 1000 1200 1400 1800 2100 2100 Plan 11 Flash 23 19 11 16 6 1 17 4 3 11 11 DOW SuMTWThF S MTWThF Su S MTWThF Su S MTWThF MTWThF Su S MTWThF MTWThF MTWThF F SuMTWTh S Local Time of Day Function Time Function Settinas * Day of Week 0000 TOD OUTPUTS SuM T W ThF S 0000 VEH RECALL 8 SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 4A BA SIGNAL HEAD DETAILS WITH DISC WITH DISC ITEM NO HANGER HANGER I REDID REDID TEM NO TEM NO �50-3-14<f (\so.3-14) 2,4,6,8 P4,P6y8 DW W P4,P6 PIA DW DW W W G 2 SECT, I -WAY 4 SECT, 2-WAY 2"STD LENS 2"STD LENS 3-SECT, I -WAY 4 REDID 2 REDID 2°LIGHTWEIGHT TEM N0 TEM N0 4-SECT, 1-WAY 4-SECT, FWAY WITH DISC 653-III 653112 2'8.GHTWEIGHT 2YIGHTWEIGHTHANGER 6 REDID SIGNAL HEADS 4,41,31,6A REQUIRE RACKPLATES WE2 R IT D'M co)659-1 REO'D'D ITEM NO 659-102 631-3-131 24 " SCIx 24° B/OUTW ITH B(WT WITH DISC HANGER DLSC HANGER ITEM NO ITEM NO (00-69--- T01:7139-2 1978 PEAK HOUR VOLUME ® VaairirAWAINI 94, 70-4w-k r AM NOTES 1 FOR PAVEMENT MARKINGS AND SIGNS. SEE PAVEMENT MARKING PLAN. 2 PRE-EMPTION CABLE TO BE INCLUDED AS PART OF THE CONTROLLER INSTALLATION ITEM. 3 EMERGENCY TELEPHONE AND SIGN ON THE EAST SIDE TO BE RELOCATED TO THE PROPOSED POLE ON THE SE CORNER BY OTHERS. 4 CONTRACTOR TO MAINTAIN INTERCONNECTED OPERATION WHILE TEMPORARY CONTROLLER 15 IN SERVICE AND WITH NEW CONTROLLER UNTIL INTERSECTION IS CONNECTED TO COMPUTER SYSTEM. - 5 SHIELDED LOOP WIRE 14 AWG TO BE INSTALLED TO CONTROLLER AS PART OF ITEM NO(660-13) 6 FOR UTILITIES. LOCATION,SEE UTILITY PLAN. T ITEMS FOR THIS INTERSECTIONS COULD RE DELETED IF RAILROAD AGREEMENT ISNOTOBTAINED. 678-112 BLDG R/R R/W LINE` R/R R/W LINE C63 MATCW R/W LINE 2 REDD 660-13 PRE-EMPTION CA6LE0 g ghlt FEDERAL HWY SEGNOTE `A1� SBTT ® SBTT SERVICE POINT R/W LINE—' SEE NOTE 3 641-15',-•40 SBTT C 633-1-I .' SEE NOTE 3 SBTT `630-112 SEE NOTE 3 S PARKING LOT RE0� Jj 41 630-122 ^/ LOOP. LEADS i 8 / / /. / Y/ 71/ / ///5i #/# sipr Iio ,: I1 2 NV 32162 SCALE 1,262,t_ BLDG 1rR/W LINE 1` RAY LINE Z 1 I I CO I I 1, Il\lfllI ] RA I R3-2'BPoU 32-1-17 ' L7 632-1-17 2 REO5 660-13 FP 8 L SERVICE POINT CROSSING N0 272-631 B R/W LINE 230' TRENCH 111 41211" •L SE NS.- LEAD SEE NOTE 5 659-IDS 0-152 1SERVICE BLDG 8]020-3527 173 SEE N0TE 5 EE NOTES 630-162 CATEGORY U FEDERAL HWY & N E 39 ST INTERSECTION IDENTIFICATION NUMBER 33298 Print Date: 2/19/2013 TOD Schedule Report for 2097: US 1 &NE 36 St Print Time: 7:48 AM TOD TOD Active Active ASSe-t Intersection Schedule Op Mode Plan # Cv(:le. Offset Setting PhaseBank Maximum 2097 US 1&NE 36 St DOW-3 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 7 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 NBL SBT EBT WBT SBL NBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 t Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 10 - 7- 7 40 - 35 - 35 3 0 2 SBT 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 1 - 1 - 1 35 - 35 - 35 0 - 37 - 37 4 0.8 3 EBT 4 - 4 - 4 16- 16 - 16 7 - 7 - 7 2 - 2 - 2 24 - 7 - 7 55 - 50 - 50 4 0.8 4 WBT 4 - 4 - 4 14- 14 - 14 7 - 7 - 7 2 - 2 - 2 24 - 20 - 20 75 - 67 - 67 4 1 5 SBL 0- 0- 0 0- 0- 0 5- 5- 5 3- 3 - 3 13 - 5- 5 60 - 35 - 35 3 0 6 NBT 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 1 - 1 - 1 35 - 35 - 35 0 - 37 - 37 4 0.8 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-- External Permit 0 -234-6-- External Permit 1 -234-6-- External Permit 2 -234-6-- Current Cvcle 1 NBL 2 SBT 3 EBT Green Time 6 NBT 7 8 - - Ring Offset Offset 4 WBT 5 SBL TOD Schedule Plan 1 115 22 35 20 20 22 35 0 0 0 36 2 130 22 50 20 20 22 50 0 0 0 31 3 190 34 62 31 45 34 62 0 0 0 27 4 190 30 67 30 45 30 67 0 0 0 124 5 160 20 50 52 20 20 50 0 0 0 132 6 190 25 67 30 50 50 42 0 0 0 100 7 120 10 42 30 20 10 42 0 0 0 35 9 160 34 53 30 25 40 47 0 0 0 47 11 140 15 51 30 26 25 41 0 0 0 38 16 180 35 77 25 25 55 57 0 0 0 36 17 160 25 64 33 20 25 64 0 0 0 132 18 110 15 25 22 30 23 17 0 0 0 36 19 140 12 45 25 40 12 45 0 0 0 36 21 140 12 45 25 40 12 45 0 0 0 36 22 120 7 40 25 30 7 40 0 0 0 35 23 110 7 36 31 18 7 36 0 0 0 35 24 180 20 77 30 35 35 62 0 0 0 36 25 180 20 77 30 35 35 62 0 0 0 87 Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS SuM T WThF S 0700 VEH MAX RECALL M TWThF 1000 VEH MAX RECALL M TWThF Local TOD Schedule Time 0000 0000 0115 0500 0700 0700 0930 1100 1400 1600 1600 2000 2200 2200 Plan 1 18 Free 2 9 19 11 7 5 17 21 11 2 22 DOW MTWThF Su MTWThF MTWThF MTWThF Su MTWThF MTWThF MTWThF MTWThF Su MTWThF MTWThF Su Local Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS SuM T W ThF S 0700 VEH MAX RECALL M T W ThF 1000 VEH MAX RECALL M T W ThF No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL HEAD DETAIL (650-51-31I) 1 AS 6 62 `RXYXYX--CXG1 (650-51-51) 2 As AR ®R BR 7RXYX GX+IG,) (650-5/-5l0 3 AS PED. SIGNAL COUNT -DOWN l SECT., 1-WAY B AS. 653-1BT 1 CONTROLLER OPERATION E 5B `R Y�G)G) (650-5/-4II) 2 AS CI `RYGJ (650-51-30) 2 A5 START CROSSING, WATCH FOR TURNING CMS DONT START ` Finish Cmuhg If SWAM I'I oOTITOROss TO CROSS BISCAYNE BLVD PUSHBUTTON R10-3B (9" X 12") • 4 EA. NOTE: COST OF SIGN l5 INCLUDED IN ITEM 665-11 MAJOR STREET: BISCAYNE BLVD. / U.S. l MINOR STREET: NE 36 ST. SOP. AS SHOWN SIGNAL COORDINATION PLAN PHASE 3 PHASE 1, 2, 4, 5 AND 6 ACTUATED PHASE 3 RECALL FLASHING OPERATION: MOVEMENTS 2 AND 6 YELLOW MOVEMENTS 4 AND 8 RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION. 2- LOOP ASSEMBLY 660-2-10/ DEVIATES FROM F-D.O.T. STANDARDS AND SHALL BE 6' X 30' FOR THRU LANES AND 5' X 30' FOR LEFT TURNING LANES. 3. MAST ARM POLE LOCATION SHALL BE VERIFIED BY THE CONTRACTOR TO PREVENT DAMAGE TO EXISTING UNDERGROUND UTILITIES, ANY COST. FROM DAMAGED SHALL BE BORNE BY THE CONTRACTOR. 4- THE SPACE BETWEEN LETTERS COULD BE REDUCED IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALLL DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5. QUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE.• 6. CONTRACTOR IS TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POINTS. 7. PAY ITEM 690-100 INCLUDES THE REMOVAL OF TILE EXISTING PULL BOXES IN THE INTERSECTIONS. 8. PAY ITEM 653-18/ SHALL BE A COUNTDOWN PEDESTRIAN SIGNAL. TASSIMCO TECHNOLOGIES MODEL PSC 250 OVERLAY/FILLED 16' MODULE. 8' DIGITS WITH CLASS 3 MESSAGE SIZE (/70/7") 0R MIAMI-DADE COUNTY TS&S DIVISION APPROVED EQUIVALENT. BISCAYNE BLVD US1 0-3 24' X 60' 700-48-18 I 2 EA NE 36 ST 0-3 18" X 60' 700-48-18 02 2 EA SERIES 'C' LETTERS 6' CAPITALS. IO" CAP. & NUMERALS. SERIES 'C' LETTERS 8' CAPITALS A' NUMERALS SIGNAL OPERATING PLAN NOTE: (4) QUANTITIES AND/OR PAY -ITEMS FOR THESE HAS BEEN CHANGED CONTROLLER ITEMS USE EXT. CABINET MD-660A ( 632-7-1 ) ( 635-1-11 ) ( 660-1-109 ) (670-5-130 ) ( 685-120 ( 685-124 ) STA.150+49.07 0 (41.25' RT OF PL ) ARM LENGTH = 48 LF BEARING S 85'26'10" E ( 635-1-II ) (649-715-003) ( 665-11 ) EXISTLNE: B.S.T. SERVICE POINT (BURIED. CABLE) (T0 REMAIN) RAW 630-1-12 ) 30 IF : B! BISCAYNE BLVD.. RAN LINE 2 EA / EA EA DC N STA. /5/+55.25 2 (41.37' RT OF 2 ) ARM LENGTH =. 36 LF BEARING N 2'32'34" W DETECTORS FOR LOOPS 'OOP r-/ 2-3 (-4 N0. OF LOOPS N0. GF DETS. ( 635-I-II ) (649-713-602) ( 665-11 ) 2 i-8 2 2 EA I EA 1 EA CONDUITS 1 PI 5 £A 6 EA / AS 1 EA I EA �1N0 630-1-12 ) 65 LF 630-1-13 553 L� oakei- r2/I /ate, p) 4t/&e NEW ELECT. SERVICE POINT. APPROXIMATED LOCATION 50' BACK OF RA' LINE AND 220' FROM PROPOSED CONTROLLER 630-1-13 ( 635-1-1/ 639-1-13 639-2-1 270 LF 3 EA 1 AS 55/ LF STA.150+61.41 Eq (46.63' LT OF'C1 ARM LENGTH = 46 IF BEARING S 2'9'40" W ( 635-1-11 (649-715-002) ( 665-N ) 2 EA l EA I EA -5, RAW L RAW LME STA. l5/+64.00 E (39.97' LT OF 2 1 ARM LENGTH = 46 IF BEARING N 85'25'35' W ( 635-1-I ) .2 EA 02 / EA 665-11 , 1 EA REMOVAL ITEMS ( 690-10 ) 10 EA 2 E.4 ( 690-33-1) 801E I EA' ( 690-80 ) Y £A ( 690-90 ) I PI ( 690-100) I PI ( 690-20 ) ( 690-50 ) N.E. 36th ST. & BISCAYNE BLVD. I.D. NO. 2097 REVISIONS DATE 07/05 BY DESCRIPTION RDP CHANGED NW 36 ST TO US-1 IN PEDESTRIAN SIGN DATE /2/05 BY RDP DESCRIPTION CHANGED SOP. CHANGED SIGNAL HEADS IN MAST ARM E4. CHANGED STD. PEDESTRIAN SIGNAL FOR COUNTDOWN. FOOT DISTRICT SIX RAFAEL D. PADERNI, F.,Ii. 1000 N.W. lllth AVENUE MIAMI, FLORIDA 3.3/72 P.E. N0. 41/38 STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION ROAD N0. COUNTY FINANCIAL PROJECT 10 S.R.-25 MMIAMI-DADE 249528-1-52-0/ SIGNALIZATION PLAN SJ?. 25 / N.E. 36 ST. SHEET N0. T-8 2/0 2005 2:13:511 4.V C:\e6,,/..ts.24952d/ 0RaIsraansa05.0n Print Date: 2/19/2013 TOD Schedule Report for 2099: US 1 &NE 38 St Print Time: 7:49 AM ASSP-t Intersection TOD Schedule Op Mode 2099 US 1&NE 38 St DOW-3 Plan # Splits PH 1 PH 7 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBT WBT SBL NBT - 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 t N/A TOD Active Active CV( IP. Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 0 - 0- 0 0 - 0 - 0 15- 15 - 15 1 -1 - 1 30 - 30 - 30 0 - 50 - 50 4 0.7 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 17 - 17 - 17 7 - 7 - 7 3.5 -2.5 - 2.5 23 - 23 - 23 60 - 50 - 50 4 0.6 5 SBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 60 - 41 - 41 3 0 6 NBT 0 - 0- 0 0 - 0 - 0 15- 15 - 15 1 -1 - 1 30 - 30 - 30 0 - 50 - 50 4 0.7 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default-2-456-- External Permit 0-2-4-6-- External Permit 1-2-4-6-- External Permit 2-2-4-6-- Current Cycle 1 2 - SBT Green Time 6 NBT 7 8 - - Ring Offset Offset 3 4 - WBT 5 SBL TOD Schedule Plan 1 115 0 72 0 33 22 47 0 0 0 65 2 130 0 80 0 40 27 50 0 0 0 36 3 190 0 139 0 41 37 99 0 0 0 58 4 190 0 144 0 36 37 104 0 0 0 161 5 160 0 115 0 35 27 85 0 0 0 145 6 190 0 135 0 45 45 87 0 0 0 156 7 120 0 85 0 25 21 61 0 0 0 50 9 160 0 109 0 41 37 69 0 0 0 64 11 140 0 100 0 30 22 75 0 0 0 51 16 180 0 128 0 42 40 85 0 0 0 76 17 160 0 120 0 30 22 95 0 0 0 146 18 110 0 77 0 23 13 61 0 0 0 55 19 140 0 95 0 35 22 70 0 0 0 53 21 140 0 85 0 45 17 65 0 0 0 65 22 120 0 70 0 40 23 44 0 0 0 50 24 180 0 128 0 42 40 85 0 0 0 76 25 180 0 128 0 42 40 85 0 0 0 125 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T WThF S Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 18 Su S 0115 Flash M T W Th F 0300 Flash Su S 0500 2 M T W Th F 0600 18 Su S 0700 19 Su S 0700 9 M T W Th F 0930 11 M T W Th F 1100 7 M T W Th F 1400 5 M T W Th F 1600 17 M T W Th F 1600 21 Su S 2000 11 M T W Th F 2200 2 M T W Th F 2200 22 Su Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuMTWThFS No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 S/GNAL HEAD DETAILS tRYYY"N/"\ /\J\J (2650-51-411 ) AS ✓ ✓ooNr ' QJ` , lI (2650-51-511 ) / As/ 1,RXYwGv (2650-51-511 ) o© W�� (2650-51-311-) SIGNAL OPERATING PLAN 11; ml 02 03 O® O+© O.O MYTROIIFR OPFRATYW MAJOR STREET: US-I/BISCAYNE BLVD. MINOR STREET: NE 38 ST. SOP. AS SHOWN. PEDESTRIAN SIGNALS P4 UPON ACTUATION ONLY. SIGNAL COORDINATION PHASE 2. FLASHING OPERATION: YELLOW MOVEMENT. 2 & 6; RED MOVEMENT. 4 & 4R IIOTESI 1. SIGNAL TIMING TO BE PROVIDED 8Y MIAMI-DADE COUNTY SIGNAL DIVISION. I AS ✓ 4 AS ✓..__.. 2653-171 ) 2 AS SPECIAL SIGN 300Nmn X 300mm 2 EA ✓ NOTE: COST OF SPECIAL SIGN 15 INCLUDED IN ITEM 2665-11 2. THE SPACE BETWEEN LETTERS COULD BE REDUCED IN ORDER TO COMPLY WITH LETTER SIZE AND CWERALL DIMENSION /N THE OVERHEAD STREET NAME SIGNS 3. WANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 4. SIGNAL CABLE CONDUIT AND LOOP WIRE CONDUIT SHALL USE ONE TRENCH TO CROSS PAVEMENT WHERE POSSIBLE. 5. LOOP ASSEMBLY 2660-2-101 DEVIATES FROM F.0.0. T. STANDARDS AND SHALL BE 1.8 X 9.0 FOR THRU LANES AND 1.5 X 9.0 FOR LEFT TURNING LANES. 6. ALL. PULL BOXES SHALL BE INSTALLED WITH A MIN/MUM l.5 X 1.5 X 1.2 CONCRETE PAD WHEN NOT LOCATED WITHIN THE SIDEWALK. COST OF CONCRETE PAD TO BE INCLUDED /N PULL BOX PAY ITEM. 7. ALIGN PEDESTRIAN HEADS.. WITH CROSSWALKS. BISCAYNE BLVD US 1 D-3 600mm X 1500mm 12700-48-18 I 1 EA ✓ tNE38 ST D-3 450mm X /500mm 12700-48-18 I L\ NO TURN ON RED SERIES 'C' 150 CAPITAL LETTERS SERIES 'C' 200 CAPITAL LETTERS AND NUMERALS SERIES 'C' 200 CAPITAL -- LETTERS & 250 NUMERALS 2 EA ✓ RA -/la 600mm X 750mm 27CO-48-18 / EA / I 1 DETECTORS FOR LOOPS LOOP NO.OF LOOPS NO. OF LETS. L-4 3 2 L-5 STA.31+78.54 (I5.92 LT OF FL 1 ARM LENGTH = 13.00 ARM BEARING= S_ 84'_.45'..47"_E (2635Ill ) 3 0644 (2649-713-002) TELEPHONE SERVICE POINT BURIED AT BASE OF POLE EA ✓ 44 R/W UNE-.+ 55.0 CONTROLLER ITEMS ( 2632-7-1 ) 1 PI V ( 2635 I I/ ) 5 EA N-* ( 2660-1-109) 3 EA ✓ EXIST. CONTROLLER (TO RE' 1AINI m II I'. 0 m H o_ 3 �11 e�...''h'. --375 SS----- US-I / BISCAYNE BLVD. REMOVAL ITEMS 9 EA / ( 2690-20- 2 MI / (2690-33-/) 24 EA ✓ I EA ✓ ( 2690-90 ) I PI ✓ l P/r✓ ( 2690-10 ) ( 2690-80 ) ( 2690-100) • TO BE USED FOR THE REMOVAL OF EX/STING PULL BOXES 1 SC7-G�'•clra- _ - R/W R/W ,l to 0 2iTp Meters STA.3/+91.35 06.32 LT OF FL 7 ARM LENGTH = 6.80 ARM BEARING= S02' 33 09' E ( 2635 1 EA * 1, / l rA�� •(2659-107 I EA ✓ 1 EA,'" I EA ✓ (2649-731-007) 2665-11 R/W UNE.a era a-400 HZ Iti„ -300 SS'- Alt MU 1I a ■ '.III ( 200 112 ) 69 MI X:$- ( d630 1 13 ) N 4 IN 1-* F- II C II n ELECTRICAL SERVICE ITEMS 4N�J (.2630 1 /2 ) 95 MI it roB-MN** .( 2635 1 II ) 5 CA$40. 2 AS ✓ 2639-1-13 ) - 375 SS 0( I I I 59 843.0 NH LIRE� -III STA.32+03.50 (15.69 RT OF ARM LENGTH = (5.00 ARM BEARING= N 84' 30'OrW (2649-715-003) .- (2665-11 ) 4 *4 EA ✓ 1 EA ✓ NEW ELECTRICAL SERVICE PONT AT EXIST. LOCATION /N ALLEY ( 2039 US-/ & NE 38 ST. INTERSECTION ID NO.2099 �I H;I I II ccck SHEET l5 THE ELECTRONIC Ft DATE Br DESCRIPTION REVISIONS DATE Br DESCRIPTION F.D.O.T DISTRICT SIX VINOD TULI, P. E. 1000 N.W. /1/TH. AVE. MIAMI, FL. 33/72 P.E. NO.: 44916 STATE OF FLORIDA DEPARTM6NT OF 7EAN.SPORTATYON ROAD N0. COUNTY FINANCIAL PROJECT /D SR-5 M/AMI-DADE 250224-1-52-01 SIGNALIZATION PLAN 12/27/2004 1.54:33 PM C:007,(28 2S12241.ardsvlmva01.a0n SHEET N0. T-4 Existing Conditions Analysis Worksheets HCM Unsignalized Intersection Capacity Analysis Existing Conditions 101: N Miami Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 41, 41, Volume (veh/h) 7 2 10 15 1 8 8 940 10 3 432 7 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 8 2 11 16 1 9 9 1022 11 3 470 8 Pedestrians 3 4 9 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 1 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 766 pX, platoon unblocked 0.92 0.92 0.92 0.92 0.92 0.92 vC, conflicting volume 1022 1537 251 1311 1535 522 480 1037 vC1, stage 1 conf vol 483 483 1049 1049 vC2, stage 2 conf vol 540 1054 262 487 vCu, unblocked vol 848 1408 251 1162 1406 304 480 864 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 99 99 94 100 99 99 100 cM capacity (veh/h) 436 292 742 267 294 633 1076 710 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 21 26 520 522 238 242 Volume Left 8 16 9 0 3 0 Volume Right 11 9 0 11 0 8 cSH 522 332 1076 1700 710 1700 Volume to Capacity 0.04 0.08 0.01 0.31 0.00 0.14 Queue Length 95th (ft) 3 6 1 0 0 0 Control Delay (s) 12.2 16.8 0.2 0.0 0.2 0.0 Lane LOS B C A A Approach Delay (s) 12.2 16.8 0.1 0.1 Approach LOS B C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 102: N Miami Ave & NE 41 st St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 il, 11 14, Volume (veh/h) 28 5 15 43 6 30 3 910 21 6 436 15 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 31 5 16 47 7 33 3 1000 23 7 479 16 Pedestrians 4 10 3 7 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 0 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.89 vC, conflicting volume 1054 1544 255 1303 1541 529 500 1033 vC1, stage 1 conf vol 505 505 1028 1028 vC2, stage 2 conf vol 550 1040 275 513 vCu, unblocked vol 812 1363 255 1092 1359 221 500 788 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 93 98 98 84 98 95 100 99 cM capacity (veh/h) 428 302 740 291 308 687 1057 729 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 53 87 3 667 356 7 319 176 Volume Left 31 47 3 0 0 7 0 0 Volume Right 16 33 0 0 23 0 0 16 cSH 470 375 1057 1700 1700 729 1700 1700 Volume to Capacity 0.11 0.23 0.00 0.39 0.21 0.01 0.19 0.10 Queue Length 95th (ft) 9 22 0 0 0 1 0 0 Control Delay (s) 13.6 17.5 8.4 0.0 0.0 10.0 0.0 0.0 Lane LOS B C A A Approach Delay (s) 13.6 17.5 0.0 0.1 Approach LOS B C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 103: N Miami Ave & NE 40th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 il, 11 14, Volume (veh/h) 4 6 26 41 6 28 12 886 43 26 457 11 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 4 6 28 44 6 30 13 953 46 28 491 12 Pedestrians 5 17 13 6 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 265 pX, platoon unblocked 0.87 0.87 0.87 0.87 0.87 0.87 vC, conflicting volume 1100 1600 270 1364 1583 522 508 1016 vC1, stage 1 conf vol 558 558 1019 1019 vC2, stage 2 conf vol 541 1042 346 564 vCu, unblocked vol 820 1394 270 1123 1374 157 508 724 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 98 96 85 98 96 99 96 cM capacity (veh/h) 403 282 717 292 301 735 1049 752 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 39 81 13 635 364 28 328 176 Volume Left 4 44 13 0 0 28 0 0 Volume Right 28 30 0 0 46 0 0 12 cSH 534 378 1049 1700 1700 752 1700 1700 Volume to Capacity 0.07 0.21 0.01 0.37 0.21 0.04 0.19 0.10 Queue Length 95th (ft) 6 20 1 0 0 3 0 0 Control Delay (s) 12.3 17.1 8.5 0.0 0.0 10.0 0.0 0.0 Lane LOS B C A A Approach Delay (s) 12.3 17.1 0.1 0.5 Approach LOS B C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 104: N Miami Ave & NE 39th St PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 1 "ri ' 19 144 Volume (vph) 13 24 99 36 10 897 14 515 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.5 26.5 26.5 26.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 15.0 15.0 15.0 55.0 55.0 55.0 55.0 Total Split (%) 21.4% 21.4% 21.4% 21.4% 78.6% 78.6% 78.6% 78.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 70 Actuated Cycle Length: 70 Offset: 1 (1%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 104: N Miami Ave & NE 39th St 1 m2 (R) -m4 55s 15s 1 1 7I 06 (R) 08 55s 15s 1 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 104: N Miami Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' "ri 4, 19 il, 11 1 Volume (vph) 13 24 60 99 36 41 10 897 48 14 515 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.98 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.99 0.99 1.00 0.99 1.00 Frt 1.00 0.89 0.97 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1753 1635 1734 1756 3504 1760 3531 Flt Permitted 0.63 1.00 0.78 0.44 1.00 0.25 1.00 Satd. Flow (perm) 1169 1635 1386 819 3504 470 3531 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) 14 25 63 104 38 43 11 944 51 15 542 7 RTOR Reduction (vph) 0 50 0 0 14 0 0 7 0 0 2 0 Lane Group Flow (vph) 14 38 0 0 171 0 11 988 0 15 547 0 Confl. Peds. (#/hr) 15 12 12 15 8 12 12 8 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 14.9 14.9 14.9 46.5 46.5 46.5 46.5 Effective Green, g (s) 14.9 14.9 14.9 46.5 46.5 46.5 46.5 Actuated g/C Ratio 0.21 0.21 0.21 0.66 0.66 0.66 0.66 Clearance Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 248 348 295 544 2327 312 2345 v/s Ratio Prot 0.02 c0.28 0.16 v/s Ratio Perm 0.01 c0.12 0.01 0.03 v/c Ratio 0.06 0.11 0.58 0.02 0.42 0.05 0.23 Uniform Delay, d1 21.9 22.2 24.7 4.0 5.5 4.1 4.7 Progression Factor 1.00 1.00 1.00 1.30 1.18 1.00 1.00 Incremental Delay, d2 0.1 0.1 2.3 0.1 0.5 0.3 0.2 Delay (s) 22.0 22.3 27.0 5.3 7.0 4.4 4.9 Level of Service C C C A A A A Approach Delay (s) 22.3 27.0 7.0 4.9 Approach LOS C C A A Intersection Summary HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.6 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 105: N Miami Ave & NE 38th St PM Peak Hour at I. Lane Group WBT NBL NBT SBT Lane Configurations 19 4 Volume (vph) 77 522 1107 330 Turn Type NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phase 8 5 2 6 Switch Phase Minimum Initial (s) 7.0 5.0 12.0 12.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 15.0 53.0 125.0 72.0 Total Split (%) 10.7% 37.9% 89.3% 51.4% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 121 (86%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 105: N Miami Ave & NE 38th St m2 (R) V 125s l 05 06 [R ] 08 53s 72s 115s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 105: N Miami Ave & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 19 i Volume (vph) 0 0 0 11 77 10 522 1107 30 0 330 356 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 3.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.99 1.00 1.00 0.92 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1822 1769 3522 3242 Flt Permitted 0.99 0.35 1.00 1.00 Satd. Flow (perm) 1822 643 3522 3242 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 11 79 10 538 1141 31 0 340 367 RTOR Reduction (vph) 0 0 0 0 3 0 0 2 0 0 85 0 Lane Group Flow (vph) 0 0 0 0 97 0 538 1170 0 0 622 0 Confl. Peds. (#/hr) 5 2 15 15 2 Turn Type Perm NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 12.8 117.2 117.2 95.2 Effective Green, g (s) 12.8 117.2 117.2 95.2 Actuated g/C Ratio 0.09 0.84 0.84 0.68 Clearance Time (s) 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 3.0 1.0 1.0 Lane Grp Cap (vph) 166 691 2948 2204 v/s Ratio Prot c0.11 0.33 0.19 v/s Ratio Perm 0.05 c0.55 v/c Ratio 0.59 0.78 0.40 0.28 Uniform Delay, d1 61.1 4.0 2.8 8.9 Progression Factor 1.00 3.53 0.72 0.87 Incremental Delay, d2 4.3 4.7 0.3 0.3 Delay (s) 65.4 18.9 2.3 8.0 Level of Service E B A A Approach Delay (s) 0.0 65.4 7.5 8.0 Approach LOS A E A A Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 106: N Miami Ave & NE 36th St PM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' 144 19 + r" 'Pi ++ r iii t Volume (vph) 165 425 134 289 155 64 983 137 173 554 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 7 4 3 8 8 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 12.0 5.0 12.0 12.0 12.0 12.0 12.0 5.0 12.0 Minimum Split (s) 8.0 20.5 8.0 20.5 20.5 20.7 20.7 20.7 8.0 20.7 Total Split (s) 13.1 54.2 13.1 54.2 54.2 81.7 81.7 81.7 11.0 92.7 Total Split (%) 8.2% 33.9% 8.2% 33.9% 33.9% 51.1% 51.1% 51.1% 6.9% 57.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.2 0.0 0.2 0.2 0.7 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min Min Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 106: N Miami Ave & NE 36th St 01 t o2 03 V 04(R) 11 s 81.7s 113.1 s 54.2s lir m6 1- 07 I 08(R) 92.7s 113.1 s 54.2s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 106: N Miami Ave & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' +"ri 111 + r" 19 ++ r 11 Volume (vph) 165 425 71 134 289 155 64 983 137 173 554 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1766 3445 1764 1863 1545 1765 3539 1549 1770 3409 Flt Permitted 0.41 1.00 0.37 1.00 1.00 0.38 1.00 1.00 0.09 1.00 Satd. Flow (perm) 758 3445 694 1863 1545 700 3539 1549 167 3409 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 170 438 73 138 298 160 66 1013 141 178 571 152 RTOR Reduction (vph) 0 7 0 0 0 101 0 0 63 0 17 0 Lane Group Flow (vph) 170 504 0 138 298 59 66 1013 78 178 706 0 Confl. Peds. (#/hr) 15 32 32 15 5 12 12 5 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 74.3 60.5 70.5 58.6 58.6 57.6 57.6 57.6 75.7 75.7 Effective Green, g (s) 74.3 60.5 70.5 58.6 58.6 57.6 57.6 57.6 75.7 75.7 Actuated g/C Ratio 0.46 0.38 0.44 0.37 0.37 0.36 0.36 0.36 0.47 0.47 Clearance Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.0 1.0 2.0 1.0 1.0 2.5 2.5 2.5 2.0 2.5 Lane Grp Cap (vph) 438 1302 385 682 565 252 1274 557 230 1612 v/s Ratio Prot c0.03 0.15 0.03 c0.16 0.29 c0.07 0.21 v/s Ratio Perm 0.15 0.13 0.04 0.09 0.05 c0.29 v/c Ratio 0.39 0.39 0.36 0.44 0.10 0.26 0.80 0.14 0.77 0.44 Uniform Delay, d1 26.6 36.2 27.6 38.3 33.4 36.2 45.9 34.5 35.0 28.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.9 0.2 2.0 0.4 0.4 3.4 0.1 13.7 0.1 Delay (s) 26.8 37.1 27.8 40.3 33.8 36.6 49.3 34.6 48.6 28.1 Level of Service C D C D C D D CD C Approach Delay (s) 34.5 35.7 46.9 32.2 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 38.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 14.9 Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 107: NE 1st Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 1 11 1 5 19 6 5 41 5 1 18 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 1 15 1 7 26 8 7 56 7 1 25 5 Pedestrians 10 4 2 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 1 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 137 121 39 118 120 66 40 67 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 137 121 39 118 120 66 40 67 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free °A) 100 98 100 99 97 99 100 100 cM capacity (veh/h) 787 756 1022 828 757 993 1556 1529 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 18 41 70 32 Volume Left 1 7 7 1 Volume Right 1 8 7 5 cSH 774 807 1556 1529 Volume to Capacity 0.02 0.05 0.00 0.00 Queue Length 95th (ft) 2 4 0 0 Control Delay (s) 9.8 9.7 0.7 0.3 Lane LOS A A A A Approach Delay (s) 9.8 9.7 0.7 0.3 Approach LOS A A Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 16.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 108: NE 1st Ave & NE 41 st St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 21 16 22 43 5 14 36 23 2 17 6 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 9 24 19 26 50 6 16 42 27 2 20 7 Pedestrians 6 4 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 57 47 177 164 44 211 171 54 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 57 47 177 164 44 211 171 54 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 98 94 97 100 97 99 cM capacity (veh/h) 1546 1555 745 709 1018 676 703 1012 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 52 81 85 29 Volume Left 9 26 16 2 Volume Right 19 6 27 7 cSH 1546 1555 792 756 Volume to Capacity 0.01 0.02 0.11 0.04 Queue Length 95th (ft) 0 1 9 3 Control Delay (s) 1.3 2.4 10.1 10.0 Lane LOS A A B A Approach Delay (s) 1.3 2.4 10.1 10.0 Approach LOS B A Intersection Summary Average Delay 5.7 Intersection Capacity Utilization 22.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 109: NE 1st Ave & NE 40th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 56 16 22 53 20 30 47 21 22 28 18 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 21 77 22 30 73 27 41 64 29 30 38 25 Pedestrians 20 13 23 35 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 2 1 2 3 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 135 122 362 347 124 384 344 141 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 135 122 362 347 124 384 344 141 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 92 88 97 93 93 97 cM capacity (veh/h) 1407 1438 493 530 900 454 531 865 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 119 130 134 93 Volume Left 21 30 41 30 Volume Right 22 27 29 25 cSH 1407 1438 567 558 Volume to Capacity 0.01 0.02 0.24 0.17 Queue Length 95th (ft) 1 2 23 15 Control Delay (s) 1.4 1.9 13.3 12.7 Lane LOS A A B B Approach Delay (s) 1.4 1.9 13.3 12.7 Approach LOS B B Intersection Summary Average Delay 7.1 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 110: NE 1st Ave & NE 39th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 18 66 28 22 127 25 19 36 9 8 36 13 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 22 82 35 28 159 31 24 45 11 10 45 16 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 140 218 80 71 Volume Left (vph) 23 28 24 10 Volume Right (vph) 35 31 11 16 Hadj (s) -0.08 -0.03 0.01 -0.07 Departure Headway (s) 4.4 4.4 4.8 4.8 Degree Utilization, x 0.17 0.27 0.11 0.09 Capacity (veh/h) 774 778 689 692 Control Delay (s) 8.4 9.0 8.4 8.2 Approach Delay (s) 8.4 9.0 8.4 8.2 Approach LOS A A A A Intersection Summary Delay 8.6 Level of Service A Intersection Capacity Utilization 29.3% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 111: NE 1st Ave & NE 38th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 5 28 5 5 48 18 22 37 7 15 51 26 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 6 31 6 6 54 20 25 42 8 17 57 29 Pedestrians 20 14 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 2 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 650 pX, platoon unblocked vC, conflicting volume 78 37 199 135 48 167 128 88 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 78 37 199 135 48 167 128 88 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 96 94 99 98 92 97 cM capacity (veh/h) 1515 1573 677 748 1009 740 755 951 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 43 80 74 103 Volume Left 6 6 25 17 Volume Right 6 20 8 29 cSH 1515 1573 742 799 Volume to Capacity 0.00 0.00 0.10 0.13 Queue Length 95th (ft) 0 0 8 11 Control Delay (s) 1.0 0.5 10.4 10.2 Lane LOS A A B B Approach Delay (s) 1.0 0.5 10.4 10.2 Approach LOS B B Intersection Summary Average Delay 6.4 Intersection Capacity Utilization 22.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 112: NE 1st Ave & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" Volume (veh/h) 23 631 93 138 583 14 38 7 74 11 8 37 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 24 651 96 142 601 14 39 7 76 11 8 38 Pedestrians 34 23 66 13 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 3 2 6 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 650 806 pX, platoon unblocked 0.91 0.91 0.91 0.91 0.91 0.91 vC, conflicting volume 628 812 1473 1725 462 1381 1766 355 vC1, stage 1 conf vol 812 812 906 906 vC2, stage 2 conf vol 661 913 476 860 vCu, unblocked vol 628 604 1328 1603 220 1227 1648 355 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 83 83 97 88 95 96 94 cM capacity (veh/h) 939 837 231 226 663 218 194 617 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 24 434 313 142 401 215 123 58 Volume Left 24 0 0 142 0 0 39 11 Volume Right 0 0 96 0 0 14 76 38 cSH 939 1700 1700 837 1700 1700 388 369 Volume to Capacity 0.03 0.26 0.18 0.17 0.24 0.13 0.32 0.16 Queue Length 95th (ft) 2 0 0 15 0 0 33 14 Control Delay (s) 8.9 0.0 0.0 10.2 0.0 0.0 18.5 16.6 Lane LOS A B C C Approach Delay (s) 0.3 1.9 18.5 16.6 Approach LOS C C Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 113: NE 2nd Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 Volume (veh/h) 6 1 15 10 1 0 29 339 8 2 248 12 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 6 1 16 11 1 0 31 365 9 2 267 13 Pedestrians 23 20 5 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 2 2 0 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 768 pX, platoon unblocked vC, conflicting volume 730 756 301 750 758 391 303 393 vC1, stage 1 conf vol 300 300 451 451 vC2, stage 2 conf vol 429 455 299 307 vCu, unblocked vol 730 756 301 750 758 391 303 393 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 99 100 98 98 100 100 97 100 cM capacity (veh/h) 510 483 721 488 477 646 1234 1146 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 24 12 31 373 282 Volume Left 6 11 31 0 2 Volume Right 16 0 0 9 13 cSH 635 487 1234 1700 1146 Volume to Capacity 0.04 0.02 0.03 0.22 0.00 Queue Length 95th (ft) 3 2 2 0 0 Control Delay (s) 10.9 12.6 8.0 0.0 0.1 Lane LOS B B A A Approach Delay (s) 10.9 12.6 0.6 0.1 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 114: NE 2nd Ave & NE 41 st St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 19 45 35 352 272 16 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 21 49 38 387 299 18 Pedestrians 20 33 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 2 3 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 534 pX, platoon unblocked 0.99 vC, conflicting volume 791 361 336 vC1, stage 1 conf vol 328 vC2, stage 2 conf vol 464 vCu, unblocked vol 781 361 336 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 96 92 97 cM capacity (veh/h) 537 654 1202 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 70 425 316 Volume Left 21 38 0 Volume Right 49 0 18 cSH 614 1202 1700 Volume to Capacity 0.11 0.03 0.19 Queue Length 95th (ft) 10 2 0 Control Delay (s) 11.6 1.0 0.0 Lane LOS B A Approach Delay (s) 11.6 1.0 0.0 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 115: NE 2nd Ave & NE 40th St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 40 63 54 354 291 32 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 43 68 58 381 313 34 Pedestrians 8 12 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 pX, platoon unblocked 0.94 vC, conflicting volume 835 350 355 vC1, stage 1 conf vol 338 vC2, stage 2 conf vol 497 vCu, unblocked vol 794 350 355 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 92 90 95 cM capacity (veh/h) 516 682 1195 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 111 439 347 Volume Left 43 58 0 Volume Right 68 0 34 cSH 606 1195 1700 Volume to Capacity 0.18 0.05 0.20 Queue Length 95th (ft) 17 4 0 Control Delay (s) 12.3 1.5 0.0 Lane LOS B A Approach Delay (s) 12.3 1.5 0.0 Approach LOS B Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 116: NE 2nd Ave & NE 39th St PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Volume (vph) 16 55 36 135 16 260 42 282 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.2 22.2 22.2 22.2 22.0 22.0 22.0 22.0 Total Split (s) 31.1 31.1 31.1 31.1 58.9 58.9 58.9 58.9 Total Split (%) 34.6% 34.6% 34.6% 34.6% 65.4% 65.4% 65.4% 65.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.2 4.2 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 116: NE 2nd Ave & NE 39th St 1 m2 (R) -m4 58.9 s 31.1 s 1 7I06 (R) 08 58.9 s 31.1 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 116: NE 2nd Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' Volume (vph) 16 55 28 36 135 132 16 260 30 42 282 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 Frpb, ped/bikes 0.99 0.97 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 Frt 0.96 0.94 0.99 0.99 Flt Protected 0.99 0.99 1.00 0.99 Satd. Flow (prot) 1749 1687 1805 3393 Flt Permitted 0.90 0.95 0.98 0.88 Satd. Flow (perm) 1585 1617 1766 3020 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) 17 59 30 39 145 142 17 280 32 45 303 35 RTOR Reduction (vph) 0 18 0 0 34 0 0 4 0 0 7 0 Lane Group Flow (vph) 0 88 0 0 292 0 0 325 0 0 376 0 Confl. Peds. (#/hr) 18 22 22 18 61 34 34 61 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 20.7 20.7 61.1 61.1 Effective Green, g (s) 20.7 20.7 61.1 61.1 Actuated g/C Ratio 0.23 0.23 0.68 0.68 Clearance Time (s) 4.2 4.2 4.0 4.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 364 371 1198 2050 v/s Ratio Prot v/s Ratio Perm 0.06 c0.18 c0.18 0.12 v/c Ratio 0.24 0.79 0.27 0.18 Uniform Delay, d1 28.3 32.6 5.7 5.3 Progression Factor 1.00 1.59 1.00 1.00 Incremental Delay, d2 0.3 9.6 0.6 0.2 Delay (s) 28.5 61.3 6.2 5.5 Level of Service C E A A Approach Delay (s) 28.5 61.3 6.2 5.5 Approach LOS C E A A Intersection Summary HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.2 Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 117: NE 2nd Ave & NE 38th St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 1' Volume (veh/h) 38 27 26 228 326 40 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 40 28 27 238 340 42 Pedestrians 6 5 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 498 310 pX, platoon unblocked vC, conflicting volume 658 202 387 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 658 202 387 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 90 96 98 cM capacity (veh/h) 386 798 1162 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 68 265 226 155 Volume Left 40 27 0 0 Volume Right 28 0 0 42 cSH 491 1162 1700 1700 Volume to Capacity 0.14 0.02 0.13 0.09 Queue Length 95th (ft) 12 2 0 0 Control Delay (s) 13.5 1.0 0.0 0.0 Lane LOS B A Approach Delay (s) 13.5 1.0 0.0 Approach LOS B Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour 1- r Lor Lane Group EBL2 EBL EBT WBT NBT NBR SBL2 SBL SBT SBR SWL2 SWL Lane Configurations 4' i 144 4 g 4+ ft 11 11 Volume (vph) 47 117 543 393 152 194 5 96 162 91 68 140 Turn Type pm+pt pm+pt NA NA NA custom Perm Split NA pt+ov Split NA Protected Phases 5 5 2 6 8 8 4 4 4 5 3 3 Permitted Phases 2 2 8 8 4 Detector Phase 5 5 2 6 8 8 4 4 4 4 5 3 3 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 4.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 20.0 20.0 26.6 26.6 20.0 20.0 23.5 23.5 23.5 20.5 20.5 Total Split (s) 18.0 18.0 77.0 59.0 31.0 31.0 29.5 29.5 29.5 22.5 22.5 Total Split (%) 11.3% 11.3% 48.1% 36.9% 19.4% 19.4% 18.4% 18.4% 18.4% 14.1% 14.1% Yellow Time (s) 3.0 3.0 4.0 4.0 3.5 3.5 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 2.6 2.6 0.5 0.5 1.5 1.5 1.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.6 6.6 4.0 4.0 5.5 4.5 4.5 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None None Min Min Min Min Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 37 (23%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 115 Control Type: Actuated -Coordinated Splits and Phases: 118: NE 2nd Ave & NE 36th St & Federal Hwy 03 �m4 �m8 m2 [R] 77 s 22.5 s 129.5 s 131 s m5 V o6(R] 18s 59s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour 4/ Lane Group SWR LaneNonfigurations Volume (vph) 107 Turn Type Perm Protected Phases Permitted Phases 3 Detector Phase 3 Switch Phase Minimum Initial (s) 7.0 Minimum Split (s) 20.5 Total Split (s) 22.5 Total Split (%) 14.1% Yellow Time (s) 4.0 All -Red Time (s) 0.5 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode Min Intersection Summary K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR NBR2 SBL2 Lane Configurations t'ri 14" g Volume (vph) 47 117 543 162 393 49 39 125 152 194 47 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.6 6.6 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 0.97 0.98 1.00 1.00 Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Frt 1.00 0.97 0.97 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1756 3331 3378 1822 1583 Flt Permitted 0.34 1.00 1.00 0.98 1.00 Satd. Flow (perm) 623 3331 3378 1822 1583 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 50 124 578 172 418 52 41 133 162 206 50 5 RTOR Reduction (vph) 0 0 18 0 4 0 0 0 0 89 0 0 Lane Group Flow (vph) 0 174 732 0 507 0 0 0 295 167 0 0 Confl. Peds. (#/hr) 21 42 21 1 1 Turn Type pm+pt pm+pt NA NA custom NA custom Perm Protected Phases 5 5 2 6 8 8 8 Permitted Phases 2 2 8 8 8 4 Actuated Green, G (s) 69.0 69.0 52.8 34.0 34.0 Effective Green, g (s) 69.0 69.0 52.8 34.0 34.0 Actuated g/C Ratio 0.43 0.43 0.33 0.21 0.21 Clearance Time (s) 3.0 6.6 6.6 4.0 4.0 Vehicle Extension (s) 2.0 1.0 1.0 3.0 3.0 Lane Grp Cap (vph) 362 1436 1114 387 336 v/s Ratio Prot 0.04 c0.22 0.15 c0.16 0.11 v/s Ratio Perm 0.17 v/c Ratio 0.48 0.51 0.46 0.76 0.50 Uniform Delay, d1 29.6 33.2 42.3 59.2 55.5 Progression Factor 1.00 1.00 1.12 1.00 1.00 Incremental Delay, d2 0.4 1.3 1.0 8.6 1.2 Delay (s) 30.0 34.5 48.2 67.8 56.6 Level of Service C C D E E Approach Delay (s) 33.6 48.2 62.6 Approach LOS C D E Intersection Summary HCM 2000 Control Delay 52.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 23.6 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour Movement SBL SBT SBR SWL2 SWL SWR SWR2 Lane Configurations r 19 19 rr Volume (vph) 96 162 91 68 140 107 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.89 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 0.95 1.00 Satd. Flow (prot) 3473 1583 1770 1770 1408 Flt Permitted 0.98 1.00 0.95 0.95 1.00 Satd. Flow (perm) 3473 1583 1770 1770 1408 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 102 172 97 72 149 114 4 RTOR Reduction (vph) 0 0 66 0 0 97 0 Lane Group Flow (vph) 0 279 31 72 149 21 0 Confl. Peds. (#/hr) 1 11 39 Turn Type Split NA pt+ov Split NA Perm Protected Phases 4 4 4 5 3 3 Permitted Phases 3 Actuated Green, G (s) 17.8 31.0 18.6 18.6 18.6 Effective Green, g (s) 17.8 31.0 18.6 18.6 18.6 Actuated g/C Ratio 0.11 0.19 0.12 0.12 0.12 Clearance Time (s) 5.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 386 306 205 205 163 v/s Ratio Prot c0.08 0.02 0.04 c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.72 0.10 0.35 0.73 0.13 Uniform Delay, d1 68.7 53.0 65.1 68.2 63.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.2 0.1 0.8 11.4 0.3 Delay (s) 74.9 53.1 65.9 79.6 63.7 Level of Service E D E E E Approach Delay (s) 69.3 71.2 Approach LOS E E Intersection Summary K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 119: Federal Hwy & NE 39th St PM Peak Hour 1- t Lor Lane Group EBL EBR WBL WBT NBL NBT SBL2 SBT Lane Configurations r 19 "t Volume (vph) 9 15 43 156 29 408 1 220 Turn Type custom custom Split NA Perm NA Perm NA Protected Phases 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.8 22.8 22.8 22.8 Total Split (s) 24.0 24.0 25.0 25.0 41.0 41.0 41.0 41.0 Total Split (%) 26.7% 26.7% 27.8% 27.8% 45.6% 45.6% 45.6% 45.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.6 0.8 0.8 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 66 (73%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 119: Federal Hwy & NE 39th St 1 m2 (R) o4 08 41s I24s 125s 1 7I 06 (R) 41 s 1 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 119: Federal Hwy & NE 39th St PM Peak Hour r Lr Movement EBL2 EBL EBR WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations r 19 "F Volume (vph) 95 9 15 43 156 19 29 408 3 1 220 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.98 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1823 1854 3328 Flt Permitted 0.95 1.00 0.95 1.00 0.96 0.95 Satd. Flow (perm) 1770 1583 1770 1823 1784 3177 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 108 10 17 49 177 22 33 464 3 1 250 120 RTOR Reduction (vph) 0 0 15 0 0 0 0 0 0 0 47 0 Lane Group Flow (vph) 0 118 2 49 199 0 0 500 0 0 324 0 Confl. Peds. (#/hr) 10 10 6 6 Turn Type Prot custom custom Split NA Perm NA Perm NA Protected Phases 4 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Actuated Green, G (s) 10.9 10.9 14.6 14.6 50.5 50.5 Effective Green, g (s) 10.9 10.9 14.6 14.6 50.5 50.5 Actuated g/C Ratio 0.12 0.12 0.16 0.16 0.56 0.56 Clearance Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Vehicle Extension (s) 2.5 2.5 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 214 191 287 295 1001 1782 v/s Ratio Prot c0.07 0.00 0.03 c0.11 v/s Ratio Perm c0.28 0.10 v/c Ratio 0.55 0.01 0.17 0.67 0.50 0.18 Uniform Delay, d1 37.2 34.8 32.5 35.5 12.0 9.7 Progression Factor 1.04 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.0 0.2 5.4 1.8 0.2 Delay (s) 41.3 34.8 32.7 40.9 13.8 9.9 Level of Service DCCD B A Approach Delay (s) 39.3 13.8 9.9 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 120: Biscayne Blvd & NE 38th St PM Peak Hour Lane Group WBL WBT WBR NBL NBT SBL SBT Lane Configurations 19 r 19 4 'Pi 144 Volume (vph) 405 110 325 40 1268 271 1054 Turn Type Perm NA Perm Perm NA pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 15.0 15.0 5.0 15.0 Minimum Split (s) 26.6 26.6 26.6 20.7 20.7 8.0 20.7 Total Split (s) 35.0 35.0 35.0 100.0 100.0 25.0 125.0 Total Split (%) 21.9% 21.9% 21.9% 62.5% 62.5% 15.6% 78.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 120: Biscayne Blvd & NE 38th St 01 ! I 02 (R) 25s 100s lir 06 (R) w 1- 08 125s I35s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 120: Biscayne Blvd & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 + ft 19 144 11 t Volume (vph) 0 0 0 405 110 325 40 1268 343 271 1054 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1527 1765 3402 1770 3510 Flt Permitted 0.95 1.00 1.00 0.25 1.00 0.06 1.00 Satd. Flow (perm) 1770 1863 1527 467 3402 103 3510 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 0 413 112 332 41 1294 350 277 1076 55 RTOR Reduction (vph) 0 0 0 0 0 197 0 16 0 0 2 0 Lane Group Flow (vph) 0 0 0 413 112 135 41 1628 0 277 1129 0 Confl. Peds. (#/hr) 11 22 15 15 22 Turn Type Perm NA Perm Perm NA pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G (s) 34.2 34.2 34.2 92.8 92.8 116.5 116.5 Effective Green, g (s) 34.2 34.2 34.2 92.8 92.8 116.5 116.5 Actuated g/C Ratio 0.21 0.21 0.21 0.58 0.58 0.73 0.73 Clearance Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 Lane Grp Cap (vph) 378 398 326 270 1973 290 2555 v/s Ratio Prot 0.06 0.48 c0.12 0.32 v/s Ratio Perm c0.23 0.09 0.09 c0.57 v/c Ratio 1.09 0.28 0.42 0.15 0.83 0.96 0.44 Uniform Delay, d1 62.9 52.6 54.3 15.5 27.1 53.3 8.7 Progression Factor 1.00 1.00 1.00 0.37 0.25 1.00 1.00 Incremental Delay, d2 73.5 0.3 0.6 0.6 2.2 40.2 0.6 Delay (s) 136.4 52.9 54.9 6.4 9.1 93.5 9.3 Level of Service F D D A A F A Approach Delay (s) 0.0 93.9 9.0 25.8 Approach LOS A F A C Intersection Summary HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 94.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 121: Biscayne Blvd & NE 36th St PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume (vph) 129 345 188 272 86 324 165 1187 335 266 907 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22.8 Total Split (s) 38.0 38.0 38.0 25.0 25.0 25.0 28.0 69.0 69.0 28.0 69.0 Total Split (%) 23.8% 23.8% 23.8% 15.6% 15.6% 15.6% 17.5% 43.1% 43.1% 17.5% 43.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 124 (78%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 121: Biscayne Blvd & NE 36th St 01 t 02 V 404 [R] 1708 28s 69s I38s 125s l 05 / 06 28s 69s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 121: Biscayne Blvd & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume (vph) 129 345 188 272 86 324 165 1187 335 266 907 203 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.90 1.00 1.00 0.92 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 0.97 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1512 1681 1724 1428 1770 3539 1462 1770 3405 Flt Permitted 0.95 1.00 1.00 0.95 0.97 1.00 0.10 1.00 1.00 0.06 1.00 Satd. Flow (perm) 1770 1863 1512 1681 1724 1428 178 3539 1462 114 3405 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 140 375 204 296 93 352 179 1290 364 289 986 221 RTOR Reduction (vph) 0 0 132 0 0 308 0 0 150 0 11 0 Lane Group Flow (vph) 140 375 72 192 197 44 179 1290 214 289 1196 0 Confl. Peds. (#/hr) 33 14 14 33 18 13 13 18 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 36.1 36.1 36.1 20.0 20.0 20.0 78.6 62.2 62.2 89.3 69.9 Effective Green, g (s) 36.1 36.1 36.1 20.0 20.0 20.0 78.6 62.2 62.2 89.3 69.9 Actuated g/C Ratio 0.23 0.23 0.23 0.12 0.12 0.12 0.49 0.39 0.39 0.56 0.44 Clearance Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 Lane Grp Cap (vph) 399 420 341 210 215 178 250 1375 568 313 1487 v/s Ratio Prot 0.08 c0.20 0.11 c0.11 0.07 0.36 c0.14 0.35 v/s Ratio Perm 0.05 0.03 0.28 0.15 c0.38 v/c Ratio 0.35 0.89 0.21 0.91 0.92 0.25 0.72 0.94 0.38 0.92 0.80 Uniform Delay, d1 52.1 60.1 50.4 69.2 69.2 63.2 30.3 47.1 35.0 53.1 39.1 Progression Factor 1.29 1.25 2.83 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.96 Incremental Delay, d2 2.2 21.9 1.3 39.5 39.2 0.9 7.9 12.1 0.2 27.0 2.5 Delay (s) 69.3 97.2 143.8 108.6 108.4 64.1 38.2 59.2 35.2 77.4 40.0 Level of Service E F F F F E D E D E D Approach Delay (s) 105.0 87.4 52.3 47.2 Approach LOS F F D D Intersection Summary HCM 2000 Control Delay 64.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 94.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn Timings Existing Conditions 122: N Miami Ave & 195 Off Ramp PM Peak Hour 1 Lane Group EBL EBR NBT SBT Lane Configurations vir 44 Volume (vph) 345 522 1309 343 Turn Type NA Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 Detector Phase 4 4 2 6 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 Minimum Split (s) 21.0 21.0 20.5 20.5 Total Split (s) 36.0 36.0 104.0 104.0 Total Split (%) 25.7% 25.7% 74.3% 74.3% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 0.4 0.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.4 4.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 107 (76%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases: 122: N Miami Ave & 195 Off Ramp 1 m2 (R) 04 104s 36s 1 1 7I06 (R) 104 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 122: N Miami Ave & 195 Off Ramp PM Peak Hour Movement 4\ I t EBL EBR NBL NBT SBT SBR Lane Configurations 19r 44' 44' Volume (vph) 345 522 0 1309 343 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.4 4.4 Lane Util. Factor 0.97 0.91 0.95 0.95 Frt 0.94 0.85 1.00 1.00 Flt Protected 0.97 1.00 1.00 1.00 Satd. Flow (prot) 3292 1441 3539 3539 Fit Permitted 0.97 1.00 1.00 1.00 Satd. Flow (perm) 3292 1441 3539 3539 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 359 544 0 1364 357 0 RTOR Reduction (vph) 96 232 0 0 0 0 Lane Group Flow (vph) 519 56 0 1364 357 0 Turn Type NA Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G (s) 27.1 27.1 103.5 103.5 Effective Green, g (s) 27.1 27.1 103.5 103.5 Actuated g/C Ratio 0.19 0.19 0.74 0.74 Clearance Time (s) 5.0 5.0 4.4 4.4 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 637 278 2616 2616 v/s Ratio Prot c0.16 c0.39 0.10 v/s Ratio Perm 0.04 v/c Ratio 0.81 0.20 0.52 0.14 Uniform Delay, d1 54.0 47.4 7.7 5.3 Progression Factor 1.00 1.00 1.00 0.51 Incremental Delay, d2 7.7 0.3 0.7 0.1 Delay (s) 61.8 47.6 8.5 2.8 Level of Service E D A A Approach Delay (s) 57.3 8.5 2.8 Approach LOS E A A Intersection Summary HCM 2000 Control Delay 24.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 9.4 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 123: NW 1st Ave & NE 39th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 1 56 6 16 41 9 8 67 43 4 22 3 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 1 68 7 20 50 11 10 82 52 5 27 4 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 77 80 144 35 Volume Left (vph) 1 20 10 5 Volume Right (vph) 7 11 52 4 Hadj (s) -0.02 0.00 -0.17 0.00 Departure Headway (s) 4.4 4.4 4.1 4.4 Degree Utilization, x 0.09 0.10 0.17 0.04 Capacity (veh/h) 786 775 834 768 Control Delay (s) 7.8 7.9 7.9 7.6 Approach Delay (s) 7.8 7.9 7.9 7.6 Approach LOS A A A A Intersection Summary Delay 7.9 Level of Service A Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 124: Biscayne Blvd & NE 37th Street PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 44 1'"+ Volume (veh/h) 0 0 0 1651 1404 3 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 0 1738 1478 3 Pedestrians 33 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 431 249 pX, platoon unblocked 0.71 0.87 0.87 vC, conflicting volume 2381 774 1514 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1310 445 1295 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free °A) 100 100 100 cM capacity (veh/h) 107 489 463 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total 869 869 985 496 Volume Left 0 0 0 0 Volume Right 0 0 0 3 cSH 1700 1700 1700 1700 Volume to Capacity 0.51 0.51 0.58 0.29 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 125: Federal Hwy & NE 37th Street PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations 11Yr ++ Volume (veh/h) 0 3 355 0 0 319 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 3 378 0 0 339 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 457 373 pX, platoon unblocked vC, conflicting volume 547 378 378 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 547 378 378 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 467 620 1177 Direction, Lane # WB 1 NB 1 SB 1 SB 2 Volume Total 3 378 170 170 Volume Left 0 0 0 0 Volume Right 3 0 0 0 cSH 620 1700 1700 1700 Volume to Capacity 0.01 0.22 0.10 0.10 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 10.8 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 28.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Existing Conditions.syn APPENDIX E: Growth Trend Analyses FDOT Historical Count Information and Growth Trend Analyses Growth Rate Calculations from 5-year and 10-year Historical Data Station Number Location Historical Growth 5-year Linear 5-year Exponential 10-year Linear 10-year Exponential 5059 SR 5/US Highway 1 North of NE 36th Street 3.65% 3.46% -3.12% -3.60% 0143 SR 5/US Highway 1 South of NE 36th Street -3.50% -3.70% -4.50% -5.61% Total 0.07% -0.12% -3.81% -4.61% K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\growth rate\Growth Rate Comparison.xls Florida Department of Transportation Transportation Statistics Office 2011 Historical AADT Report County: 87 - MIAMI-DADE Site: 0143 - SR 5/US-1, 200' S NE 36 ST Year AADT Direction 1 2011 28500 C N 15500 2010 29000 C N 14000 2009 31000 C N 16000 2008 31500 C N 16500 2007 33000 C N 17500 2006 29500 C N 16000 2005 43500 C N 21000 2004 38000 C N 21500 2003 43500 C N 21500 2002 46500 C N 22500 2001 39500 C N 19500 2000 47000 C N 24000 1999 40000 C N 22500 1998 47000 C N 24000 1997 38500 C N 19000 1996 35000 C N 16000 Direction 2 *K Factor S 13000 S 15000 S 15000 S 15000 S 15500 S 13500 S 22500 S 16500 S 22000 S 24000 S 20000 S 23000 S 17500 S 23000 S 19500 S 19000 D Factor T Factor 9.00 55.10 8.98 54.08 8.99 53.24 9.09 55.75 8.01 54.34 7.97 54.22 8.80 53.80 9.00 53.30 8.80 53.40 9.80 52.30 8.20 53.50 8.20 53.10 9.10 52.70 9.30 52.70 9.10 64.50 8.50 53.10 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values 8.60 8.60 2.10 2.60 2.70 2.60 4.40 4.40 6.10 4.00 5.50 3.20 4.90 2.50 2.30 2.90 35000 30000 g5000 n" a) i0000 a) 15000 �a L 10000 a) F5000 a) Q 0 -5000 TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street =Observed Count Fitted Curve County: Station #: Highway: Miami -Dade 143 SR5/USHwv1 2007 2012 2017 2022 2026 2031 2036 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2011 to Design Year): Printed: -1,150 96.5% - 3.50% - 4.04% 26-Apr-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 33000 32900 2008 31500 31800 2009 31000 30600 2010 29000 29500 2011 28500 28300 2016 Opening Year Trend 2016 N/A 22600 2017 Mid -Year Trend 2017 N/A 21400 2018 Design Year Trend 2018 N/A 20300 TRANPLAN Forecasts/Trends *Axle -Adjusted 60000 50000 0000 n" 10000 0000 40000 p 0 TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street =Observed Count Fitted Curve County: Station #: Highway: Miami -Dade 143 SR5/USHwv1 a) 2002 2007 2012 2017 2022 '031 2036 a) R -10000 Q - 20000 - 30000 Year ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2011 to Design Year): Printed: -2,006 78.1% - 4.50% - 7.63% 26-Apr-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 46500 44400 2003 43500 42400 2004 38000 40400 2005 43500 38400 2006 29500 36400 2007 33000 34400 2008 31500 32400 2009 31000 30400 2010 29000 28400 2011 28500 26400 2016 Opening Year Trend 2016 N/A 16300 2017 Mid -Year Trend 2017 N/A 14300 2018 Design Year Trend 2018 N/A 12300 TRANPLAN Forecasts/Trends *Axle -Adjusted 35000 30000 5000 a) 0000 4�a 5000 ca p000 a) <5000 0 TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street =Observed Count Fitted Curve County: Station #: Highway: Miami -Dade 143 SR5/USHwv1 2007 2012 2017 2022 2026 2031 2036 Year Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2011 to Design Year): Printed: 96.5% - 3.70% - 3.66% 26-Apr-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 33000 32900 2008 31500 31700 2009 31000 30600 2010 29000 29400 2011 28500 28300 2016 Opening Year Trend 2016 N/A 23500 2017 Mid -Year Trend 2017 N/A 22600 2018 Design Year Trend 2018 N/A 21800 TRANPLAN Forecasts/Trends *Axle -Adjusted 50000 45000 40000 15000 .0000 g5000 .0000 crs 21)5000 0000 5000 0 TRAFFIC TRENDS SR 5 / US Hwy 1 -- 200' South of NE 36th Street =Observed Count Fitted Curve County: Station #: Highway: Miami -Dade 143 SR5/USHwv1 2002 2007 2012 2017 2022 2031 2036 Year Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2011 to Design Year): Printed: 79.3% - 5.61% - 5.03% 26-Apr-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 46500 44700 2003 43500 42300 2004 38000 40000 2005 43500 37800 2006 29500 35800 2007 33000 33900 2008 31500 32100 2009 31000 30300 2010 29000 28700 2011 28500 27200 2016 Opening Year Trend 2016 N/A 20600 2017 Mid -Year Trend 2017 N/A 19500 2018 Design Year Trend 2018 N/A 18400 TRANPLAN Forecasts/Trends *Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2011 Historical AADT Report County: 87 - MIAMI-DADE Site: 5059 - SR 5/US-1, 200' N NE 36 ST Year AADT Direction 1 2011 39000 C N 20500 2010 35500 C N 16500 2009 35000 C N 17500 2008 32500 C N 16000 2007 34500 C N 17500 2006 30500 C N 15500 2005 39500 C N 21000 2004 49000 C N 25000 2003 45000 C N 21500 2002 48000 C N 23500 2001 45000 C N 21000 2000 48000 C N 23500 1999 48000 C N 25500 1998 47500 C N 24000 1997 43000 C N 22000 1996 39000 C N 20000 Direction 2 *K Factor S 18500 S 19000 S 17500 S 16500 S 17000 S 15000 S 18500 S 24000 S 23500 S 24500 S 24000 S 24500 S 22500 S 23500 S 21000 S 19000 D Factor T Factor 9.00 55.10 8.98 54.08 8.99 53.24 9.09 55.75 8.01 54.34 7.97 54.22 8.80 53.80 9.00 53.30 8.80 53.40 9.80 52.30 8.20 53.50 8.20 53.10 9.10 52.70 7.70 52.70 9.10 64.50 8.50 53.10 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values 4.50 4.40 3.40 3.70 3.10 4.90 1.80 6.20 4.80 3.40 5.30 3.10 3.10 2.50 2.30 2.90 pe snfpy-e!xy, spuaal/sseoaaod NV1dNVbl 001917 `d/N 810Z pueJ Jea) u6!sea 81.OZ 0061717 `d/N LLOZ puaal Jee).-p!W L LOZ OOLE17 `d/N 9LOZ puaal Jea) 6u!uedo 9LOZ OOLLE 0006E 110Z 0099E 0099E OLOZ OOE9E 0009E 600Z 0017E 009ZE 800Z 006ZE 00917E LOOZ puaal I }unoa aee) (lave/lav) °!Weal uo!}dO y}nnoaO au!1 1116!ea}S E 6-adH-9Z %8VE %99E %9•b9 00Z' L :paauud :(weak u6!sea 01 L LOZ) abed 111moJS pueil :abed U]nnoaS auols!H !enuuy pueii 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10,533 16,635 6,102 1.93% 10,519 17,686 7,167 2.27% 17,950 19,679 1,729 0.32% 22,580 30,613 8,033 1.19% Biscayne Blvd 26,854 37,821 10,967 1.36% 32,122 37,817 5,695 0.59% Total 262,407 398,783 136,376 1.73% K:\FTL_TPTO\043505000-Miami Design District\Calcs\growth rate\Growth Rate Comparison.xls 2005 SERPM 6.5.2 Model Volumes - with Ramp Licensed to Kimley-Horn and Associates, Inc. 2035 SERPM 6.5.2 Model Volumes - with Ramp Licensed to Kimley-Horn and Associates, Inc. APPENDIX F: Vested Development Trip Information 35% IN/22---•--•� 1— 35% OUT/14 t— 25X/8 4—30X/10 NE 33rd Street 1 0 10X/3 5%/2 NE 32nd Stree 15X/8 z c(,r rrk qo [n > 3R < 55X/18 - 15X/5 EDGEWATER II: C 00 0 x H W `-- 5X/ CP. V N 70%/38 --- * 85%/46 --- * 5X/2 —► 1--- 20X/7 4---10X/3 75%/41- 7 NE 31st S NE 30th Street 30X/16 5%/3------* ♦— 5X/1 5X/2 r' N CA 13) al A 4J 10X/B� LEGEND XXX/XX<XX> NEW DISTRIBUTION/NEW ASSIGNMENT 1XXX IN/XX PERSON TRIP DISTRIBUTION/ASSIGNMENT (MAXIMUM) NE 29th Stree FIGURE 5 TRIP DISTRIBUTION AND ASSIGNMENT primpril KimleAAy��-,,��Horn arid Associat 36TH STREET & 3RD AVE TRIP GENERATION ,AND DISTRIBUTION As stated earlier, the NW 36th Street at 3rd Avenue Project will have 112 residential condominium units and 10,000 sf of retail. The retail uses will be specialty retail which are oriented toward serving, the residential portion of the development plus nearly business and residential. There is frequent bus service on NW 36`' Street in front of the project and there are bus bays in front of the new project which will be reconstructed as part of the NW 36`h Street resurfacing and beautification project to be constructed by the Florida Department of Transportation. There is also convenient north/south bus service available within the area. For these reasons, it is assumed that transit use will result in a 10"/D reduction in vehicle trips to and from this project. The Institute of Transportation Engineers has data for estimating the level of pass -by traffic for shopping centers of this size although there is no specific data for specialty retail. A shopping center with 10,000 sf of leasable area would have approximately 75% pass -by trips during the PM peak hour, It has been conservatively assumed that 40% of the traffic to and from the retail component of this development will be pass -by traffic. internal Capture, i.e. trips between the retail and residential uses on -site was estimated at 10% using the procedures found in the ITE Trip Generation Manual. Details of these calculations can be found in Appendix F. However, no additional reduction for Internal Capture was made to the number of external trips, given that external trips were already reduced for transit and for pass -by. Land Use Table 3 PM Peak Hour Trip Generation ITE Land Enter Exit Total Size Use Code Trips Trips Trips Residential Condominium 112 D.U. 230 44 22 66 Specialty Retail 10,000 sf 814 20 25 45 Unadjusted Vehicle Trips 64 47 111 Transit Trip Reduction @ 10.0% -6 -5 -11 Total Driveway Trips 58 42 100 Retail Pass -By Trips @ 40% -8 -10 -18 Net External Trips 50 32 82 Net vehicle traffic to and from the NW 36`'' Street at 3rd Avenue Project was assigned to the local roadway network using the Cardinal Distribution of Trips developed by the Metropolitan Planning Organization. Percentage distribution of project trips per the Cardinal Distribution can be found in Appendix F. The distribution of project vehicle trips during the PM peak hour is shown graphically in Figures 5 and 6 and is described in Appendix B, Table B-1. 9 iltULALITHST t\IIN 4-3RD ST N.T.S. z LNW 42ND ST WA/ 41ST ST 1 NW 40TH ST [ LJ NW 39TH ST ir -.. 1 I 1 I1J\I 1 NW 35TH ST 1°) csi NW 34TH ST NW 33RD ST NW 32ND ST NW 30TH ST NW 29TH ligririA RAnSpORF ANALYSIS PROFESSIONALS NW 37TH ST NW 42ND ST NW 34TH T NW 34TH S NW 33RD S CARDINAL DISTRIBUTION FOR TAZ #498 13.59 12.68 12.35 N V 6.16 18.59 5.11 8.47 13.05 NW 36th Street at 3rd Avenue MUSP Figure 5 Traffic Impact Study Project Trip Distribution 10 11 Biscayne Blvd L TRAFFc SIGNAL NE 33rd Street �21 --ja) l L TRAFFIC SIGNAL 11J 65 r 27 SITE 27-! NE 32nd Street NE 29th Street c Caad End �► Dead End ^-'• N.T.S. ATAP rR,nsanarn uvs3s vnaaene+a xas Park Lane Tower PM Peak Hour Site Only Traffic Figure 4 7 • 7/3 1/5 S/3 NE 29TH STREET NE 2ND AVE NE 28TH STREET 1 NE 27TH STREET NE 26TH TERRACE NE 26TH STREET E 26TH STREET NE 24TH STREET 42019 PROJECT 4.22l9 lir20/10 t 1316 4/21 1r 7/4 NE 23RD STREET NE 22ND STREET 3/13 m 1/4 3/i 6 NE 21ST STREET z 914 NE 20TH STRE 2/9 NE 19TH STREET 4/2j A /4 7/4 t 1/7 3/11 = AM/PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT NORTH NTS BISCAYNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. SOHO CONDOMINIUM May 26, 2004 Page 23 The Boulevard CISP Traffic bnpact Study • • • Table 1: Trip Generation Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS IN OUT TOTAL Trips Trips TRIPS High -Rise Residential Condo / Townhouse Specialty Retail Center Existing Apartments (Not used, Informational) Gross Vehicle Trips 127 DU 15 TGSF 6 DU 232 814 220 30 18 14 48 18 23 7 41 48 41 21 89 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian/Bicycle Trip Reduction @ Net Vehicle Trips 16.0% Of Gross Trips 14.9% Of Gross Trips 10.0% Of Gross Trips 8 7 5 29 6 6 4 24 14 13 9 53 Net Person Trips in Vehicles @ Net Person Trips in Transit @ 1.40 1.40 40 10 34 8 74 19 Net Person Trips (Vehicle and Transit Modes) 50 42 92 Net Person Trips (Walking/Bicycling) @ 1.40 7 6 12 .1 VA RICHARD GARCIA & ASSOCIATES, INC, The Boulevard MUSP Traffic Impact Study • • • 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 503 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in the Corresponding tab. The corresponding traffic distribution being assigned to the following directions are outlined in Table 2. The Corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 2: Cardinal Distribution DIRECTION DISTRIBUTION % NNE ENE ESE SSE SSW WSW WNW NNW 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 TOTAL 100.00 -RARE,' GARCI C ASSOCIATES, !NC. 6 The Boulevard WISP Traffic Impact Study • • • 5.0 Traffic Assignment The PM peak hour trips from Table l have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 3 was developed to depict the PM Peak Hour Assignments. The Corresponding tab includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the PM peak hour and Daily Trips. Table 3 is the cardinal traffic assignments which are further grouped as indicated into the four primary quadrants. Table 3: PM Peak Hour Traffic Assignments PM Peak Trips ➢IRECTION IN OUT Total NNE 4 3 7 ENE 1 1 2 ESE 2 1 3 SSE 3 3 6 SSW 4 4 8 WSW 6 5 11 WNW 4 3 7 NNW 5 4 9 TOTAL 29 24 53 DIRECTION IN OUT TOTAL North 4+5=9 3+4=7 16 East 1+2=3 1+1=2 5 South 3+4=7 3+4=7 14 West 6+4=10 5+3=8 18 TOTAL 53 • r- NE 2nd Avenue 4— 49 NE 2nd Court URBANA TOWER f 5 NE 18th Street NTS 17 N �IN SITE 58- 72—* 0 N CD r 60 -.1si 4.- T NE 17th Terrace -411 rnrn er CD N et 17 TAZ 494 11 33 12.35 15,14 6.57 20.45 8.77 7.31 18.09 PM Peak Hour IN 48 OUT 130 TOTAL 178 Site Only Traffic TRANSPORT ANALYSIS PRRFESS1ON.ALS FIGURE 5 9 �� o..^ °-4(4) o- 1(4)—► 3(12)— 0-11r 0— o� o o m ml z �13(13) —4(4) 2 (1t i' s(ls —► o� N NE 36th St (US 271 / 1 1 1•a 1 1 / U 1 1 (D1 U 1 7 ___ I 1 1 1 ; m I-ci 1 II 1 al 1• i m 1 / 1 _ .1-0(7) 1 1 1 1 9(9) PraposeINE 34th St Extedion ..1 1 1 1 1 1 1 1 / 1 11 _ 11 1 1 f� 1 e I� 1 t 1 / -.M I 1 1 / 1 1 Prolosed Nt2nd St Extension / 1�s Ea_ 91(j )3N.y.1 1 ) / / 1 / 1 1 1 1 1 1 / 1 / / Proposed NE 31 st St Extension 1 l 1 1 1 a1 1 m/ c1 1 31 a1 1 1 _ 1 a (Ds '�—� 1 81 `1 al 1 I �,1 1 / I ,7(24) ..J I .-0 9(30)- 0—Pk a) N w z NE 29th St Legend 4 AM Peak Hour Volume (4) PM Peak Hour Volume 1 1 FEC Railroad Existing Roads Proposed Roads Site Boundary J 0—+ 4(4)— Not to Scale Figure 14 Buena Vista East Tract E (Parcel 5) Project Turning Movement Volumes September 14, 2005 0—'4 7 — 1(2)► 2(5)- NE 36th St (US 21 1 1 1 1 1 1 4 1 1 1 � 1 I m car 1 i CCD 7 I m al I 1 / 1 o o �—12(13) 1 / 1 �11(12) Pr000seINE 34th St Extejion 1 1 / 0�_ 1 1 0 1 1 1 1 a)1 1 I 1 1 z 1 1 1 1 1 1 1 / 1 a) Pro osed N�32nd St Extens%n / Q' ��_����_��_�� •----- I -o 1 ----� N / 1 z / / 1 / 1 1 I 1 I 1 / 1 / / Proposed NE 31 st St Extension / l I oo- r 1 39 3 (9) —► 0-4 4(13)- 0—► NE 29th St Legend 1 AM Peak Hour Volume (4) PM Peak Hour Volume 1 1 FEC Railroad Existing Roads Proposed Roads Site Boundary o�' 0—. 0-4, Not to Scale Figure 10 Buena Vista East Tract G (Parcel 3) Project Turning Movement Volumes September 7, 2005 t N NOT TO SCALE NE 92nd Street NE 91st Stree NE 40th Street E J14 r J 1te 3� t� 2 J14 r• 3 ay r i 14 r r 10 NE 39th Street L3 414 • rs 414 r 11r' Sa 11i" 1.32 J14.r aGarage ve3 J 22 aJ 11 p 31 y 21 z3 7 J14 r J1 0 e3 11 50 J1 * el Driveway 533 3, 11P J 11e 1 1I y _ y 2, ' 'a 7 1 J14 r Ga age'I. 42 NE 38th Street L y 31 414 r3e toy NE 36th Street 414 r 0 � 1 _� Kimley-Horn I and Associates, Inc. © 2012 Le 414 r • NE 39th Str L90 H0 J14 r L J14 r J 111' 7 L5 y13 414 r3 1 11P' 22 y 6. age ll, 81 13. 30 J 11P ; J10 3 J414 1 3 5 7 • o; t 414 L r J 1 site Figure 6 Project Traffic PM Peak Hour Miami Design District Page - 23 APPENDIX G: Trip Generation Calculations PM PEAK HOUR TRIP GENERATION (PROPOSED SCENARIO) ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL VOLUMES 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out Shopping Center 9 820 1089.83 ksf 48% 52% 1,425 1,544 2,969 7.0% 207 1,325 1,437 2,762 10.0% 276 1,187 1,299 2,486 General Office Building 9 710 181.146 ksf 17% 83% 48 233 281 19.6% 55 29 197 226 10.0% 22 18 186 204 Hotel 9 310 52 room 51% 49% 16 15 31 38.7% 12 10 9 19 10.0% 2 9 8 17 Residential Condominium/Townhouse 9 230 561 du 67% 33% 165 82 247 52.2% 129 96 22 118 10.0% 12 90 16 106 High -Turnover (Sit -Down) Restaurant 9 932 32.267 ksf 60% 40% 191 127 318 34.3% 109 129 80 209 10.0% 20 119 70 189 ITE Land Use Code Ra e or Equa ion Sub -total: 16% VOF Reduction Total Net New 1,845 2,001 3,846 13.3% 512 1,589 1,745 3,334 10.0% 332 1,423 1,579 3,002 820 710 310 LN(Y) = 0.67*LN(X)+3.31 Y=1.12*(X)+78.45 Y=0.6(X) 227 253 480 1,196 1,326 2,522 83 226 309 230 LN(Y) = 0.82*LN(X)+0.32 932 Y=9.85(X) 4/25/2013 PM PEAK HOUR TRIP GENERATION (EXISTING APPROVED) ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL VOLUMES 10 % MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE Edition ITE Code Scale ITE Units Percent In Out Total Percent IC Trips In Out Total Percent Trips In Out Total In Out Shopping Center 8 820 899.98 ksf 49% 51% 1,359 1,414 2,773 3.1% 86 1,322 1,365 2,687 10.0% 268 1,188 1,231 2,419 High -Turnover (Sit -Down) Restaurant 8 932 26.025 ksf 59% 41% 171 119 290 29.7% 86 124 80 204 10.0% 20 114 70 184 Hotel 8 310 53 room 53% 47% 16 15 31 38.7% 12 10 9 19 10.0% 2 9 8 17 Residential Condominium/Townhouse 8 230 96 du 67% 33% 39 19 58 74.1% 43 15 0 15 10.0% 2 14 0 14 ITE Land Use Code Rate or Equation Sub -total: 16% VOF Reduction Total 1,585 1,567 3,152 7.2% 227 1,471 1,454 2,925 10.0% 292 1,325 1,309 2,634 820 932 LN(Y) = 0.67*LN(X)+3.31 Y=1.12*(X)+78.45 212 209 421 1,113 1,100 2,213 310 Y=0.6(X) 230 LN(Y) = 0.82*LN(X)+0.32 4/3/2013 APPENDIX H: Cardinal Trip Distribution riKimley-Horn and Associates, Inc, Sheet No. of Job Subject Job No. _ Designed by Date Checked by Date 1 I One of FORTUNE's 100 Best Companies to Work For APPENDIX I: Volume Development Worksheets TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 42nd St COUNT DATE: March 12, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 7 2 10 15 1 8 8 940 10 3 432 7 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 7 2 10 15 8 8 940 10 3 432 7 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 Miami Design District 3 3 23 25 TOTAL "VESTED" TRAFFIC o 0 3 0 0 0 3 45 0 0 58 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 1 1 0 1 1 67 1 0 31 0 NON -PROJECT TRAFFIC 7 2 14 16 9 12 1,052 11 3 521 7 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 9.0% 1.0% 9.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 1 4 19 7 TOTAL PROJECT TRAFFIC o 0 1 0 0 0 4 19 0 0 7 0 TOTAL TRAFFIC 7 2 15 16 9 16 1,071 11 3 528 7 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 41st St COUNT DATE: March 12, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.91 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 28 5 15 43 6 30 3 910 21 6 436 15 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 28 5 15 43 6 30 3 910 21 6 436 15 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 Miami Design District 3 20 3 25 22 28 TOTAL "VESTED" TRAFFIC 0 3 0 20 3 25 0 22 22 28 33 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 2 0 1 3 0 2 0 65 1 0 31 1 NON -PROJECT TRAFFIC 30 8 16 66 9 57 3 997 44 34 500 16 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 6.0% 10.0% 6.0% 1.0% 10.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 1 14 1 23 5 8 TOTAL PROJECT TRAFFIC o 1 0 14 1 23 0 0 5 8 0 0 TOTAL TRAFFIC 30 9 16 80 10 80 3 997 49 42 500 16 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 40th St COUNT DATE: March 12, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 4 6 26 41 6 28 12 886 43 26 457 11 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 4 6 26 41 6 28 12 886 43 26 457 11 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 Miami Design District 3 19 18 3 TOTAL "VESTED" TRAFFIC 3 0 0 0 0 0 0 41 0 0 51 3 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 2 3 0 2 1 63 3 2 32 1 NON -PROJECT TRAFFIC 7 6 28 44 6 30 13 990 46 28 540 15 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 5.0% 5.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 1 4 11 1 TOTAL PROJECT TRAFFIC 1 0 0 0 0 0 0 4 0 0 11 1 TOTAL TRAFFIC 8 6 28 44 6 30 13 994 46 28 551 16 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 39th St COUNT DATE: March 12, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 13 24 60 99 36 41 10 897 48 14 515 7 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 13 24 60 99 36 41 10 897 48 14 515 7 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 Miami Design District 3 17 15 3 TOTAL "VESTED" TRAFFIC 3 0 0 0 0 0 0 39 0 0 48 3 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 2 4 7 3 3 1 64 3 1 37 0 NON -PROJECT TRAFFIC 17 26 64 106 39 44 11 1,000 51 15 600 10 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 5.0% 4.0% 1.0% 5.0% 3.0% 4.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 1 11 7 4 3 1 9 2 TOTAL PROJECT TRAFFIC 1 0 11 7 0 0 4 3 1 0 9 2 TOTAL TRAFFIC 18 26 75 113 39 44 15 1,003 52 15 609 12 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NW 38th St / WB I-195 Ramp COUNT DATE: March 14, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 11 77 10 522 1,107 30 330 356 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 11 77 10 522 1107 30 330 356 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 2 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three 7 12 Midtown Miami Five 13 17 Miami Design District 30 30 17 61 10 5 TOTAL "VESTED" TRAFFIC 30 30 0 0 39 61 43 5 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 5 1 37 79 2 23 25 NON -PROJECT TRAFFIC 42 112 11 559 1,225 93 396 386 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 15.0% 13.0% 6.0% 7.0% 10.0% 7.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 14 16 12 10 22 16 TOTAL PROJECT TRAFFIC 14 16 0 0 12 10 22 16 TOTAL TRAFFIC 56 128 11 559 1,237 103 418 402 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ NE/NW 36th St COUNT DATE: March 14, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 165 425 71 134 289 155 64 983 137 173 554 147 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 165 425 71 134 289 155 64 983 137 173 554 147 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 2 4 3 6 5 4 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower 7 13 Midtown Miami Three 2 5 1 1 7 6 3 9 Midtown Miami Five 4 12 4 11 9 5 12 Miami Design District 11 28 5 25 10 TOTAL "VESTED" TRAFFIC 13 17 20 0 20 5 23 43 0 13 46 14 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 12 30 5 10 21 11 5 70 10 12 39 10 NON -PROJECT TRAFFIC 190 472 96 144 330 171 92 1,096 147 198 639 171 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4.0% 10.0% 2.0% 10.0% 4.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 2 8 5 23 8 TOTAL PROJECT TRAFFIC 2 0 0 0 0 0 0 8 0 5 23 8 TOTAL TRAFFIC 192 472 96 144 330 171 92 1,104 147 203 662 179 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 42nd St COUNT DATE: March 14, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.73 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 1 11 1 5 19 6 5 41 5 1 18 4 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 11 5 19 6 5 41 5 18 4 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 6 3 3 5 3 3 TOTAL "VESTED" TRAFFIC o 0 0 6 0 3 0 3 5 3 3 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 1 0 0 1 0 0 3 0 0 1 0 NON -PROJECT TRAFFIC 12 11 20 9 5 47 10 4 22 4 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2.0% 1.0% 1.0% 1.0% 1.0% 2.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 2 2 2 5 1 1 TOTAL PROJECT TRAFFIC o 0 0 2 0 2 0 2 5 1 1 0 TOTAL TRAFFIC 12 13 20 11 5 49 15 5 23 4 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 41 st St COUNT DATE: March 14, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.86 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 8 21 16 22 43 5 14 36 23 2 17 6 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 8 21 16 22 43 5 14 36 23 2 17 6 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 8 31 23 32 25 8 TOTAL "VESTED" TRAFFIC 8 31 23 0 32 0 25 0 0 0 0 8 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 1 1 2 3 0 1 3 2 0 1 0 NON -PROJECT TRAFFIC 17 53 40 24 78 5 40 39 25 2 18 14 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4.0% 9.0% 3.0% 3.0% 4.0% 5.0% 4.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 7 12 11 9 7 3 TOTAL PROJECT TRAFFIC 7 12 11 0 9 0 7 0 0 0 0 3 TOTAL TRAFFIC 24 65 51 24 87 5 47 39 25 2 18 17 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 40th St COUNT DATE: March 14, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.73 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 15 56 16 22 53 20 30 47 21 22 28 18 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 15 56 16 22 53 20 30 47 21 22 28 18 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 25 23 TOTAL "VESTED" TRAFFIC o 0 0 0 0 0 0 25 0 0 23 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 4 1 2 4 1 2 3 1 2 2 1 NON -PROJECT TRAFFIC 16 60 17 24 57 21 32 75 22 24 53 19 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 9.0% 5.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 7 11 TOTAL PROJECT TRAFFIC 0 0 0 0 0 0 0 7 0 0 11 0 TOTAL TRAFFIC 16 60 17 24 57 21 32 82 22 24 64 19 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 39th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.80 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 18 66 28 22 127 25 19 36 9 8 36 13 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 18 66 28 22 127 25 19 36 9 8 36 13 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 8 17 8 15 TOTAL "VESTED" TRAFFIC o 0 0 0 0 8 0 17 0 8 15 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 5 2 2 9 2 1 3 1 1 3 1 NON -PROJECT TRAFFIC 19 71 30 24 136 35 20 56 10 17 54 14 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 5.0% 4.0% 3.0% 2.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 4 3 6 5 TOTAL PROJECT TRAFFIC o 0 0 0 0 4 0 3 0 0 6 5 TOTAL TRAFFIC 19 71 30 24 136 39 20 59 10 17 60 19 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 38th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.89 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 5 28 5 5 48 18 22 37 7 15 51 26 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 5 28 5 5 48 18 22 37 7 15 51 26 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 6 22 5 3 13 6 19 6 3 5 5 5 TOTAL "VESTED" TRAFFIC 6 22 5 3 13 6 19 6 3 5 5 5 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 2 0 0 3 1 2 3 0 1 4 2 NON -PROJECT TRAFFIC 11 52 10 8 64 25 43 46 10 21 60 33 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 3.0% 2.0% 7.0% 2.0% 1.0% 5.0% 2.0% 1.0% 3.0% 1.0% 2.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 13 5 2 7 2 6 2 1 2 4 TOTAL PROJECT TRAFFIC 0 13 5 2 7 2 6 2 1 2 4 0 TOTAL TRAFFIC 11 65 15 10 71 27 49 48 11 23 64 33 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 1st Ave @ NE 36th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.97 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 23 631 93 138 583 14 38 7 74 11 8 37 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 23 631 93 138 583 14 38 7 74 11 8 37 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave 4 6 Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower 7 13 Midtown Miami Three 2 2 Midtown Miami Five 9 4 Miami Design District 5 14 14 13 TOTAL "VESTED" TRAFFIC 0 27 0 0 25 14 0 14 0 0 13 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 2 45 7 10 41 1 3 0 5 1 1 3 NON -PROJECT TRAFFIC 25 703 100 148 649 29 41 21 79 12 22 40 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 5.0% 5.0% 2.0% 5.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 5 4 4 11 TOTAL PROJECT TRAFFIC 0 5 0 0 0 4 0 4 0 0 11 0 TOTAL TRAFFIC 25 708 100 148 649 33 41 25 79 12 33 40 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 42nd St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 6 1 15 10 1 0 29 339 8 2 248 12 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 6 15 10 O 29 339 8 2 248 12 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five Miami Design District 5 3 3 15 17 6 TOTAL "VESTED" TRAFFIC 5 0 3 0 0 0 3 31 0 0 28 6 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 1 1 0 0 2 24 1 0 18 1 NON -PROJECT TRAFFIC 11 19 11 O 34 394 9 2 294 19 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 6.0% 2.0% 2.0% 1.0% 6.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 5 1 2 14 5 2 TOTAL PROJECT TRAFFIC 5 0 1 0 0 0 2 14 0 0 5 2 TOTAL TRAFFIC 16 20 11 O 36 408 9 2 299 21 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 41 st St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.91 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 19 45 35 352 272 16 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 19 45 35 352 272 16 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five Miami Design District 10 50 55 8 8 11 TOTAL "VESTED" TRAFFIC 10 50 55 24 19 11 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 3 2 25 19 1 NON -PROJECT TRAFFIC 30 98 92 401 310 28 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 5.0% 2.0% 5.0% 1.0% 2.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 11 2 5 4 2 TOTAL PROJECT TRAFFIC 11 2 0 5 4 2 TOTAL TRAFFIC 41 100 92 406 314 30 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 40th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 40 63 54 354 291 32 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 40 63 54 354 291 32 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five Miami Design District 63 58 TOTAL "VESTED" TRAFFIC o 0 0 79 69 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 3 4 4 25 21 2 NON -PROJECT TRAFFIC 43 67 58 458 381 34 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2.0% 3.0% 3.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 2 9 TOTAL PROJECT TRAFFIC 0 0 0 2 9 0 TOTAL TRAFFIC 43 67 58 460 390 34 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 39th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.93 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 16 55 28 36 135 132 16 260 30 42 282 33 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 16 55 28 36 135 132 16 260 30 42 282 33 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five Miami Design District 8 8 61 3 58 TOTAL "VESTED" TRAFFIC 0 8 0 0 8 61 0 19 0 58 11 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 1 4 2 3 10 9 1 18 2 3 20 2 NON -PROJECT TRAFFIC 17 67 30 39 153 202 17 297 32 103 313 35 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7.0% 2.0% 7.0% 3.0% 2.0% 3.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 5 6 2 6 9 TOTAL PROJECT TRAFFIC 0 5 0 0 6 2 0 0 6 9 0 0 TOTAL TRAFFIC 17 72 30 39 159 204 17 297 38 112 313 35 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 38th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 38 27 26 228 326 40 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 38 27 26 228 326 40 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 12 6 Midtown Miami Three Midtown Miami Five Miami Design District 40 36 3 TOTAL "VESTED" TRAFFIC 0 40 36 19 11 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 3 2 2 16 23 3 NON -PROJECT TRAFFIC 41 69 64 263 360 43 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7.0% 7.0% 11.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 25 6 6 TOTAL PROJECT TRAFFIC 0 25 6 6 0 0 TOTAL TRAFFIC 41 94 70 269 360 43 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 2nd Ave @ NE 36th St / Federal Hwy COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL NBT NBR1 NBR2 SBL1 SBL2 SBT SBR SWL1 SWL2 SWR1 SWR2 Raw Turning Movements 47 117 543 162 393 49 39 125 152 194 47 5 96 162 91 68 140 107 4 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 47 117 543 162 393 49 39 125 152 194 47 5 96 162 91 68 140 107 4 "BACKGROUND TRAFFIC" EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL NBT NBR1 NBR2 SBL1 SBL2 SBT SBR SWL1 SWL2 SWR1 SWR2 Edgewater NW 36th St @ NW 3rd Ave 4 6 Park Lane Tower SoHo Condominiums The Boulevard 4 5 Urbana Tower 7 13 12 6 Midtown Miami Three 2 2 Midtown Miami Five 9 4 Miami Design District 5 8 22 6 17 20 20 3 TOTAL "VESTED" TRAFFIC 0 0 9 18 8 28 0 12 34 12 0 0 20 31 0 3 0 0 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.73 % 1.7 % 1.7 % 1.7 % 1.7 BACKGROUND TRAFFIC GROWTH 3 8 39 12 28 3 3 9 11 14 3 0 7 12 6 5 10 8 0 NON -PROJECT TRAFFIC 50 125 591 192 429 80 42 146 197 220 50 5 123 205 97 76 150 115 4 "PROJECT DISTRIBUTION" LAND USE TYPE EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL NBT NBR1 NBR2 SBL1 SBL2 SBT SBR SWL1 SWL2 SWR1 SWR2 Pass -By Distribution Entering Exiting Net New Distribution Entering 3.0% 8.0% 2.0% 2.0% 6.0% Exiting 2.0% 3.0% 8.0% 8.0% "PROJECT TRAFFIC" LAND USE TYPE EBL1 EBL2 EBT EBR WBL WBT WBR1 WBR2 NBL NBT NBR1 NBR2 SBL1 SBL2 SBT SBR SWL1 SWL2 SWR1 SWR2 Project Trips Pass - By Net New 5 2 7 2 2 5 7 18 18 TOTAL PROJECT TRAFFIC 0 0 5 0 2 7 2 2 5 0 0 0 7 18 0 18 0 0 0 TOTAL TRAFFIC 50 125 596 192 431 87 44 148 202 220 50 5 130 223 97 94 150 115 4 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Federal Hwy @ NE 39th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.88 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 95 9 15 43 156 19 29 408 3 1 220 106 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 95 9 15 43 156 19 29 408 3 220 106 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 13 50 3 55 14 TOTAL "VESTED" TRAFFIC 13 50 3 0 55 0 0 0 0 0 0 14 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 7 1 1 3 11 1 2 29 0 0 16 8 NON -PROJECT TRAFFIC 115 60 19 46 222 20 31 437 3 236 128 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 10.0% 6.0% 2.0% 3.0% Exiting 3.0% 2.0% 18.0% "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 7 13 5 43 3 TOTAL PROJECT TRAFFIC 7 13 0 0 5 0 0 0 43 0 0 3 TOTAL TRAFFIC 122 73 19 46 227 20 31 437 46 236 131 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Biscayne Blvd @ NE 38th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.98 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 405 110 325 40 1,268 343 271 1,054 54 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 405 110 325 40 1268 343 271 1054 54 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater 11 19 NW 36th St @ NW 3rd Ave Park Lane Tower 30 35 SoHo Condominiums 9 17 The Boulevard 3 4 Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 30 17 28 23 8 TOTAL "VESTED" TRAFFIC 0 30 0 17 53 0 28 98 8 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 29 8 23 3 90 24 19 75 4 NON -PROJECT TRAFFIC 434 148 348 60 1,411 367 318 1,227 66 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 11.0% 4.0% 15.0% 2.0% 11.0% 9.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 9 3 25 33 2 TOTAL PROJECT TRAFFIC 9 0 0 3 0 0 25 33 2 TOTAL TRAFFIC 443 148 348 63 1,411 367 343 1,260 68 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Biscayne Blvd @ NE 36th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 129 345 188 272 86 324 165 1,187 335 266 907 203 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 129 345 188 272 86 324 165 1187 335 266 907 203 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater 11 19 NW 36th St @ NW 3rd Ave 2 2 3 3 Park Lane Tower 30 35 SoHo Condominiums 9 17 The Boulevard 3 4 Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 15 13 6 25 13 10 TOTAL "VESTED" TRAFFIC 2 15 15 0 6 0 28 53 0 13 85 3 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 9 25 13 19 6 23 12 84 24 19 64 14 NON -PROJECT TRAFFIC 140 385 216 291 98 347 205 1,324 359 298 1,056 220 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2.0% 11.0% 4.0% 6.0% 7.0% 5.0% 4.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 14 16 2 9 3 11 9 TOTAL PROJECT TRAFFIC 0 14 16 0 2 0 9 3 0 11 9 0 TOTAL TRAFFIC 140 399 232 291 100 347 214 1,327 359 309 1,065 220 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: N Miami Avenue @ EB 1-195 Ramp COUNT DATE: March 14, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.96 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 345 522 1,309 343 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 345 522 1309 343 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 39 39 40 TOTAL "VESTED" TRAFFIC 39 0 39 40 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 25 37 93 24 NON -PROJECT TRAFFIC 409 559 1,441 407 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 14.0% 14.0% 16.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 12 10 36 TOTAL PROJECT TRAFFIC 12 0 10 36 TOTAL TRAFFIC 421 559 1,451 443 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 1st Ave @ NW 39th St COUNT DATE: April 18, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.82 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 1 55 6 16 40 9 8 66 42 4 22 3 Peak Season Correction Factor 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 EXISTING CONDITIONS 56 6 16 41 9 8 67 43 4 22 3 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 3 3 TOTAL "VESTED" TRAFFIC 0 3 0 0 3 0 0 0 0 0 0 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 0 4 0 1 3 1 1 5 3 0 2 0 NON -PROJECT TRAFFIC 63 6 17 47 10 9 72 46 4 24 3 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 2 TOTAL PROJECT TRAFFIC 0 0 0 2 0 0 0 0 0 0 0 TOTAL TRAFFIC 64 6 17 49 10 9 72 46 4 24 3 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Biscayne Blvd @ NE 37th St COUNT DATE: March 19, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.95 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 1651 1404 3 Peak Season Correction 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 1.00 1.00 1.00 1.00 EXISTING CONDITIONS 1651 1404 3 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 70 98 TOTAL "VESTED" TRAFFIC 70 98 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 117 100 0 NON -PROJECT TRAFFIC 1838 1602 3 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4.0% 26.0% 9.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 3 20 22 TOTAL PROJECT TRAFFIC 3 20 22 TOTAL TRAFFIC 1841 1622 25 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Federal Hwy @ NE 37th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.94 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR(2) NBU NBL NBT(1) NBR SBU SBL SBT(1) SBR Raw Turning Movements 0 3 355 319 Peak Season Correction Factor 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EXISTING CONDITIONS 0 3 355 319 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 3 TOTAL "VESTED" TRAFFIC o 0 0 3 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o 0 25 23 NON -PROJECT TRAFFIC 0 3 380 345 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2.0% 8.0% 18.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 18 41 2 TOTAL PROJECT TRAFFIC 18 41 2 0 TOTAL TRAFFIC 18 44 382 345 (1) Based on average volumes from the adjacent intersections (2) Based on southbound right -turn volume from Biscayne Boulevard and NE 37th Street TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 1 & NE 41st St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(') EBR WBU WBL WBT(') WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 55 61 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 55 61 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 11 20 22 44 40 10 TOTAL "VESTED" TRAFFIC 11 20 22 44 40 10 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 4 4 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 4.0% 2.0% Exiting 4.0% 2.0% 4.0% "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 3 9 2 4 9 3 9 0 2 4 9 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 2 & NE 41st St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(1) EBR WBU WBL WBT(1) WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 39 71 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 39 71 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 11 41 55 10 38 50 TOTAL "VESTED" TRAFFIC 11 41 55 10 38 50 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 3 5 NON -PROJECT TRAFFIC 53 41 55 86 38 50 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 4.0% 13.0% 12.0% 4.0% 13.0% 12.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 3 11 10 9 29 27 TOTAL PROJECT TRAFFIC 3 11 10 9 29 27 TOTAL TRAFFIC 56 52 65 95 67 77 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 3 & NE 2nd Ave COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT(1) NBR SBU SBL SBT(1) SBR Raw Turning Movements 391 320 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 391 320 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 8 8 55 8 8 50 TOTAL "VESTED" TRAFFIC 8 8 55 8 8 50 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 23 23 NON -PROJECT TRAFFIC 8 8 474 8 8 393 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2.0% 2.0% 3.0% 2.0% 2.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 5 5 2 2 4 TOTAL PROJECT TRAFFIC 5 5 0 2 2 4 TOTAL TRAFFIC 13 13 474 10 10 397 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 4 & NE 38th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(') EBR WBU WBL WBT(') WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 34 97 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 34 97 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 41 19 18 19 13 43 TOTAL "VESTED" TRAFFIC 41 19 18 19 13 43 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 2 7 NON -PROJECT TRAFFIC 41 55 122 19 13 43 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 10.0% 3.0% 7.0% Exiting 3.0% 7.0% 10.0% "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 8 2 7 6 16 23 8 2 7 6 16 23 TOTAL TRAFFIC 49 57 129 25 29 66 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 5 & NE 38th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(') EBR WBU WBL WBT(') WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 58 69 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 58 69 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 17 13 6 30 28 15 TOTAL "VESTED" TRAFFIC 17 13 6 30 28 15 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 4 5 "PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Pass -By Distribution Entering Exiting Net New Distribution Entering 4.0% 2.0% 5.0% Exiting 6.0% 5.0% 4.0% "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2 14 2 4 11 9 2 14 2 4 11 9 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 6 & NE 39th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(1) EBR WBU WBL WBT(1) WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 99 168 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 99 168 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District TOTAL "VESTED" TRAFFIC 0 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 7 12 NON -PROJECT TRAFFIC 106 180 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 2.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 5 2 TOTAL PROJECT TRAFFIC 0 5 2 TOTAL TRAFFIC 106 185 2 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 7/8 & NE 39th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(1) EBR WBU WBL WBT(1) WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 99 59 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 99 59 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 3 3 TOTAL "VESTED" TRAFFIC 3 3 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 7 4 NON -PROJECT TRAFFIC 109 66 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 1.0% 4.0% 1.0% 1.0% 4.0% 1.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 3 2 9 2 TOTAL PROJECT TRAFFIC 3 2 9 2 TOTAL TRAFFIC 110 3 68 9 2 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 9 & N Miami Ave COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT(1) NBR SBU SBL SBT(1) SBR Raw Turning Movements 1,036 680 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 1036 680 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 39 48 TOTAL "VESTED" TRAFFIC 39 48 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH 74 48 NON -PROJECT TRAFFIC 1,149 776 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 10.0% 5.0% 5.0% 12.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 11 8 4 27 TOTAL PROJECT TRAFFIC 11 8 4 27 TOTAL TRAFFIC 11 1,157 4 803 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 10 & NE 37th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WBU WBL WBT(1) WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 3 Peak Season Correction Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 EXISTING CONDITIONS 3 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District TOTAL "VESTED" TRAFFIC 0 Years To Buildout 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Yearly Growth Rate 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% 1.73% BACKGROUND TRAFFIC GROWTH o NON -PROJECT TRAFFIC 3 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 26.0% 26.0% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 22 59 TOTAL PROJECT TRAFFIC 0 22 59 TOTAL TRAFFIC 3 22 59 (1) Based on average volumes from the adjacent intersections TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Driveway 11 & NE 39th St COUNT DATE: March 13, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT(1) EBR WBU WBL WBT(1) WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 91 179 Peak Season Correction Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 EXISTING CONDITIONS 91 179 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Edgewater NW 36th St @ NW 3rd Ave Park Lane Tower SoHo Condominiums The Boulevard Urbana Tower Midtown Miami Three Midtown Miami Five Miami Design District 8 8 TOTAL "VESTED" TRAFFIC 8 8 Years To Buildout 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Yearly Growth Rate 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 BACKGROUND TRAFFIC GROWTH 6 13 NON -PROJECT TRAFFIC 105 200 "PROJECT DISTRIBUTION" LAND USE TYPE Pass -By Distribution Entering Exiting Net New Distribution Entering Exiting "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 5.00% 2.00% 2.00% EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Trips Pass - By Net New 4 2 5 TOTAL PROJECT TRAFFIC 0 4 2 5 TOTAL TRAFFIC 105 204 2 5 (1) Based on average volumes from the adjacent intersections APPENDIX J: Future Background Conditions Analysis HCM Unsignalized Intersection Capacity Analysis Background Conditions 101: N Miami Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 41, 41, Volume (veh/h) 7 2 14 16 1 9 12 1052 11 3 521 7 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 8 2 15 17 1 10 13 1143 12 3 566 8 Pedestrians 3 4 9 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 1 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 766 pX, platoon unblocked 0.87 0.87 0.87 0.87 0.87 0.87 vC, conflicting volume 1190 1765 299 1495 1763 584 577 1159 vC1, stage 1 conf vol 580 580 1180 1180 vC2, stage 2 conf vol 610 1186 315 583 vCu, unblocked vol 912 1575 299 1263 1573 212 577 877 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free °A) 98 99 98 93 100 99 99 100 cM capacity (veh/h) 399 261 690 241 263 684 990 662 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 25 28 585 584 286 291 Volume Left 8 17 13 0 3 0 Volume Right 15 10 0 12 0 8 cSH 506 311 990 1700 662 1700 Volume to Capacity 0.05 0.09 0.01 0.34 0.00 0.17 Queue Length 95th (ft) 4 7 1 0 0 0 Control Delay (s) 12.5 17.7 0.4 0.0 0.2 0.0 Lane LOS B C A A Approach Delay (s) 12.5 17.7 0.2 0.1 Approach LOS B C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 102: N Miami Ave & NE 41 st St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 il, 11 14, Volume (veh/h) 30 8 16 66 9 57 3 997 44 34 500 16 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 33 9 18 73 10 63 3 1096 48 37 549 18 Pedestrians 4 10 3 7 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 0 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 pX, platoon unblocked 0.84 0.84 0.84 0.84 0.84 0.84 vC, conflicting volume 1266 1798 291 1511 1782 589 571 1154 vC1, stage 1 conf vol 637 637 1136 1136 vC2, stage 2 conf vol 629 1161 374 646 vCu, unblocked vol 930 1564 291 1222 1546 121 571 796 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 91 96 97 73 96 92 100 95 cM capacity (veh/h) 351 248 702 267 273 749 994 682 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 59 145 3 730 414 37 366 201 Volume Left 33 73 3 0 0 37 0 0 Volume Right 18 63 0 0 48 0 0 18 cSH 384 370 994 1700 1700 682 1700 1700 Volume to Capacity 0.15 0.39 0.00 0.43 0.24 0.05 0.22 0.12 Queue Length 95th (ft) 14 45 0 0 0 4 0 0 Control Delay (s) 16.1 20.9 8.6 0.0 0.0 10.6 0.0 0.0 Lane LOS C C A B Approach Delay (s) 16.1 20.9 0.0 0.7 Approach LOS C C Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 103: N Miami Ave & NE 40th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 il, 11 14, Volume (veh/h) 7 6 28 44 6 30 13 990 46 28 540 15 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 8 6 30 47 6 32 14 1065 49 30 581 16 Pedestrians 5 17 13 6 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 265 pX, platoon unblocked 0.82 0.82 0.82 0.82 0.82 0.82 vC, conflicting volume 1256 1813 316 1531 1796 580 602 1131 vC1, stage 1 conf vol 654 654 1134 1134 vC2, stage 2 conf vol 602 1159 397 662 vCu, unblocked vol 884 1560 316 1218 1540 65 602 733 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 97 96 82 98 96 99 96 cM capacity (veh/h) 364 253 669 267 271 797 968 705 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 44 86 14 710 404 30 387 210 Volume Left 8 47 14 0 0 30 0 0 Volume Right 30 32 0 0 49 0 0 16 cSH 483 356 968 1700 1700 705 1700 1700 Volume to Capacity 0.09 0.24 0.01 0.42 0.24 0.04 0.23 0.12 Queue Length 95th (ft) 7 23 1 0 0 3 0 0 Control Delay (s) 13.2 18.3 8.8 0.0 0.0 10.3 0.0 0.0 Lane LOS B C A B Approach Delay (s) 13.2 18.3 0.1 0.5 Approach LOS B C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 104: N Miami Ave & NE 39th St PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 1 "ri ' 19 144 Volume (vph) 17 26 106 39 11 1000 15 600 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.5 26.5 26.5 26.5 22.5 22.5 22.5 22.5 Total Split (s) 13.0 13.0 13.0 13.0 57.0 57.0 57.0 57.0 Total Split (%) 18.6% 18.6% 18.6% 18.6% 81.4% 81.4% 81.4% 81.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 70 Actuated Cycle Length: 70 Offset: 1 (1%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 104: N Miami Ave & NE 39th St 1 m2 (R) -OW 57s 13s 1 1 7I 06 (R) 1- 08 57s 1 13s 1 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 104: N Miami Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' "ri 4, 19 il, 11 1 Volume (vph) 17 26 64 106 39 44 11 1000 51 15 600 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.98 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.99 0.99 1.00 1.00 1.00 Frt 1.00 0.89 0.97 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1753 1636 1735 1758 3506 1763 3528 Flt Permitted 0.63 1.00 0.77 0.39 1.00 0.20 1.00 Satd. Flow (perm) 1164 1636 1380 717 3506 380 3528 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) 18 27 67 112 41 46 12 1053 54 16 632 11 RTOR Reduction (vph) 0 49 0 0 13 0 0 8 0 0 3 0 Lane Group Flow (vph) 18 45 0 0 186 0 12 1099 0 16 640 0 Confl. Peds. (#/hr) 15 12 12 15 8 12 12 8 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 18.4 18.4 18.4 43.0 43.0 43.0 43.0 Effective Green, g (s) 18.4 18.4 18.4 43.0 43.0 43.0 43.0 Actuated g/C Ratio 0.26 0.26 0.26 0.61 0.61 0.61 0.61 Clearance Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 305 430 362 440 2153 233 2167 v/s Ratio Prot 0.03 c0.31 0.18 v/s Ratio Perm 0.02 c0.13 0.02 0.04 v/c Ratio 0.06 0.10 0.51 0.03 0.51 0.07 0.30 Uniform Delay, d1 19.3 19.6 22.0 5.3 7.6 5.4 6.4 Progression Factor 1.00 1.00 1.00 0.92 0.89 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.9 0.1 0.8 0.6 0.3 Delay (s) 19.4 19.6 22.9 5.0 7.5 6.0 6.7 Level of Service B B C A A A A Approach Delay (s) 19.6 22.9 7.5 6.7 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.6 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 105: N Miami Ave & NE 38th St PM Peak Hour at I. Lane Group WBT NBL NBT SBT Lane Configurations 19 4 Volume (vph) 112 559 1225 396 Turn Type NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phase 8 5 2 6 Switch Phase Minimum Initial (s) 7.0 5.0 12.0 12.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 15.0 53.0 125.0 72.0 Total Split (%) 10.7% 37.9% 89.3% 51.4% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 121 (86%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 105: N Miami Ave & NE 38th St m2 (R) V 125s l 05 06 [R ] 08 53s 72s 115s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis 105: N Miami Ave & NE 38th St Background Conditions PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 19 i Volume (vph) 0 0 0 42 112 11 559 1225 93 0 396 386 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 3.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.99 0.93 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1821 1770 3494 3256 Flt Permitted 0.99 0.26 1.00 1.00 Satd. Flow (perm) 1821 479 3494 3256 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 43 115 11 576 1263 96 0 408 398 RTOR Reduction (vph) 0 0 0 0 2 0 0 7 0 0 107 0 Lane Group Flow (vph) 0 0 0 0 167 0 576 1352 0 0 699 0 Confl. Peds. (#/hr) 5 2 15 15 2 Turn Type Perm NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 24.4 105.6 105.6 71.2 Effective Green, g (s) 24.4 105.6 105.6 71.2 Actuated g/C Ratio 0.17 0.75 0.75 0.51 Clearance Time (s) 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 3.0 1.0 1.0 Lane Grp Cap (vph) 317 650 2635 1655 v/s Ratio Prot c0.20 0.39 0.21 v/s Ratio Perm 0.09 c0.47 v/c Ratio 0.53 0.89 0.51 0.42 Uniform Delay, d1 52.6 18.6 6.9 21.5 Progression Factor 1.00 1.54 0.75 0.82 Incremental Delay, d2 1.2 11.1 0.6 0.8 Delay (s) 53.8 39.8 5.8 18.4 Level of Service D D A B Approach Delay (s) 0.0 53.8 15.9 18.4 Approach LOS A D B B Intersection Summary HCM 2000 Control Delay 18.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 106: N Miami Ave & NE 36th St PM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' 144 19 + r" 'Pi ++ r iii t Volume (vph) 190 472 144 330 171 92 1096 147 198 639 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 7 4 3 8 8 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 12.0 5.0 12.0 12.0 12.0 12.0 12.0 5.0 12.0 Minimum Split (s) 8.0 20.5 8.0 20.5 20.5 20.7 20.7 20.7 8.0 20.7 Total Split (s) 13.1 54.2 13.1 54.2 54.2 81.7 81.7 81.7 11.0 92.7 Total Split (%) 8.2% 33.9% 8.2% 33.9% 33.9% 51.1% 51.1% 51.1% 6.9% 57.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.2 0.0 0.2 0.2 0.7 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min Min Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 106: N Miami Ave & NE 36th St 01 t o2 03 V 04(R) 11 s 81.7s 113.1 s 54.2s lir m6 1- m7 I m8(R) 92.7 s 113.1 s 54.2 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 106: N Miami Ave & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' +"ri 111 + r" 19 ++ r 11 Volume (vph) 190 472 96 144 330 171 92 1096 147 198 639 171 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1767 3426 1765 1863 1542 1766 3539 1550 1770 3410 Flt Permitted 0.30 1.00 0.29 1.00 1.00 0.34 1.00 1.00 0.08 1.00 Satd. Flow (perm) 554 3426 541 1863 1542 627 3539 1550 146 3410 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 196 487 99 148 340 176 95 1130 152 204 659 176 RTOR Reduction (vph) 0 11 0 0 0 105 0 0 57 0 16 0 Lane Group Flow (vph) 196 575 0 148 340 71 95 1130 95 204 819 0 Confl. Peds. (#/hr) 15 32 32 15 5 12 12 5 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 65.8 51.5 61.2 49.2 49.2 63.6 63.6 63.6 84.6 84.6 Effective Green, g (s) 65.8 51.5 61.2 49.2 49.2 63.6 63.6 63.6 84.6 84.6 Actuated g/C Ratio 0.41 0.32 0.38 0.31 0.31 0.40 0.40 0.40 0.53 0.53 Clearance Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.0 1.0 2.0 1.0 1.0 2.5 2.5 2.5 2.0 2.5 Lane Grp Cap (vph) 336 1102 298 572 474 249 1406 616 259 1803 v/s Ratio Prot c0.05 0.17 0.04 0.18 0.32 c0.09 0.24 v/s Ratio Perm c0.19 0.15 0.05 0.15 0.06 c0.33 v/c Ratio 0.58 0.52 0.50 0.59 0.15 0.38 0.80 0.15 0.79 0.45 Uniform Delay, d1 33.4 44.2 34.3 46.9 40.2 34.2 42.7 30.9 41.1 23.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 1.8 0.5 4.5 0.7 0.7 3.3 0.1 13.5 0.1 Delay (s) 35.1 46.0 34.7 51.4 40.9 34.9 46.0 31.0 54.6 23.5 Level of Service D D C DDCDCDC Approach Delay (s) 43.2 44.9 43.6 29.6 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 40.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 14.9 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 107: NE 1st Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 1 12 1 11 20 9 5 47 10 4 22 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 1 16 1 15 27 12 7 64 14 5 30 5 Pedestrians 10 4 2 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 1 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 167 150 45 144 146 77 46 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 167 150 45 144 146 77 46 82 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 98 100 98 96 99 100 100 cM capacity (veh/h) 746 727 1015 793 731 979 1549 1510 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 19 55 85 41 Volume Left 1 15 7 5 Volume Right 1 12 14 5 cSH 744 793 1549 1510 Volume to Capacity 0.03 0.07 0.00 0.00 Queue Length 95th (ft) 2 6 0 0 Control Delay (s) 10.0 9.9 0.6 1.0 Lane LOS A A A A Approach Delay (s) 10.0 9.9 0.6 1.0 Approach LOS A A Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 108: NE 1st Ave & NE 41 st St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 17 53 40 24 78 5 40 39 25 2 18 14 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 20 62 47 28 91 6 47 45 29 2 21 16 Pedestrians 6 4 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 98 112 305 282 95 333 302 95 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 98 112 305 282 95 333 302 95 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free °A) 99 98 92 92 97 100 96 98 cM capacity (veh/h) 1494 1473 601 604 954 549 589 961 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 128 124 121 40 Volume Left 20 28 47 2 Volume Right 47 6 29 16 cSH 1494 1473 661 697 Volume to Capacity 0.01 0.02 0.18 0.06 Queue Length 95th (ft) 1 1 17 5 Control Delay (s) 1.2 1.8 11.7 10.5 Lane LOS A A B B Approach Delay (s) 1.2 1.8 11.7 10.5 Approach LOS B B Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 28.4% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 109: NE 1st Ave & NE 40th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 60 17 24 57 21 32 75 22 24 53 19 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 22 82 23 33 78 29 44 103 30 33 73 26 Pedestrians 20 13 23 35 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 2 1 2 3 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 142 128 401 368 130 425 366 147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 142 128 401 368 130 425 366 147 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 98 90 80 97 92 86 97 cM capacity (veh/h) 1399 1429 437 514 892 397 515 859 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 127 140 177 132 Volume Left 22 33 44 33 Volume Right 23 29 30 26 cSH 1399 1429 529 518 Volume to Capacity 0.02 0.02 0.33 0.25 Queue Length 95th (ft) 1 2 36 25 Control Delay (s) 1.4 1.9 15.2 14.3 Lane LOS A A C B Approach Delay (s) 1.4 1.9 15.2 14.3 Approach LOS C B Intersection Summary Average Delay 8.7 Intersection Capacity Utilization 29.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 110: NE 1st Ave & NE 39th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 19 71 30 24 136 35 20 56 10 17 54 14 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 24 89 38 30 170 44 25 70 12 21 68 18 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 150 244 108 106 Volume Left (vph) 24 30 25 21 Volume Right (vph) 38 44 13 18 Hadj (s) -0.08 -0.05 0.01 -0.02 Departure Headway (s) 4.7 4.6 5.0 5.0 Degree Utilization, x 0.19 0.31 0.15 0.15 Capacity (veh/h) 718 742 659 659 Control Delay (s) 8.8 9.6 8.9 8.8 Approach Delay (s) 8.8 9.6 8.9 8.8 Approach LOS A A A A Intersection Summary Delay 9.2 Level of Service A Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 111: NE 1st Ave & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 11 52 10 8 64 25 43 46 10 21 60 33 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 12 58 11 9 72 28 48 52 11 24 67 37 Pedestrians 20 14 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 2 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 650 pX, platoon unblocked vC, conflicting volume 104 70 283 211 78 248 202 110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 104 70 283 211 78 248 202 110 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 92 92 99 96 90 96 cM capacity (veh/h) 1483 1531 576 674 971 638 682 925 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 82 109 111 128 Volume Left 12 9 48 24 Volume Right 11 28 11 37 cSH 1483 1531 646 728 Volume to Capacity 0.01 0.01 0.17 0.18 Queue Length 95th (ft) 1 0 15 16 Control Delay (s) 1.2 0.6 11.7 11.0 Lane LOS A A B B Approach Delay (s) 1.2 0.6 11.7 11.0 Approach LOS B B Intersection Summary Average Delay 6.7 Intersection Capacity Utilization 25.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 112: NE 1st Ave & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" Volume (veh/h) 25 703 100 148 649 29 41 21 79 12 22 40 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 26 725 103 153 669 30 42 22 81 12 23 41 Pedestrians 34 23 66 13 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 3 2 6 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 650 806 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC, conflicting volume 712 894 1620 1911 503 1531 1948 396 vC1, stage 1 conf vol 894 894 1002 1002 vC2, stage 2 conf vol 726 1017 529 945 vCu, unblocked vol 712 618 1439 1768 176 1339 1810 396 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 81 78 89 88 93 86 93 cM capacity (veh/h) 874 801 193 195 686 186 167 579 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 26 483 345 153 446 253 145 76 Volume Left 26 0 0 153 0 0 42 12 Volume Right 0 0 103 0 0 30 81 41 cSH 874 1700 1700 801 1700 1700 324 279 Volume to Capacity 0.03 0.28 0.20 0.19 0.26 0.15 0.45 0.27 Queue Length 95th (ft) 2 0 0 18 0 0 56 27 Control Delay (s) 9.2 0.0 0.0 10.6 0.0 0.0 24.9 22.7 Lane LOS A B C C Approach Delay (s) 0.3 1.9 24.9 22.7 Approach LOS C C Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 113: NE 2nd Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 Volume (veh/h) 11 1 19 11 1 0 34 394 9 2 294 19 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 12 1 20 12 1 0 37 424 10 2 316 20 Pedestrians 23 20 5 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 2 2 0 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 768 pX, platoon unblocked vC, conflicting volume 853 880 354 878 885 450 360 453 vC1, stage 1 conf vol 354 354 522 522 vC2, stage 2 conf vol 499 526 357 364 vCu, unblocked vol 853 880 354 878 885 450 360 453 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 97 100 97 97 100 100 97 100 cM capacity (veh/h) 460 441 673 435 434 598 1176 1089 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 33 13 37 433 339 Volume Left 12 12 37 0 2 Volume Right 20 0 0 10 20 cSH 570 435 1176 1700 1089 Volume to Capacity 0.06 0.03 0.03 0.25 0.00 Queue Length 95th (ft) 5 2 2 0 0 Control Delay (s) 11.7 13.5 8.2 0.0 0.1 Lane LOS B B A A Approach Delay (s) 11.7 13.5 0.6 0.1 Approach LOS B B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 114: NE 2nd Ave & NE 41 st St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 30 98 92 401 310 28 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 33 108 101 441 341 31 Pedestrians 20 33 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 2 3 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 534 pX, platoon unblocked 0.95 vC, conflicting volume 1019 409 391 vC1, stage 1 conf vol 376 vC2, stage 2 conf vol 643 vCu, unblocked vol 992 409 391 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 92 82 91 cM capacity (veh/h) 426 614 1148 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 141 542 371 Volume Left 33 101 0 Volume Right 108 0 31 cSH 557 1148 1700 Volume to Capacity 0.25 0.09 0.22 Queue Length 95th (ft) 25 7 0 Control Delay (s) 13.6 2.4 0.0 Lane LOS B A Approach Delay (s) 13.6 2.4 0.0 Approach LOS B Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 115: NE 2nd Ave & NE 40th St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 43 67 58 458 381 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 46 72 62 492 410 37 Pedestrians 8 12 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 258 pX, platoon unblocked 0.91 vC, conflicting volume 1053 448 454 vC1, stage 1 conf vol 436 vC2, stage 2 conf vol 617 vCu, unblocked vol 1011 448 454 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 89 88 94 cM capacity (veh/h) 437 601 1099 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 118 555 446 Volume Left 46 62 0 Volume Right 72 0 37 cSH 524 1099 1700 Volume to Capacity 0.23 0.06 0.26 Queue Length 95th (ft) 21 5 0 Control Delay (s) 13.9 1.6 0.0 Lane LOS B A Approach Delay (s) 13.9 1.6 0.0 Approach LOS B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 116: NE 2nd Ave & NE 39th St PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Volume (vph) 17 67 39 153 17 297 103 313 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.2 22.2 22.2 22.2 22.0 22.0 22.0 22.0 Total Split (s) 31.1 31.1 31.1 31.1 58.9 58.9 58.9 58.9 Total Split (%) 34.6% 34.6% 34.6% 34.6% 65.4% 65.4% 65.4% 65.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.2 4.2 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 116: NE 2nd Ave & NE 39th St 1 m2 (R) -m4 58.9 s 31.1 s 1 7I06 (R) 08 58.9 s 31.1 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 116: NE 2nd Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' Volume (vph) 17 67 30 39 153 202 17 297 32 103 313 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 Frpb, ped/bikes 0.99 0.97 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 0.99 Frt 0.96 0.93 0.99 0.99 Flt Protected 0.99 1.00 1.00 0.99 Satd. Flow (prot) 1758 1662 1810 3375 Flt Permitted 0.91 0.96 0.97 0.79 Satd. Flow (perm) 1615 1604 1762 2689 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) 18 72 32 42 165 217 18 319 34 111 337 38 RTOR Reduction (vph) 0 14 0 0 43 0 0 4 0 0 7 0 Lane Group Flow (vph) 0 108 0 0 381 0 0 367 0 0 479 0 Confl. Peds. (#/hr) 18 22 22 18 61 34 34 61 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 26.0 26.0 55.8 55.8 Effective Green, g (s) 26.0 26.0 55.8 55.8 Actuated g/C Ratio 0.29 0.29 0.62 0.62 Clearance Time (s) 4.2 4.2 4.0 4.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 466 463 1092 1667 v/s Ratio Prot v/s Ratio Perm 0.07 c0.24 c0.21 0.18 v/c Ratio 0.23 0.82 0.34 0.29 Uniform Delay, d1 24.4 29.9 8.2 7.9 Progression Factor 1.00 1.76 1.00 1.00 Incremental Delay, d2 0.2 9.7 0.8 0.4 Delay (s) 24.6 62.3 9.0 8.3 Level of Service C E A A Approach Delay (s) 24.6 62.3 9.0 8.3 Approach LOS C E A A Intersection Summary HCM 2000 Control Delay 26.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.2 Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 117: NE 2nd Ave & NE 38th St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 1' Volume (veh/h) 41 69 64 263 360 43 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 43 72 67 274 375 45 Pedestrians 6 5 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 498 310 pX, platoon unblocked 0.93 0.99 0.99 vC, conflicting volume 811 221 426 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 735 204 411 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 91 94 cM capacity (veh/h) 309 790 1132 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 115 341 250 170 Volume Left 43 67 0 0 Volume Right 72 0 0 45 cSH 500 1132 1700 1700 Volume to Capacity 0.23 0.06 0.15 0.10 Queue Length 95th (ft) 22 5 0 0 Control Delay (s) 14.3 2.1 0.0 0.0 Lane LOS B A Approach Delay (s) 14.3 2.1 0.0 Approach LOS B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour 1- r Lor Lane Group EBL2 EBL EBT WBT NBT NBR SBL2 SBL SBT SBR SWL2 SWL Lane Configurations 4' i 144 4 g 4+ ft 11 11 Volume (vph) 50 125 591 429 197 220 5 123 205 97 76 150 Turn Type pm+pt pm+pt NA NA NA custom Perm Split NA pt+ov Split NA Protected Phases 5 5 2 6 8 8 4 4 4 5 3 3 Permitted Phases 2 2 8 8 4 Detector Phase 5 5 2 6 8 8 4 4 4 4 5 3 3 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 4.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 20.0 20.0 26.6 26.6 20.0 20.0 23.5 23.5 23.5 20.5 20.5 Total Split (s) 18.0 18.0 77.0 59.0 31.0 31.0 29.5 29.5 29.5 22.5 22.5 Total Split (%) 11.3% 11.3% 48.1% 36.9% 19.4% 19.4% 18.4% 18.4% 18.4% 14.1% 14.1% Yellow Time (s) 3.0 3.0 4.0 4.0 3.5 3.5 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 2.6 2.6 0.5 0.5 1.5 1.5 1.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.6 6.6 4.0 4.0 5.5 4.5 4.5 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None None Min Min Min Min Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 37 (23%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 115 Control Type: Actuated -Coordinated Splits and Phases: 118: NE 2nd Ave & NE 36th St & Federal Hwy 03 �m4 �m8 m2 [R] 77 s 22.5 s 129.5 s 131 s m5 V o6(R] 18s 59s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour 4/ Lane Group SWR LaneNonfigurations Volume (vph) 115 Turn Type Perm Protected Phases Permitted Phases 3 Detector Phase 3 Switch Phase Minimum Initial (s) 7.0 Minimum Split (s) 20.5 Total Split (s) 22.5 Total Split (%) 14.1% Yellow Time (s) 4.0 All -Red Time (s) 0.5 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode Min Intersection Summary K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR NBR2 SBL2 Lane Configurations t'ri 14, 4 g Volume (vph) 50 125 591 192 429 80 42 146 197 220 50 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.6 6.6 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 0.97 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.97 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1770 3317 3344 1824 1583 Flt Permitted 0.20 1.00 1.00 0.98 1.00 Satd. Flow (perm) 366 3317 3344 1824 1583 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 53 133 629 204 456 85 45 155 210 234 53 5 RTOR Reduction (vph) 0 0 23 0 5 0 0 0 0 82 0 0 Lane Group Flow (vph) 0 186 810 0 581 0 0 0 365 205 0 0 Confl. Peds. (#/hr) 21 42 21 1 1 Turn Type pm+pt pm+pt NA NA custom NA custom Perm Protected Phases 5 5 2 6 8 8 8 Permitted Phases 2 2 8 8 8 4 Actuated Green, G (s) 54.4 54.4 37.1 43.7 43.7 Effective Green, g (s) 54.4 54.4 37.1 43.7 43.7 Actuated g/C Ratio 0.34 0.34 0.23 0.27 0.27 Clearance Time (s) 3.0 6.6 6.6 4.0 4.0 Vehicle Extension (s) 2.0 1.0 1.0 3.0 3.0 Lane Grp Cap (vph) 249 1127 775 498 432 v/s Ratio Prot c0.07 0.24 0.17 c0.20 0.13 v/s Ratio Perm c0.19 v/c Ratio 0.75 0.72 0.75 0.73 0.47 Uniform Delay, d1 40.9 46.1 57.1 52.8 48.6 Progression Factor 1.00 1.00 0.92 1.00 1.00 Incremental Delay, d2 10.2 4.0 3.7 5.5 0.8 Delay (s) 51.1 50.1 56.1 58.4 49.4 Level of Service D D E E D Approach Delay (s) 50.3 56.1 54.4 Approach LOS D E D Intersection Summary HCM 2000 Control Delay 57.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 23.6 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour Movement SBL SBT SBR SWL2 SWL SWR SWR2 Lane Configurations r 19 19 rr Volume (vph) 123 205 97 76 150 115 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.90 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 0.95 1.00 Satd. Flow (prot) 3473 1583 1770 1770 1418 Flt Permitted 0.98 1.00 0.95 0.95 1.00 Satd. Flow (perm) 3473 1583 1770 1770 1418 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 131 218 103 81 160 122 4 RTOR Reduction (vph) 0 0 64 0 0 96 0 Lane Group Flow (vph) 0 354 39 81 160 30 0 Confl. Peds. (#/hr) 1 11 39 Turn Type Split NA pt+ov Split NA Perm Protected Phases 4 4 4 5 3 3 Permitted Phases 3 Actuated Green, G (s) 21.4 35.7 19.9 19.9 19.9 Effective Green, g (s) 21.4 35.7 19.9 19.9 19.9 Actuated g/C Ratio 0.13 0.22 0.12 0.12 0.12 Clearance Time (s) 5.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 464 353 220 220 176 v/s Ratio Prot c0.10 0.02 0.05 c0.09 v/s Ratio Perm 0.02 v/c Ratio 0.76 0.11 0.37 0.73 0.17 Uniform Delay, d1 66.9 49.5 64.3 67.4 62.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 0.1 0.8 10.7 0.3 Delay (s) 73.8 49.6 65.0 78.1 63.0 Level of Service E D E E E Approach Delay (s) 68.4 70.0 Approach LOS E E Intersection Summary K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 119: Federal Hwy & NE 39th St PM Peak Hour 1- t Lor Lane Group EBL EBR WBL WBT NBL NBT SBL2 SBT Lane Configurations r 19 "t Volume (vph) 60 19 46 222 31 437 1 236 Turn Type custom custom Split NA Perm NA Perm NA Protected Phases 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.8 22.8 22.8 22.8 Total Split (s) 24.0 24.0 25.0 25.0 41.0 41.0 41.0 41.0 Total Split (%) 26.7% 26.7% 27.8% 27.8% 45.6% 45.6% 45.6% 45.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.6 0.8 0.8 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 66 (73%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 119: Federal Hwy & NE 39th St 1 m2 (R) o4 08 41s I24s 125s 1 7I 06 (R) 41 s 1 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 119: Federal Hwy & NE 39th St PM Peak Hour r Lr Movement EBL2 EBL EBR WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations r 19 "F Volume (vph) 115 60 19 46 222 20 31 437 3 1 236 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.99 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1832 1854 3311 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.95 Satd. Flow (perm) 1770 1583 1770 1832 1774 3161 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 131 68 22 52 252 23 35 497 3 1 268 145 RTOR Reduction (vph) 0 0 18 0 0 0 0 0 0 0 68 0 Lane Group Flow (vph) 0 199 4 52 275 0 0 535 0 0 346 0 Confl. Peds. (#/hr) 10 10 6 6 Turn Type Prot custom custom Split NA Perm NA Perm NA Protected Phases 4 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Actuated Green, G (s) 14.6 14.6 17.3 17.3 44.1 44.1 Effective Green, g (s) 14.6 14.6 17.3 17.3 44.1 44.1 Actuated g/C Ratio 0.16 0.16 0.19 0.19 0.49 0.49 Clearance Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Vehicle Extension (s) 2.5 2.5 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 287 256 340 352 869 1548 v/s Ratio Prot c0.11 0.00 0.03 c0.15 v/s Ratio Perm c0.30 0.11 v/c Ratio 0.69 0.01 0.15 0.78 0.62 0.22 Uniform Delay, d1 35.6 31.7 30.3 34.6 16.8 13.1 Progression Factor 0.94 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 0.0 0.2 10.4 3.3 0.3 Delay (s) 39.9 31.7 30.4 44.9 20.0 13.5 Level of Service D C C D C B Approach Delay (s) 42.6 20.0 13.5 Approach LOS D C B Intersection Summary HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 120: Biscayne Blvd & NE 38th St PM Peak Hour Lane Group WBL WBT WBR NBL NBT SBL SBT Lane Configurations 19 r 19 4 'Pi 144 Volume (vph) 434 148 348 60 1411 318 1227 Turn Type Perm NA Perm Perm NA pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 15.0 15.0 5.0 15.0 Minimum Split (s) 26.6 26.6 26.6 20.7 20.7 8.0 20.7 Total Split (s) 35.0 35.0 35.0 100.0 100.0 25.0 125.0 Total Split (%) 21.9% 21.9% 21.9% 62.5% 62.5% 15.6% 78.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 110 Control Type: Actuated -Coordinated Splits and Phases: 120: Biscayne Blvd & NE 38th St 01 ! I 02 (R) 25 s 100 s lir 06 (R) w 1- 08 125s I35s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 120: Biscayne Blvd & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 + ft 19 144 11 t Volume (vph) 0 0 0 434 148 348 60 1411 367 318 1227 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1527 1766 3407 1770 3509 Flt Permitted 0.95 1.00 1.00 0.21 1.00 0.04 1.00 Satd. Flow (perm) 1770 1863 1527 387 3407 76 3509 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 0 443 151 355 61 1440 374 324 1252 67 RTOR Reduction (vph) 0 0 0 0 0 192 0 15 0 0 2 0 Lane Group Flow (vph) 0 0 0 443 151 163 61 1799 0 324 1317 0 Confl. Peds. (#/hr) 11 22 15 15 22 Turn Type Perm NA Perm Perm NA pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G (s) 30.4 30.4 30.4 95.3 95.3 120.3 120.3 Effective Green, g (s) 30.4 30.4 30.4 95.3 95.3 120.3 120.3 Actuated g/C Ratio 0.19 0.19 0.19 0.60 0.60 0.75 0.75 Clearance Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 Lane Grp Cap (vph) 336 353 290 230 2029 290 2638 v/s Ratio Prot 0.08 0.53 c0.15 0.38 v/s Ratio Perm c0.25 0.11 0.16 c0.69 v/c Ratio 1.32 0.43 0.56 0.27 0.89 1.12 0.50 Uniform Delay, d1 64.8 57.1 58.8 15.5 27.7 58.7 7.9 Progression Factor 1.00 1.00 1.00 0.35 0.31 1.00 1.00 Incremental Delay, d2 162.8 0.6 2.0 1.0 2.5 88.2 0.7 Delay (s) 227.6 57.7 60.8 6.5 10.9 146.9 8.6 Level of Service F E E A B F A Approach Delay (s) 0.0 138.2 10.8 35.8 Approach LOS A F B D Intersection Summary HCM 2000 Control Delay 47.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 103.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 121: Biscayne Blvd & NE 36th St PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume (vph) 140 385 216 291 98 347 205 1324 359 298 1056 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22.8 Total Split (s) 38.0 38.0 38.0 25.0 25.0 25.0 28.0 69.0 69.0 28.0 69.0 Total Split (%) 23.8% 23.8% 23.8% 15.6% 15.6% 15.6% 17.5% 43.1% 43.1% 17.5% 43.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 124 (78%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated -Coordinated Splits and Phases: 121: Biscayne Blvd & NE 36th St 01 t 02 V 404 [R] 1708 28s 69s I38s 125s l 05 / 06 28s 69s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 121: Biscayne Blvd & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume (vph) 140 385 216 291 98 347 205 1324 359 298 1056 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.90 1.00 1.00 0.92 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 0.98 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1512 1681 1726 1428 1770 3539 1462 1770 3413 Flt Permitted 0.95 1.00 1.00 0.95 0.98 1.00 0.06 1.00 1.00 0.06 1.00 Satd. Flow (perm) 1770 1863 1512 1681 1726 1428 116 3539 1462 111 3413 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 152 418 235 316 107 377 223 1439 390 324 1148 239 RTOR Reduction (vph) 0 0 139 0 0 299 0 0 141 0 10 0 Lane Group Flow (vph) 152 418 96 209 214 78 223 1439 249 324 1377 0 Confl. Peds. (#/hr) 33 14 14 33 18 13 13 18 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 33.2 33.2 33.2 20.0 20.0 20.0 83.7 64.2 64.2 92.2 69.7 Effective Green, g (s) 33.2 33.2 33.2 20.0 20.0 20.0 83.7 64.2 64.2 92.2 69.7 Actuated g/C Ratio 0.21 0.21 0.21 0.12 0.12 0.12 0.52 0.40 0.40 0.58 0.44 Clearance Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 Lane Grp Cap(vph) 367 386 313 210 215 178 262 1420 586 323 1486 v/s Ratio Prot 0.09 c0.22 c0.12 0.12 0.10 0.41 c0.16 0.40 v/s Ratio Perm 0.06 0.05 0.34 0.17 c0.42 v/c Ratio 0.41 1.08 0.31 1.00 1.00 0.44 0.85 1.01 0.42 1.00 0.93 Uniform Delay, d1 55.0 63.4 53.6 70.0 70.0 64.8 49.6 47.9 34.6 55.6 42.7 Progression Factor 1.20 1.21 2.43 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.97 Incremental Delay, d2 2.9 66.1 2.1 60.5 59.8 2.0 21.7 27.2 0.2 42.6 7.4 Delay (s) 68.8 143.1 132.5 130.4 129.7 66.8 71.2 75.1 34.7 95.6 48.8 Level of Service E F F F F E E E C F D Approach Delay (s) 125.9 100.3 67.0 57.6 Approach LOS F F E E Intersection Summary HCM 2000 Control Delay 77.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn Timings Background Conditions 122: N Miami Ave & 195 Off Ramp PM Peak Hour 1 Lane Group EBL EBR NBT SBT Lane Configurations vir 44 Volume (vph) 409 559 1441 407 Turn Type NA Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 Detector Phase 4 4 2 6 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 Minimum Split (s) 21.0 21.0 20.5 20.5 Total Split (s) 36.0 36.0 104.0 104.0 Total Split (%) 25.7% 25.7% 74.3% 74.3% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 0.4 0.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.4 4.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 107 (76%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 122: N Miami Ave & 195 Off Ramp 1 m2 (R) 04 104s 36s 1 1 7I06 (R) 104 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Signalized Intersection Capacity Analysis Background Conditions 122: N Miami Ave & 195 Off Ramp PM Peak Hour Movement 4\ I t EBL EBR NBL NBT SBT SBR Lane Configurations 19r 44' 44' Volume (vph) 409 559 0 1441 407 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.4 4.4 Lane Util. Factor 0.97 0.91 0.95 0.95 Frt 0.94 0.85 1.00 1.00 Flt Protected 0.97 1.00 1.00 1.00 Satd. Flow (prot) 3305 1441 3539 3539 Fit Permitted 0.97 1.00 1.00 1.00 Satd. Flow (perm) 3305 1441 3539 3539 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 426 582 0 1501 424 0 RTOR Reduction (vph) 72 248 0 0 0 0 Lane Group Flow (vph) 616 72 0 1501 424 0 Turn Type NA Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G (s) 31.5 31.5 99.1 99.1 Effective Green, g (s) 31.5 31.5 99.1 99.1 Actuated g/C Ratio 0.22 0.22 0.71 0.71 Clearance Time (s) 5.0 5.0 4.4 4.4 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 743 324 2505 2505 v/s Ratio Prot c0.19 c0.42 0.12 v/s Ratio Perm 0.05 v/c Ratio 0.83 0.22 0.60 0.17 Uniform Delay, d1 51.7 44.3 10.4 6.8 Progression Factor 1.00 1.00 1.00 0.61 Incremental Delay, d2 7.5 0.3 1.1 0.1 Delay (s) 59.1 44.5 11.4 4.3 Level of Service E D B A Approach Delay (s) 54.5 11.4 4.3 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 9.4 Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 123: NW 1st Ave & NE 39th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 1 63 6 17 47 10 9 72 46 4 24 3 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 1 77 7 21 57 12 11 88 56 5 29 4 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 85 90 155 38 Volume Left (vph) 1 21 11 5 Volume Right (vph) 7 12 56 4 Hadj (s) -0.01 0.00 -0.17 0.00 Departure Headway (s) 4.4 4.4 4.2 4.5 Degree Utilization, x 0.10 0.11 0.18 0.05 Capacity (veh/h) 775 765 822 754 Control Delay (s) 7.9 8.0 8.1 7.7 Approach Delay (s) 7.9 8.0 8.1 7.7 Approach LOS A A A A Intersection Summary Delay 8.0 Level of Service A Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 124: Biscayne Blvd & NE 37th Street PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 44 1'"+ Volume (veh/h) 0 0 0 1838 1602 3 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 0 1935 1686 3 Pedestrians 33 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 431 249 pX, platoon unblocked 0.68 0.85 0.85 vC, conflicting volume 2688 878 1722 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1544 501 1495 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free °A) 100 100 100 cM capacity (veh/h) 72 438 378 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total 967 967 1124 565 Volume Left 0 0 0 0 Volume Right 0 0 0 3 cSH 1700 1700 1700 1700 Volume to Capacity 0.57 0.57 0.66 0.33 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 125: Federal Hwy & NE 37th Street PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations 11Yr ++ Volume (veh/h) 0 3 380 0 0 345 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 3 404 0 0 367 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 457 373 pX, platoon unblocked vC, conflicting volume 588 404 404 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 588 404 404 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh/h) 440 596 1151 Direction, Lane # WB 1 NB 1 SB 1 SB 2 Volume Total 3 404 184 184 Volume Left 0 0 0 0 Volume Right 3 0 0 0 cSH 596 1700 1700 1700 Volume to Capacity 0.01 0.24 0.11 0.11 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 11.1 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 11.1 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Background Conditions.syn APPENDIX K: Future Total Conditions Analysis HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 101: N Miami Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 41, 41, Volume (veh/h) 7 2 15 16 1 9 16 1071 11 3 528 7 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 8 2 16 17 1 10 17 1164 12 3 574 8 Pedestrians 3 4 9 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 1 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 766 pX, platoon unblocked 0.86 0.86 0.86 0.86 0.86 0.86 vC, conflicting volume 1216 1802 303 1529 1800 594 585 1180 vC1, stage 1 conf vol 587 587 1209 1209 vC2, stage 2 conf vol 629 1215 320 591 vCu, unblocked vol 924 1605 303 1287 1603 199 585 881 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 99 98 93 100 99 98 100 cM capacity (veh/h) 394 254 686 232 255 691 984 653 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 26 28 599 594 290 295 Volume Left 8 17 17 0 3 0 Volume Right 16 10 0 12 0 8 cSH 505 303 984 1700 653 1700 Volume to Capacity 0.05 0.09 0.02 0.35 0.00 0.17 Queue Length 95th (ft) 4 8 1 0 0 0 Control Delay (s) 12.5 18.1 0.5 0.0 0.2 0.0 Lane LOS B C A A Approach Delay (s) 12.5 18.1 0.2 0.1 Approach LOS B C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 102: N Miami Ave & NE 41 st St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 il, 11 14, Volume (veh/h) 30 9 16 80 10 80 3 997 49 42 500 16 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 33 10 18 88 11 88 3 1096 54 46 549 18 Pedestrians 4 10 3 7 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 0 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 528 pX, platoon unblocked 0.83 0.83 0.83 0.83 0.83 0.83 vC, conflicting volume 1309 1821 291 1532 1802 592 571 1159 vC1, stage 1 conf vol 655 655 1139 1139 vC2, stage 2 conf vol 655 1166 393 663 vCu, unblocked vol 961 1577 291 1229 1555 95 571 780 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free °A) 90 96 97 67 96 89 100 93 cM capacity (veh/h) 332 241 702 268 271 771 994 685 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 60 187 3 730 419 46 366 201 Volume Left 33 88 3 0 0 46 0 0 Volume Right 18 88 0 0 54 0 0 18 cSH 366 387 994 1700 1700 685 1700 1700 Volume to Capacity 0.17 0.48 0.00 0.43 0.25 0.07 0.22 0.12 Queue Length 95th (ft) 15 64 0 0 0 5 0 0 Control Delay (s) 16.8 22.7 8.6 0.0 0.0 10.6 0.0 0.0 Lane LOS C C A B Approach Delay (s) 16.8 22.7 0.0 0.8 Approach LOS C C Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 103: N Miami Ave & NE 40th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 il, 11 14, Volume (veh/h) 8 6 28 44 6 30 13 994 46 28 551 16 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 9 6 30 47 6 32 14 1069 49 30 592 17 Pedestrians 5 17 13 6 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 0 1 1 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 265 pX, platoon unblocked 0.82 0.82 0.82 0.82 0.82 0.82 vC, conflicting volume 1270 1830 323 1541 1813 582 615 1135 vC1, stage 1 conf vol 666 666 1139 1139 vC2, stage 2 conf vol 604 1163 403 675 vCu, unblocked vol 881 1566 323 1213 1546 38 615 715 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 97 95 82 98 96 99 96 cM capacity (veh/h) 360 253 663 269 270 821 957 709 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 45 86 14 713 406 30 395 215 Volume Left 9 47 14 0 0 30 0 0 Volume Right 30 32 0 0 49 0 0 17 cSH 476 360 957 1700 1700 709 1700 1700 Volume to Capacity 0.09 0.24 0.01 0.42 0.24 0.04 0.23 0.13 Queue Length 95th (ft) 8 23 1 0 0 3 0 0 Control Delay (s) 13.3 18.1 8.8 0.0 0.0 10.3 0.0 0.0 Lane LOS B C A B Approach Delay (s) 13.3 18.1 0.1 0.5 Approach LOS B C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 104: N Miami Ave & NE 39th St PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations 1 "ri ' 19 144 Volume (vph) 18 26 113 39 15 1003 15 609 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.5 26.5 26.5 26.5 22.5 22.5 22.5 22.5 Total Split (s) 12.0 12.0 12.0 12.0 58.0 58.0 58.0 58.0 Total Split (%) 17.1% 17.1% 17.1% 17.1% 82.9% 82.9% 82.9% 82.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 0.5 0.1 0.1 0.1 0.1 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 70 Actuated Cycle Length: 70 Offset: 1 (1%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 104: N Miami Ave & NE 39th St 1 m2 (R) 04 58s 12 s 1 1 7I 06 (R) 08 1- 58s 12s 1 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 104: N Miami Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' "ri 4, 19 il, 11 1 Volume (vph) 18 26 75 113 39 44 15 1003 52 15 609 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.98 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 0.99 1.00 0.99 0.99 1.00 1.00 1.00 Frt 1.00 0.89 0.97 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.97 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1753 1626 1736 1759 3505 1763 3526 Flt Permitted 0.63 1.00 0.77 0.38 1.00 0.19 1.00 Satd. Flow (perm) 1167 1626 1368 695 3505 359 3526 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) 19 27 79 119 41 46 16 1056 55 16 641 13 RTOR Reduction (vph) 0 56 0 0 12 0 0 10 0 0 4 0 Lane Group Flow (vph) 19 50 0 0 194 0 16 1101 0 16 650 0 Confl. Peds. (#/hr) 15 12 12 15 8 12 12 8 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 20.7 20.7 20.7 40.7 40.7 40.7 40.7 Effective Green, g (s) 20.7 20.7 20.7 40.7 40.7 40.7 40.7 Actuated g/C Ratio 0.30 0.30 0.30 0.58 0.58 0.58 0.58 Clearance Time (s) 4.5 4.5 4.5 4.1 4.1 4.1 4.1 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 345 480 404 404 2037 208 2050 v/s Ratio Prot 0.03 c0.31 0.18 v/s Ratio Perm 0.02 c0.14 0.02 0.04 v/c Ratio 0.06 0.10 0.48 0.04 0.54 0.08 0.32 Uniform Delay, d1 17.6 17.9 20.2 6.3 8.9 6.4 7.5 Progression Factor 1.00 1.00 1.00 0.80 0.69 1.00 1.00 Incremental Delay, d2 0.0 0.1 0.7 0.2 0.9 0.7 0.4 Delay (s) 17.7 18.0 20.9 5.2 7.1 7.1 7.9 Level of Service B B C A A A A Approach Delay (s) 17.9 20.9 7.1 7.9 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.6 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 105: N Miami Ave & NE 38th St PM Peak Hour at I. Lane Group WBT NBL NBT SBT Lane Configurations 19 4 Volume (vph) 128 559 1237 418 Turn Type NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 2 Detector Phase 8 5 2 6 Switch Phase Minimum Initial (s) 7.0 5.0 12.0 12.0 Minimum Split (s) 21.0 8.0 21.0 21.0 Total Split (s) 15.0 53.0 125.0 72.0 Total Split (%) 10.7% 37.9% 89.3% 51.4% Yellow Time (s) 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 121 (86%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 105: N Miami Ave & NE 38th St m2 (R) V 125s l 05 06 [R ] 08 53s 72s 115s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 105: N Miami Ave & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 19 i Volume (vph) 0 0 0 56 128 11 559 1237 103 0 418 402 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 3.0 5.0 5.0 Lane Util. Factor 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.99 0.93 Flt Protected 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1821 1770 3490 3258 Flt Permitted 0.99 0.21 1.00 1.00 Satd. Flow (perm) 1821 397 3490 3258 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 58 132 11 576 1275 106 0 431 414 RTOR Reduction (vph) 0 0 0 0 2 0 0 9 0 0 110 0 Lane Group Flow (vph) 0 0 0 0 199 0 576 1372 0 0 735 0 Confl. Peds. (#/hr) 5 2 15 15 2 Turn Type Perm NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G (s) 30.0 100.0 100.0 62.1 Effective Green, g (s) 30.0 100.0 100.0 62.1 Actuated g/C Ratio 0.21 0.71 0.71 0.44 Clearance Time (s) 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 3.0 1.0 1.0 Lane Grp Cap (vph) 390 625 2492 1445 v/s Ratio Prot c0.23 0.39 0.23 v/s Ratio Perm 0.11 c0.43 v/c Ratio 0.51 0.92 0.55 0.51 Uniform Delay, d1 48.5 26.2 9.4 28.0 Progression Factor 1.00 1.05 0.81 0.86 Incremental Delay, d2 0.8 15.7 0.7 1.3 Delay (s) 49.4 43.2 8.3 25.2 Level of Service D D A C Approach Delay (s) 0.0 49.4 18.6 25.2 Approach LOS A D B C Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 106: N Miami Ave & NE 36th St PM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' 144 19 + r" 'Pi ++ r iii t Volume (vph) 192 472 144 330 171 92 1104 147 203 662 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Detector Phase 7 4 3 8 8 2 2 2 1 6 Switch Phase Minimum Initial (s) 5.0 12.0 5.0 12.0 12.0 12.0 12.0 12.0 5.0 12.0 Minimum Split (s) 8.0 20.5 8.0 20.5 20.5 20.7 20.7 20.7 8.0 20.7 Total Split (s) 13.1 54.2 13.1 54.2 54.2 81.7 81.7 81.7 11.0 92.7 Total Split (%) 8.2% 33.9% 8.2% 33.9% 33.9% 51.1% 51.1% 51.1% 6.9% 57.9% Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 0.2 0.0 0.2 0.2 0.7 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C-Min C-Min Min Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 106: N Miami Ave & NE 36th St 01 t o2 03 V 04(R) 11 s 81.7s 113.1 s 54.2s lir m6 1- m7 I m8(R) 92.7s 113.1 s 54.2s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 106: N Miami Ave & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' +"ri 1 + rr 19 ++ r 11 Volume (vph) 192 472 96 144 330 171 92 1104 147 203 662 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1767 3425 1765 1863 1541 1766 3539 1550 1770 3408 Flt Permitted 0.28 1.00 0.28 1.00 1.00 0.33 1.00 1.00 0.08 1.00 Satd. Flow (perm) 524 3425 526 1863 1541 608 3539 1550 146 3408 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 198 487 99 148 340 176 95 1138 152 209 682 185 RTOR Reduction (vph) 0 11 0 0 0 104 0 0 57 0 16 0 Lane Group Flow (vph) 198 575 0 148 340 72 95 1138 95 209 851 0 Confl. Peds. (#/hr) 15 32 32 15 5 12 12 5 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm pm+pt NA Protected Phases 7 4 3 8 2 1 6 Permitted Phases 4 8 8 2 2 6 Actuated Green, G (s) 64.1 49.6 59.3 47.2 47.2 64.2 64.2 64.2 86.4 86.4 Effective Green, g (s) 64.1 49.6 59.3 47.2 47.2 64.2 64.2 64.2 86.4 86.4 Actuated g/C Ratio 0.40 0.31 0.37 0.30 0.30 0.40 0.40 0.40 0.54 0.54 Clearance Time (s) 3.0 4.2 3.0 4.2 4.2 4.7 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.0 1.0 2.0 1.0 1.0 2.5 2.5 2.5 2.0 2.5 Lane Grp Cap (vph) 322 1061 288 549 454 243 1420 621 273 1840 v/s Ratio Prot c0.06 0.17 0.04 0.18 c0.32 c0.09 0.25 v/s Ratio Perm c0.19 0.15 0.05 0.16 0.06 0.32 v/c Ratio 0.61 0.54 0.51 0.62 0.16 0.39 0.80 0.15 0.77 0.46 Uniform Delay, d1 34.7 45.8 35.6 48.7 41.7 34.0 42.3 30.6 40.9 22.6 Progression Factor 1.00 1.00 1.21 1.15 2.18 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 2.0 0.6 4.7 0.7 0.8 3.3 0.1 10.9 0.1 Delay (s) 37.1 47.8 43.7 60.5 91.5 34.8 45.5 30.6 51.8 22.7 Level of Service D D D E F CDCDC Approach Delay (s) 45.1 65.0 43.2 28.4 Approach LOS D E D C Intersection Summary HCM 2000 Control Delay 43.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 14.9 Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 107: NE 1st Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 1 12 1 13 20 11 5 49 15 5 23 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 1 16 1 18 27 15 7 67 21 7 32 5 Pedestrians 10 4 2 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 1 0 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 180 163 46 155 156 83 47 92 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 180 163 46 155 156 83 47 92 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 98 100 98 96 98 100 100 cM capacity (veh/h) 728 714 1013 780 721 971 1547 1498 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 19 60 95 44 Volume Left 1 18 7 7 Volume Right 1 15 21 5 cSH 731 790 1547 1498 Volume to Capacity 0.03 0.08 0.00 0.00 Queue Length 95th (ft) 2 6 0 0 Control Delay (s) 10.1 9.9 0.6 1.2 Lane LOS B A A A Approach Delay (s) 10.1 9.9 0.6 1.2 Approach LOS B A Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 108: NE 1st Ave & NE 41 st St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 24 65 51 24 87 5 47 39 25 2 18 17 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 28 76 59 28 101 6 55 45 29 2 21 20 Pedestrians 6 4 1 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 0 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 108 139 355 329 115 380 356 105 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 108 139 355 329 115 380 356 105 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 98 90 92 97 100 96 98 cM capacity (veh/h) 1481 1440 550 565 929 506 546 949 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 163 135 129 43 Volume Left 28 28 55 2 Volume Right 59 6 29 20 cSH 1481 1440 612 675 Volume to Capacity 0.02 0.02 0.21 0.06 Queue Length 95th (ft) 1 1 20 5 Control Delay (s) 1.4 1.7 12.4 10.7 Lane LOS A A B B Approach Delay (s) 1.4 1.7 12.4 10.7 Approach LOS B B Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 109: NE 1st Ave & NE 40th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 60 17 24 57 21 32 82 22 24 64 19 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Hourly flow rate (vph) 22 82 23 33 78 29 44 112 30 33 88 26 Pedestrians 20 13 23 35 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 2 1 2 3 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 142 128 409 368 130 430 366 147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 142 128 409 368 130 430 366 147 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 98 90 78 97 92 83 97 cM capacity (veh/h) 1399 1429 422 514 892 387 515 859 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 127 140 186 147 Volume Left 22 33 44 33 Volume Right 23 29 30 26 cSH 1399 1429 523 514 Volume to Capacity 0.02 0.02 0.36 0.29 Queue Length 95th (ft) 1 2 40 29 Control Delay (s) 1.4 1.9 15.7 14.8 Lane LOS A A C B Approach Delay (s) 1.4 1.9 15.7 14.8 Approach LOS C B Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 110: NE 1st Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 19 71 30 24 136 39 20 59 10 17 60 19 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 24 89 38 30 170 49 25 74 12 21 75 24 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 150 249 111 120 Volume Left (vph) 24 30 25 21 Volume Right (vph) 38 49 13 24 Hadj (s) -0.08 -0.06 0.01 -0.05 Departure Headway (s) 4.7 4.6 5.0 5.0 Degree Utilization, x 0.20 0.32 0.16 0.17 Capacity (veh/h) 707 734 652 659 Control Delay (s) 8.9 9.8 9.0 9.0 Approach Delay (s) 8.9 9.8 9.0 9.0 Approach LOS A A A A Intersection Summary Delay 9.3 Level of Service A Intersection Capacity Utilization 31.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 111: NE 1st Ave & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 11 65 15 10 71 27 49 48 11 23 64 33 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 12 73 17 11 80 30 55 54 12 26 72 37 Pedestrians 20 14 4 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 2 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 650 pX, platoon unblocked vC, conflicting volume 114 90 317 243 95 281 236 119 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 114 90 317 243 95 281 236 119 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 99 90 92 99 96 89 96 cM capacity (veh/h) 1470 1505 542 646 950 602 652 914 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 102 121 121 135 Volume Left 12 11 55 26 Volume Right 17 30 12 37 cSH 1470 1505 613 696 Volume to Capacity 0.01 0.01 0.20 0.19 Queue Length 95th (ft) 1 1 18 18 Control Delay (s) 1.0 0.7 12.3 11.4 Lane LOS A A B B Approach Delay (s) 1.0 0.7 12.3 11.4 Approach LOS B B Intersection Summary Average Delay 6.7 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 112: NE 1st Ave & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' t"ri 19 4" Volume (veh/h) 25 708 100 148 649 33 41 25 79 12 33 40 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 26 730 103 153 669 34 42 26 81 12 34 41 Pedestrians 34 23 66 13 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 3 2 6 1 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 650 806 pX, platoon unblocked 0.93 0.88 0.92 0.92 0.88 0.92 0.92 0.93 vC, conflicting volume 716 899 1631 1920 505 1538 1955 399 vC1, stage 1 conf vol 899 899 1004 1004 vC2, stage 2 conf vol 732 1021 534 951 vCu, unblocked vol 541 617 1158 1473 171 1056 1511 199 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 81 81 88 88 94 81 94 cM capacity (veh/h) 941 799 222 216 689 215 180 722 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 26 487 346 153 446 257 149 88 Volume Left 26 0 0 153 0 0 42 12 Volume Right 0 0 103 0 0 34 81 41 cSH 941 1700 1700 799 1700 1700 349 289 Volume to Capacity 0.03 0.29 0.20 0.19 0.26 0.15 0.43 0.30 Queue Length 95th (ft) 2 0 0 18 0 0 52 31 Control Delay (s) 8.9 0.0 0.0 10.6 0.0 0.0 22.8 22.8 Lane LOS A B C C Approach Delay (s) 0.3 1.9 22.8 22.8 Approach LOS C C Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 113: NE 2nd Ave & NE 42nd St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 4, 19 Volume (veh/h) 16 1 20 11 1 0 36 408 9 2 299 21 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 17 1 22 12 1 0 39 439 10 2 322 23 Pedestrians 23 20 5 2 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 4.0 Percent Blockage 2 2 0 0 Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 768 pX, platoon unblocked vC, conflicting volume 879 906 361 905 912 466 367 468 vC1, stage 1 conf vol 360 360 541 541 vC2, stage 2 conf vol 519 546 364 371 vCu, unblocked vol 879 906 361 905 912 466 367 468 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 100 97 97 100 100 97 100 cM capacity (veh/h) 449 432 668 424 425 586 1169 1075 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 40 13 39 448 346 Volume Left 17 12 39 0 2 Volume Right 22 0 0 10 23 cSH 545 424 1169 1700 1075 Volume to Capacity 0.07 0.03 0.03 0.26 0.00 Queue Length 95th (ft) 6 2 3 0 0 Control Delay (s) 12.1 13.8 8.2 0.0 0.1 Lane LOS B B A A Approach Delay (s) 12.1 13.8 0.7 0.1 Approach LOS B B Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 114: NE 2nd Ave & NE 41 st St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 41 100 92 406 314 30 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 45 110 101 446 345 33 Pedestrians 20 33 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 2 3 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 534 pX, platoon unblocked 0.95 vC, conflicting volume 1030 415 398 vC1, stage 1 conf vol 382 vC2, stage 2 conf vol 648 vCu, unblocked vol 1008 415 398 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 89 82 91 cM capacity (veh/h) 423 610 1141 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 155 547 378 Volume Left 45 101 0 Volume Right 110 0 33 cSH 541 1141 1700 Volume to Capacity 0.29 0.09 0.22 Queue Length 95th (ft) 29 7 0 Control Delay (s) 14.3 2.4 0.0 Lane LOS B A Approach Delay (s) 14.3 2.4 0.0 Approach LOS B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 115: NE 2nd Ave & NE 40th St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 43 67 58 460 390 34 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 46 72 62 495 419 37 Pedestrians 8 12 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 1 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 258 pX, platoon unblocked 0.91 vC, conflicting volume 1065 458 464 vC1, stage 1 conf vol 446 vC2, stage 2 conf vol 619 vCu, unblocked vol 1022 458 464 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 89 88 94 cM capacity (veh/h) 434 593 1090 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 118 557 456 Volume Left 46 62 0 Volume Right 72 0 37 cSH 519 1090 1700 Volume to Capacity 0.23 0.06 0.27 Queue Length 95th (ft) 22 5 0 Control Delay (s) 14.0 1.6 0.0 Lane LOS B A Approach Delay (s) 14.0 1.6 0.0 Approach LOS B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 116: NE 2nd Ave & NE 39th St PM Peak Hour Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Volume (vph) 17 72 39 159 17 297 112 313 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.2 22.2 22.2 22.2 22.0 22.0 22.0 22.0 Total Split (s) 31.1 31.1 31.1 31.1 58.9 58.9 58.9 58.9 Total Split (%) 34.6% 34.6% 34.6% 34.6% 65.4% 65.4% 65.4% 65.4% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.2 4.2 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 80 (89%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 116: NE 2nd Ave & NE 39th St 1 m2 (R) -m4 58.9 s 31.1 s 1 7I06 (R) 08 58.9 s 31.1 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 116: NE 2nd Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' Volume (vph) 17 72 30 39 159 204 17 297 38 112 313 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 Frpb, ped/bikes 0.99 0.97 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 0.99 Frt 0.97 0.93 0.99 0.99 Flt Protected 0.99 1.00 1.00 0.99 Satd. Flow (prot) 1763 1664 1803 3373 Flt Permitted 0.92 0.96 0.97 0.77 Satd. Flow (perm) 1626 1606 1755 2644 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) 18 77 32 42 171 219 18 319 41 120 337 38 RTOR Reduction (vph) 0 13 0 0 42 0 0 5 0 0 7 0 Lane Group Flow (vph) 0 114 0 0 390 0 0 373 0 0 488 0 Confl. Peds. (#/hr) 18 22 22 18 61 34 34 61 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 26.5 26.5 55.3 55.3 Effective Green, g (s) 26.5 26.5 55.3 55.3 Actuated g/C Ratio 0.29 0.29 0.61 0.61 Clearance Time (s) 4.2 4.2 4.0 4.0 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 478 472 1078 1624 v/s Ratio Prot v/s Ratio Perm 0.07 c0.24 c0.21 0.18 v/c Ratio 0.24 0.83 0.35 0.30 Uniform Delay, d1 24.1 29.6 8.5 8.2 Progression Factor 1.00 1.81 1.00 1.00 Incremental Delay, d2 0.2 9.6 0.9 0.5 Delay (s) 24.3 63.1 9.4 8.7 Level of Service C E A A Approach Delay (s) 24.3 63.1 9.4 8.7 Approach LOS C E A A Intersection Summary HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.2 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 117: NE 2nd Ave & NE 38th St PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 1' Volume (veh/h) 41 94 70 269 360 43 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 43 98 73 280 375 45 Pedestrians 6 5 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 1 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 498 310 pX, platoon unblocked 0.92 1.00 1.00 vC, conflicting volume 829 221 426 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 754 208 414 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 86 88 94 cM capacity (veh/h) 296 787 1130 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 141 353 250 170 Volume Left 43 73 0 0 Volume Right 98 0 0 45 cSH 523 1130 1700 1700 Volume to Capacity 0.27 0.06 0.15 0.10 Queue Length 95th (ft) 27 5 0 0 Control Delay (s) 14.4 2.3 0.0 0.0 Lane LOS B A Approach Delay (s) 14.4 2.3 0.0 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour 1- r Lor Lane Group EBL2 EBL EBT WBT NBT NBR SBL2 SBL SBT SBR SWL2 SWL Lane Configurations 4' i 144 4 g 4+ ft 11 11 Volume (vph) 50 125 596 431 202 220 5 130 223 97 94 150 Turn Type pm+pt pm+pt NA NA NA custom Perm Split NA pt+ov Split NA Protected Phases 5 5 2 6 8 8 4 4 4 5 3 3 Permitted Phases 2 2 8 8 4 Detector Phase 5 5 2 6 8 8 4 4 4 4 5 3 3 Switch Phase Minimum Initial (s) 5.0 5.0 7.0 7.0 4.0 4.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 20.0 20.0 26.6 26.6 20.0 20.0 23.5 23.5 23.5 20.5 20.5 Total Split (s) 18.0 18.0 78.0 60.0 29.0 29.0 33.0 33.0 33.0 20.0 20.0 Total Split (%) 11.3% 11.3% 48.8% 37.5% 18.1% 18.1% 20.6% 20.6% 20.6% 12.5% 12.5% Yellow Time (s) 3.0 3.0 4.0 4.0 3.5 3.5 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 2.6 2.6 0.5 0.5 1.5 1.5 1.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 6.6 6.6 4.0 4.0 5.5 4.5 4.5 Lead/Lag Lead Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None None Min Min Min Min Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 37 (23%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 115 Control Type: Actuated -Coordinated Splits and Phases: 118: NE 2nd Ave & NE 36th St & Federal Hwy 03 ►�m4 �m8 m2 [R]2141 78s 20s �3 129s m5 I m6(R] 18s 60s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour 4/ Lane Group SWR LaneNonfigurations Volume (vph) 115 Turn Type Perm Protected Phases Permitted Phases 3 Detector Phase 3 Switch Phase Minimum Initial (s) 7.0 Minimum Split (s) 20.5 Total Split (s) 20.0 Total Split (%) 12.5% Yellow Time (s) 4.0 All -Red Time (s) 0.5 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lead Lead -Lag Optimize? Yes Recall Mode Min Intersection Summary K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis 118: NE 2nd Ave & NE 36th St & Federal Hwy Future Total Conditions PM Peak Hour _ I I LAr Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR NBR2 SBL2 Lane Configurations t'ri 14, 4 g Volume (vph) 50 125 596 192 431 87 44 148 202 220 50 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 6.6 6.6 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 Frpb, ped/bikes 1.00 0.97 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 0.96 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1770 3318 3333 1824 1583 Flt Permitted 0.15 1.00 1.00 0.98 1.00 Satd. Flow (perm) 284 3318 3333 1824 1583 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 53 133 634 204 459 93 47 157 215 234 53 5 RTOR Reduction (vph) 0 0 24 0 5 0 0 0 0 81 0 0 Lane Group Flow (vph) 0 186 814 0 594 0 0 0 372 206 0 0 Confl. Peds. (#/hr) 21 42 21 1 1 Turn Type pm+pt pm+pt NA NA custom NA custom Perm Protected Phases 5 5 2 6 8 8 8 Permitted Phases 2 2 8 8 8 4 Actuated Green, G (s) 50.5 50.5 33.3 45.0 45.0 Effective Green, g (s) 50.5 50.5 33.3 45.0 45.0 Actuated g/C Ratio 0.32 0.32 0.21 0.28 0.28 Clearance Time (s) 3.0 6.6 6.6 4.0 4.0 Vehicle Extension (s) 2.0 1.0 1.0 3.0 3.0 Lane Grp Cap (vph) 221 1047 693 513 445 v/s Ratio Prot c0.07 0.25 0.18 c0.20 0.13 v/s Ratio Perm c0.19 v/c Ratio 0.84 0.78 0.86 0.73 0.46 Uniform Delay, d1 44.1 49.7 61.1 51.9 47.5 Progression Factor 1.04 0.78 0.91 1.00 1.00 Incremental Delay, d2 22.3 5.4 7.3 5.1 0.8 Delay (s) 68.1 44.3 62.5 57.0 48.3 Level of Service E D E E D Approach Delay (s) 48.6 62.5 53.2 Approach LOS D E D Intersection Summary HCM 2000 Control Delay 57.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 23.6 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 118: NE 2nd Ave & NE 36th St & Federal Hwy PM Peak Hour Movement SBL SBT SBR SWL2 SWL SWR SWR2 Lane Configurations r 19 19 rr Volume (vph) 130 223 97 94 150 115 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.90 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 1.00 0.95 0.95 1.00 Satd. Flow (prot) 3474 1583 1770 1770 1428 Flt Permitted 0.98 1.00 0.95 0.95 1.00 Satd. Flow (perm) 3474 1583 1770 1770 1428 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 138 237 103 100 160 122 4 RTOR Reduction (vph) 0 0 63 0 0 95 0 Lane Group Flow (vph) 0 380 40 100 160 31 0 Confl. Peds. (#/hr) 1 11 39 Turn Type Split NA pt+ov Split NA Perm Protected Phases 4 4 4 5 3 3 Permitted Phases 3 Actuated Green, G (s) 22.6 36.8 21.3 21.3 21.3 Effective Green, g (s) 22.6 36.8 21.3 21.3 21.3 Actuated g/C Ratio 0.14 0.23 0.13 0.13 0.13 Clearance Time (s) 5.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 490 364 235 235 190 v/s Ratio Prot c0.11 0.03 0.06 c0.09 v/s Ratio Perm 0.02 v/c Ratio 0.78 0.11 0.43 0.68 0.16 Uniform Delay, d1 66.3 48.7 63.7 66.1 61.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.2 0.1 0.9 7.2 0.3 Delay (s) 73.5 48.8 64.6 73.3 61.7 Level of Service E D E E E Approach Delay (s) 68.2 67.3 Approach LOS E E Intersection Summary K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 119: Federal Hwy & NE 39th St PM Peak Hour 1- t Lor Lane Group EBL EBR WBL WBT NBL NBT SBL2 SBT Lane Configurations r 19 "t Volume (vph) 73 19 46 227 31 437 1 236 Turn Type custom custom Split NA Perm NA Perm NA Protected Phases 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.8 22.8 22.8 22.8 Total Split (s) 24.0 24.0 25.0 25.0 41.0 41.0 41.0 41.0 Total Split (%) 26.7% 26.7% 27.8% 27.8% 45.6% 45.6% 45.6% 45.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.6 0.8 0.8 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: 66 (73%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 119: Federal Hwy & NE 39th St 1 m2 (R) o4 08 41s I24s 125s 1 7I 06 (R) 41 s 1 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 119: Federal Hwy & NE 39th St PM Peak Hour r Lr Movement EBL2 EBL EBR WBL WBT WBR NBL NBT NBR SBL2 SBT SBR Lane Configurations r 19 "F Volume (vph) 122 73 19 46 227 20 31 437 46 1 236 131 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.99 0.99 0.95 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 1833 1834 3307 Flt Permitted 0.95 1.00 0.95 1.00 0.96 0.95 Satd. Flow (perm) 1770 1583 1770 1833 1760 3157 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 139 83 22 52 258 23 35 497 52 1 268 149 RTOR Reduction (vph) 0 0 18 0 0 0 0 0 0 0 73 0 Lane Group Flow (vph) 0 222 4 52 281 0 0 584 0 0 345 0 Confl. Peds. (#/hr) 10 10 6 6 Turn Type Prot custom custom Split NA Perm NA Perm NA Protected Phases 4 4 4 8 8 2 6 Permitted Phases 4 4 2 6 Actuated Green, G (s) 15.5 15.5 17.5 17.5 43.0 43.0 Effective Green, g (s) 15.5 15.5 17.5 17.5 43.0 43.0 Actuated g/C Ratio 0.17 0.17 0.19 0.19 0.48 0.48 Clearance Time (s) 4.6 4.6 4.6 4.6 4.8 4.8 Vehicle Extension (s) 2.5 2.5 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 304 272 344 356 840 1508 v/s Ratio Prot c0.13 0.00 0.03 c0.15 v/s Ratio Perm c0.33 0.11 v/c Ratio 0.73 0.01 0.15 0.79 0.70 0.23 Uniform Delay, d1 35.3 30.9 30.1 34.5 18.4 13.8 Progression Factor 0.92 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.0 0.0 0.1 10.7 4.7 0.4 Delay (s) 40.5 30.9 30.2 45.2 23.1 14.1 Level of Service DCCD C B Approach Delay (s) 42.9 23.1 14.1 Approach LOS D C B Intersection Summary HCM 2000 Control Delay 27.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 120: Biscayne Blvd & NE 38th St PM Peak Hour Lane Group WBL WBT WBR NBL NBT SBL SBT Lane Configurations 19 r 19 4 'Pi 144 Volume (vph) 443 148 348 63 1411 343 1260 Turn Type Perm NA Perm Perm NA pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 15.0 15.0 5.0 15.0 Minimum Split (s) 26.6 26.6 26.6 20.7 20.7 8.0 20.7 Total Split (s) 35.0 35.0 35.0 100.0 100.0 25.0 125.0 Total Split (%) 21.9% 21.9% 21.9% 62.5% 62.5% 15.6% 78.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.6 0.6 0.6 0.7 0.7 0.0 0.7 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lead/Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None C-Min C-Min None C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 120: Biscayne Blvd & NE 38th St 01 ! I 02 (R) 25 s 100 s lir 06 (R) w 1- 08 125s I35s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 120: Biscayne Blvd & NE 38th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 + ft 19 144 11 t Volume (vph) 0 0 0 443 148 348 63 1411 367 343 1260 68 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1527 1767 3407 1770 3508 Flt Permitted 0.95 1.00 1.00 0.20 1.00 0.04 1.00 Satd. Flow (perm) 1770 1863 1527 373 3407 76 3508 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 0 452 151 355 64 1440 374 350 1286 69 RTOR Reduction (vph) 0 0 0 0 0 192 0 15 0 0 2 0 Lane Group Flow (vph) 0 0 0 452 151 163 64 1799 0 350 1353 0 Confl. Peds. (#/hr) 11 22 15 15 22 Turn Type Perm NA Perm Perm NA pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G (s) 30.4 30.4 30.4 95.3 95.3 120.3 120.3 Effective Green, g (s) 30.4 30.4 30.4 95.3 95.3 120.3 120.3 Actuated g/C Ratio 0.19 0.19 0.19 0.60 0.60 0.75 0.75 Clearance Time (s) 4.6 4.6 4.6 4.7 4.7 3.0 4.7 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 Lane Grp Cap (vph) 336 353 290 222 2029 290 2637 v/s Ratio Prot 0.08 0.53 c0.17 0.39 v/s Ratio Perm c0.26 0.11 0.17 c0.74 v/c Ratio 1.35 0.43 0.56 0.29 0.89 1.21 0.51 Uniform Delay, d1 64.8 57.1 58.8 15.8 27.7 58.7 8.0 Progression Factor 1.00 1.00 1.00 0.34 0.31 1.00 1.00 Incremental Delay, d2 174.0 0.6 2.0 1.2 2.4 121.0 0.7 Delay (s) 238.8 57.7 60.8 6.7 10.9 179.7 8.7 Level of Service F E E A B F A Approach Delay (s) 0.0 144.3 10.8 43.8 Approach LOS A F B D Intersection Summary HCM 2000 Control Delay 51.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.26 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 12.3 Intersection Capacity Utilization 105.7% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 121: Biscayne Blvd & NE 36th St PM PeakHour- Optimized Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume (vph) 140 399 232 291 100 347 214 1327 359 309 1065 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22.8 Total Split (s) 35.0 35.0 35.0 25.0 25.0 25.0 28.0 72.0 72.0 28.0 72.0 Total Split (%) 21.9% 21.9% 21.9% 15.6% 15.6% 15.6% 17.5% 45.0% 45.0% 17.5% 45.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 124 (78%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated -Coordinated Splits and Phases: 121: Biscayne Blvd & NE 36th St \111.01 I 02 04(R) 08 288 s 72 s 35 s 125 s 1 l m5 m8 28 s 72 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions2.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 121: Biscayne Blvd & NE 36th St PM PeakHour- Optimized Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume(vph) 140 399 232 291 100 347 214 1327 359 309 1065 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.90 1.00 1.00 0.92 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 0.98 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1512 1681 1727 1428 1770 3539 1462 1770 3414 Flt Permitted 0.95 1.00 1.00 0.95 0.98 1.00 0.06 1.00 1.00 0.06 1.00 Satd. Flow (perm) 1770 1863 1512 1681 1727 1428 112 3539 1462 107 3414 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 152 434 252 316 109 377 233 1442 390 336 1158 239 RTOR Reduction (vph) 0 0 143 0 0 283 0 0 142 0 10 0 Lane Group Flow (vph) 152 434 109 209 216 94 233 1442 248 336 1387 0 Confl. Peds. (#/hr) 33 14 14 33 18 13 13 18 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 30.6 30.6 30.6 20.0 20.0 20.0 87.0 66.8 66.8 94.8 71.6 Effective Green, g (s) 30.6 30.6 30.6 20.0 20.0 20.0 87.0 66.8 66.8 94.8 71.6 Actuated g/C Ratio 0.19 0.19 0.19 0.12 0.12 0.12 0.54 0.42 0.42 0.59 0.45 Clearance Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 Lane Grp Cap (vph) 338 356 289 210 215 178 270 1477 610 323 1527 v/s Ratio Prot 0.09 c0.23 0.12 c0.13 0.11 0.41 c0.16 0.41 v/s Ratio Perm 0.07 0.07 0.36 0.17 c0.45 v/c Ratio 0.45 1.22 0.38 1.00 1.00 0.53 0.86 0.98 0.41 1.04 0.91 Uniform Delay, d1 57.2 64.7 56.4 70.0 70.0 65.6 50.5 45.8 32.7 56.0 41.1 Progression Factor 1.11 1.13 2.06 1.00 1.00 1.00 1.00 1.00 1.00 1.02 0.96 Incremental Delay, d2 3.5 118.0 3.1 60.5 62.6 3.4 22.9 17.8 0.2 52.1 5.7 Delay (s) 66.9 190.9 119.2 130.4 132.6 69.0 73.4 63.6 32.9 109.1 45.2 Level of Service E F F F F E E E C F D Approach Delay (s) 146.8 102.1 58.9 57.6 Approach LOS F F E E Intersection Summary HCM 2000 Control Delay 78.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.09 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 103.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions2.syn Timings Future Total Conditions 121: Biscayne Blvd & NE 36th St PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume (vph) 140 399 232 291 100 347 214 1327 359 309 1065 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 5.0 7.0 7.0 5.0 7.0 Minimum Split (s) 24.8 24.8 24.8 23.0 23.0 23.0 8.0 22.8 22.8 8.0 22.8 Total Split (s) 38.0 38.0 38.0 25.0 25.0 25.0 28.0 69.0 69.0 28.0 69.0 Total Split (%) 23.8% 23.8% 23.8% 15.6% 15.6% 15.6% 17.5% 43.1% 43.1% 17.5% 43.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.8 0.8 0.8 1.0 1.0 1.0 0.0 0.8 0.8 0.0 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min Min None Min Min None Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 124 (78%), Referenced to phase 4:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated -Coordinated Splits and Phases: 121: Biscayne Blvd & NE 36th St 01 t 02 V 404 [R] 1708 28s 69s I38s 125s l 05 / 06 28s 69s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 121: Biscayne Blvd & NE 36th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' + r 19 4 r" 19 44 r 15 4 Volume(vph) 140 399 232 291 100 347 214 1327 359 309 1065 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 0.90 1.00 1.00 0.92 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 Flt Protected 0.95 1.00 1.00 0.95 0.98 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1512 1681 1727 1428 1770 3539 1462 1770 3414 Flt Permitted 0.95 1.00 1.00 0.95 0.98 1.00 0.06 1.00 1.00 0.06 1.00 Satd. Flow (perm) 1770 1863 1512 1681 1727 1428 116 3539 1462 111 3414 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 152 434 252 316 109 377 233 1442 390 336 1158 239 RTOR Reduction (vph) 0 0 143 0 0 298 0 0 141 0 10 0 Lane Group Flow (vph) 152 434 109 209 216 79 233 1442 249 336 1387 0 Confl. Peds. (#/hr) 33 14 14 33 18 13 13 18 Turn Type Split NA Perm Split NA Perm pm+pt NA Perm pm+pt NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 33.2 33.2 33.2 20.0 20.0 20.0 84.4 64.2 64.2 92.2 69.0 Effective Green, g (s) 33.2 33.2 33.2 20.0 20.0 20.0 84.4 64.2 64.2 92.2 69.0 Actuated g/C Ratio 0.21 0.21 0.21 0.12 0.12 0.12 0.53 0.40 0.40 0.58 0.43 Clearance Time (s) 4.8 4.8 4.8 5.0 5.0 5.0 3.0 4.8 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.0 2.0 3.5 3.5 3.5 2.0 1.0 1.0 3.0 1.0 Lane Grp Cap(vph) 367 386 313 210 215 178 270 1420 586 323 1472 v/s Ratio Prot 0.09 c0.23 0.12 c0.13 0.11 0.41 c0.16 0.41 v/s Ratio Perm 0.07 0.06 0.35 0.17 c0.44 v/c Ratio 0.41 1.12 0.35 1.00 1.00 0.44 0.86 1.02 0.42 1.04 0.94 Uniform Delay, d1 55.0 63.4 54.1 70.0 70.0 64.8 50.4 47.9 34.6 55.6 43.6 Progression Factor 1.15 1.17 2.22 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.97 Incremental Delay, d2 2.8 80.3 2.5 60.5 62.6 2.1 22.9 27.8 0.2 52.1 9.0 Delay (s) 66.2 154.3 122.8 130.4 132.6 66.9 73.3 75.7 34.7 105.7 51.1 Level of Service E F F F F E E E C F D Approach Delay (s) 128.8 101.1 67.7 61.6 Approach LOS F F E E Intersection Summary HCM 2000 Control Delay 80.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.07 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 103.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn Timings Future Total Conditions 122: N Miami Ave & 195 Off Ramp PM Peak Hour 1 Lane Group EBL EBR NBT SBT Lane Configurations vir 44 Volume (vph) 421 559 1451 443 Turn Type NA Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 Detector Phase 4 4 2 6 Switch Phase Minimum Initial (s) 7.0 7.0 12.0 12.0 Minimum Split (s) 21.0 21.0 20.5 20.5 Total Split (s) 36.0 36.0 104.0 104.0 Total Split (%) 25.7% 25.7% 74.3% 74.3% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 0.4 0.4 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 4.4 4.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 107 (76%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 122: N Miami Ave & 195 Off Ramp 1 m2 (R) 04 104s 36s 1 7I06 (R) 104 s K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Signalized Intersection Capacity Analysis Future Total Conditions 122: N Miami Ave & 195 Off Ramp PM Peak Hour Movement 4\ I t EBL EBR NBL NBT SBT SBR Lane Configurations 19r 44' 44' Volume (vph) 421 559 0 1451 443 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.4 4.4 Lane Util. Factor 0.97 0.91 0.95 0.95 Frt 0.94 0.85 1.00 1.00 Flt Protected 0.97 1.00 1.00 1.00 Satd. Flow (prot) 3310 1441 3539 3539 Fit Permitted 0.97 1.00 1.00 1.00 Satd. Flow (perm) 3310 1441 3539 3539 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 439 582 0 1511 461 0 RTOR Reduction (vph) 64 251 0 0 0 0 Lane Group Flow (vph) 631 75 0 1511 461 0 Turn Type NA Perm NA NA Protected Phases 4 2 6 Permitted Phases 4 Actuated Green, G (s) 32.2 32.2 98.4 98.4 Effective Green, g (s) 32.2 32.2 98.4 98.4 Actuated g/C Ratio 0.23 0.23 0.70 0.70 Clearance Time (s) 5.0 5.0 4.4 4.4 Vehicle Extension (s) 2.5 2.5 1.0 1.0 Lane Grp Cap (vph) 761 331 2487 2487 v/s Ratio Prot c0.19 c0.43 0.13 v/s Ratio Perm 0.05 v/c Ratio 0.83 0.23 0.61 0.19 Uniform Delay, d1 51.3 43.8 10.8 7.1 Progression Factor 1.00 1.00 1.00 0.67 Incremental Delay, d2 7.3 0.3 1.1 0.1 Delay (s) 58.6 44.0 11.9 4.9 Level of Service E D B A Approach Delay (s) 53.9 11.9 4.9 Approach LOS D B A Intersection Summary HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 9.4 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 123: NW 1st Ave & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 1 64 6 17 49 10 9 72 46 4 24 3 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 1 78 7 21 60 12 11 88 56 5 29 4 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 87 93 155 38 Volume Left (vph) 1 21 11 5 Volume Right (vph) 7 12 56 4 Hadj (s) -0.01 0.00 -0.17 0.00 Departure Headway (s) 4.4 4.4 4.2 4.5 Degree Utilization, x 0.11 0.11 0.18 0.05 Capacity (veh/h) 774 765 820 752 Control Delay (s) 8.0 8.0 8.1 7.7 Approach Delay (s) 8.0 8.0 8.1 7.7 Approach LOS A A A A Intersection Summary Delay 8.0 Level of Service A Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 124: Biscayne Blvd & NE 37th Street PM Peak Hour 4\ I t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 44 1'"+ Volume (veh/h) 0 0 0 1841 1622 25 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 0 0 0 1938 1707 26 Pedestrians 33 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 431 249 pX, platoon unblocked 0.68 0.84 0.84 vC, conflicting volume 2722 900 1767 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1555 506 1535 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free °A) 100 100 100 cM capacity (veh/h) 71 431 361 Direction, Lane # NB 1 NB 2 SB 1 SB 2 Volume Total 969 969 1138 595 Volume Left 0 0 0 0 Volume Right 0 0 0 26 cSH 1700 1700 1700 1700 Volume to Capacity 0.57 0.57 0.67 0.35 Queue Length 95th (ft) 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 125: Federal Hwy & NE 37th Street PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations 11Yr ++ Volume (veh/h) 18 44 382 0 0 345 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 19 47 406 0 0 367 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 457 373 pX, platoon unblocked vC, conflicting volume 590 406 406 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 590 406 406 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 96 92 100 cM capacity (veh/h) 439 594 1149 Direction, Lane # WB 1 NB 1 SB 1 SB 2 Volume Total 66 406 184 184 Volume Left 19 0 0 0 Volume Right 47 0 0 0 cSH 539 1700 1700 1700 Volume to Capacity 0.12 0.24 0.11 0.11 Queue Length 95th (ft) 10 0 0 0 Control Delay (s) 12.6 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 12.6 0.0 0.0 Approach LOS B Intersection Summary Average Delay 1.0 Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 126: NE 41 st St & Driveway 1 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Volume (veh/h) 14 88 87 46 44 19 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 15 96 95 50 48 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 145 246 120 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 145 246 120 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 93 98 cM capacity (veh/h) 1438 735 932 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 111 145 68 Volume Left 15 0 48 Volume Right 0 50 21 cSH 1438 1700 785 Volume to Capacity 0.01 0.09 0.09 Queue Length 95th (ft) 1 0 7 Control Delay (s) 1.1 0.0 10.0 Lane LOS A B Approach Delay (s) 1.1 0.0 10.0 Approach LOS B Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 26.4% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 127: Driveway 2 & NE 41 st St PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 56 52 65 95 67 77 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 61 57 71 103 73 84 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 117 334 89 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 117 334 89 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 95 88 91 cM capacity (veh/h) 1471 630 969 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 117 174 157 Volume Left 0 71 73 Volume Right 57 0 84 cSH 1700 1471 775 Volume to Capacity 0.07 0.05 0.20 Queue Length 95th (ft) 0 4 19 Control Delay (s) 0.0 3.3 10.8 Lane LOS A B Approach Delay (s) 0.0 3.3 10.8 Approach LOS B Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 128: NE 2nd Ave & Driveway 3 PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 13 13 474 10 10 397 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 14 14 515 11 11 432 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 412 pX, platoon unblocked 0.95 0.95 0.95 vC, conflicting volume 974 521 526 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 945 467 473 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 95 97 99 cM capacity (veh/h) 273 565 1033 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 28 526 442 Volume Left 14 0 11 Volume Right 14 11 0 cSH 368 1700 1033 Volume to Capacity 0.08 0.31 0.01 Queue Length 95th (ft) 6 0 1 Control Delay (s) 15.6 0.0 0.3 Lane LOS C A Approach Delay (s) 15.6 0.0 0.3 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 129: NE 38th St & Driveway 4 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Volume (veh/h) 49 57 129 25 29 66 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 53 62 140 27 32 72 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 320 pX, platoon unblocked vC, conflicting volume 167 322 154 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 167 322 154 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 96 95 92 cM capacity (veh/h) 1410 646 892 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 115 167 103 Volume Left 53 0 32 Volume Right 0 27 72 cSH 1410 1700 799 Volume to Capacity 0.04 0.10 0.13 Queue Length 95th (ft) 3 0 11 Control Delay (s) 3.7 0.0 10.2 Lane LOS A B Approach Delay (s) 3.7 0.0 10.2 Approach LOS B Intersection Summary Average Delay 3.8 Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 130: NE 38th St & Driveway 5 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Volume (veh/h) 19 89 82 34 39 24 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 21 97 89 37 42 26 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 981 pX, platoon unblocked vC, conflicting volume 126 246 108 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 126 246 108 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 94 97 cM capacity (veh/h) 1460 732 946 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 117 126 68 Volume Left 21 0 42 Volume Right 0 37 26 cSH 1460 1700 801 Volume to Capacity 0.01 0.07 0.09 Queue Length 95th (ft) 1 0 7 Control Delay (s) 1.4 0.0 9.9 Lane LOS A A Approach Delay (s) 1.4 0.0 9.9 Approach LOS A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 22.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 131: NE 39th St & Driveway 6 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Sign Control Stop Stop Stop Volume (vph) 1 106 185 0 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1 115 201 0 0 2 Direction, Lane # EB 1 WB 1 SB 1 Volume Total (vph) 116 201 2 Volume Left (vph) 1 0 0 Volume Right (vph) 0 0 2 Hadj (s) 0.04 0.03 -0.57 Departure Headway (s) 4.1 4.0 4.0 Degree Utilization, x 0.13 0.23 0.00 Capacity (veh/h) 859 881 825 Control Delay (s) 7.8 8.2 7.0 Approach Delay (s) 7.8 8.2 7.0 Approach LOS A A A Intersection Summary Delay 8.0 Level of Service A Intersection Capacity Utilization 19.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 132: Driveway 8/Driveway 7 & NE 39th St PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 110 0 3 68 1 0 0 9 2 0 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 120 0 3 74 1 0 0 10 2 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 228 pX, platoon unblocked vC, conflicting volume 75 120 201 201 120 210 201 74 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 75 120 201 201 120 210 201 74 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 99 100 100 100 cM capacity (veh/h) 1524 1468 757 693 932 738 694 987 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 120 78 10 2 Volume Left 0 3 0 2 Volume Right 0 1 10 0 cSH 1524 1468 932 738 Volume to Capacity 0.00 0.00 0.01 0.00 Queue Length 95th (ft) 0 0 1 0 Control Delay (s) 0.0 0.3 8.9 9.9 Lane LOS A A A Approach Delay (s) 0.0 0.3 8.9 9.9 Approach LOS A A Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 16.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 133: N Miami Ave & Driveway 9 PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations 11Yr + ++ Volume (veh/h) 11 0 1157 4 0 803 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 12 0 1258 4 0 873 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 150 141 pX, platoon unblocked 0.86 0.81 0.81 vC, conflicting volume 1696 631 1262 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1018 88 864 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 94 100 100 cM capacity (veh/h) 200 775 630 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 12 838 424 436 436 Volume Left 12 0 0 0 0 Volume Right 0 0 4 0 0 cSH 200 1700 1700 1700 1700 Volume to Capacity 0.06 0.49 0.25 0.26 0.26 Queue Length 95th (ft) 5 0 0 0 0 Control Delay (s) 24.1 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay (s) 24.1 0.0 0.0 Approach LOS C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 134: NE 37th Street & Driveway 10 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 0 0 3 22 0 59 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 3 24 0 64 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 27 15 15 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 27 15 15 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 1587 1003 1064 Direction, Lane # WB 1 SB 1 Volume Total 27 64 Volume Left 0 0 Volume Right 24 64 cSH 1700 1064 Volume to Capacity 0.02 0.06 Queue Length 95th (ft) 0 5 Control Delay (s) 0.0 8.6 Lane LOS A Approach Delay (s) 0.0 8.6 Approach LOS A Intersection Summary Average Delay 6.0 Intersection Capacity Utilization 13.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn HCM Unsignalized Intersection Capacity Analysis Future Total Conditions 135: NE 39th St & Driveway 11 PM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Volume (veh/h) 0 105 204 2 5 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 114 222 2 5 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 369 pX, platoon unblocked vC, conflicting volume 224 337 223 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 224 337 223 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 100 cM capacity (veh/h) 1345 659 817 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 114 224 5 Volume Left 0 0 5 Volume Right 0 2 0 cSH 1345 1700 659 Volume to Capacity 0.00 0.13 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 10.5 Lane LOS B Approach Delay (s) 0.0 0.0 10.5 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043505003-Design District CO #2\SAP Update\Calcs\Synchro\Future Total Conditions.syn