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Main Highway Traffic Study
Hernandez, Julia D. From: Nelson, Ron Sent: Thursday, April 30, 2015 11:11 AM To: Carrillo, Adrian Subject: FIN: Coconut Grove. Business District Sidewalk Project - Main Hwy Traffic Counts vs Pedestrian Attachments: Traffic i Analysis Technical Memorandum _Draft 3-30-12_Appendix reduced.pdf; Traffic Analysis Technical Memorandum _Draft 3-30-12_Appendix reduced.pdf Main Hwy Traffic Study From: Scott Silver [mailto:ssilver@floridalegal.net] Sent: Tuesday, April 29, 2014 3:47 PM To: joans@miamidade.gov; Msarnoff; Spanioli, Mark Cc: Nelson, Ron; 'Manny Gonzalez'; Bravo, Alice; Ihekwaba, Nzeribe; Lebron, Elia; 'Aida Curtis'; Rodriguez, ieovanny; Marquez, Giraldo; 'Wayne Koehler' Subject: Re: Coconut Grove Business District Sidewalk Project - Traffic Counts vs Pedestrian Joan- Please see my notes below regarding the attached traffic study. I understand you are reviewing this traffic study, but it has to be done in the context of us getting a 10 foot wider sidewalk and analyzing the cost/benefit. The predominance of pedestrians over cars (28 Morning Peak Time left turns from Main Hwy to school lot over 2 hours {southbound only -not impacting rush hour direction}, but 135 pedestrians! Only 7 Afternoon Peak Time left turns, but 92 pedestrians!) would seem to make this a clear decision to eliminate that center lane for that 200 or so feet to add valuable sidewalk. In this case, your own studies show that pedestrians win the equation. Please advise. We need to proceed. Scott A. Silver Executive Director M1 Advisory Services Metro 1 Properties, Inc. i Sustainable Real Estate SolutionsTM 120 NE 27th Street #200, Miami, FL 33137 0: 305.571.9991 C: 305-788-6164 ssilvert metro1 cre.com www.metro1.com .onsic3 r i[7 e111 1ri before pen Pir rJ itlis err it The information contained in this electronic communication, as well as in any attachments, is privileged and confidential and intended solely for use by the addressee(s). Any other use, dissemination, or copying of this electronic communication is strictly prohibited and is an interference with Metro 1 Properties, Inc and its confidential business relationships. If you received this communication in error, please notify me immediately and permanently delete the original and any electronic or printed copies of this electronic communication. Metro 1 makes no representation regarding the absence of any virus in any attachment and expressly disclaims any responsibility for any damage suffered from the presence of a virus. Subject: Re: Main Highway - Traffic Study Grove Business District Original Message From: Badia, Hector Sent: Friday, March 28, 2014 4:10 PM To: Shen, Joan (PWWM) Cc: Rodriguez, Doraida (PWD) (doraida@miamidade.gov); Marquez, Giraldo Subject: Main Highway - Traffic Study Grove Business District Joan, 1 have attached the Traffic Study that we spoke about yesterday at the District 2 Commissioners Meeting at City Hall. Please review and let me know concerning the removals of the two turn lanes on Main Highway. Thanks, Hector Badia Senior Project Manager City of Miami, Capital Improvements and Transportation Program 444 SW 2nd Avenue, 8th Floor Miami, Florida 33130 Phone (305) 416-1236 HBadia@miamigov.com The City of Miami is a public entity subject to Chapter 119 of the Florida Statutes concerning public records. E-mail messages are covered under such laws and thus subject to disclosure. All E-mail sent and received are a public record. 2 <Traffic Analysis Technical Memorandum Draft 3-30-12 reduced_.pdff <Traffic Analysis Technical Memorandum __Draft 3-30-12 Appendix reduced.pdf From: Marc Sarnoff <msarnoff@salawmiami.com> Date: Thursday, January 2, 2014 6:37 PM To: Scott Silver <ssilver@floridalegal.net>, "'Spanioli, Mark" <mspanioli@miamigov.com> Cc: "'Nelson, Ron"' <rnelson@miamigov.com>, 'Manny Gonzalez' <Manny@grovebid.com>, "'Bravo, Alice" <abravo@miamigov.com>, "'Ihekwaba, Nzeribe"' <Nihekwaba@miamigov.com>, "'Lebron, Elia" <eliaLebron@miamigov.com>,'Aida Curtis' <Aida@curtisrogers.com>, "'Rodriguez, Jeovanny" <leovannyrodriguez@miamigov.com>, 'Marquez, Giraldo'" <GMarquez@miamigov.com>,'Wayne Koehler' <wayne@grovebid.com> Subject: RE: Coconut Grove Business District Sidewalk Project I could not have said that any better lets meet early next week to finalize and see where we are enough talk action. Marc From: Scott Silver[mailto:ssilverCafloridalegal.net] Sent: Thursday, January 02, 2014 1:46 PM To: Scott Silver; Spanioli, Mark Cc: Nelson, Ron; Manny Gonzalez; Bravo, Alice; Marc Sarnoff; Ihekwaba, Nzeribe; Lebron, Elia; Aida Curtis; Rodriguez, Jeovanny; Marquez, Giraldo; 'Wayne Koehler' Subject: Re: Coconut Grove Business District Sidewalk Project Can we have a meeting with the County to get a sign off on the plans so we can move forward? I witnessed a bad fall last week and the conditions are abysmal. Missing bricks, asphalt breaking up etc. Lets finalize this. Its time to stop planning and start doing. We have had a BID approved plan for almost two years! By copy of this to Wayne at the BID, I would ask that he try to set a meeting at which the County actually sends someone with authority to approve the plan. If the City already got the County to sign off, ignore this e mail. 3 Scott A. Silver Executive Director K81 Advisory Services Metro 1 Properties, Inc. Sustainable Real Estate SO|VtiODSnw 120 NE27thStreet #2OO'Miami, FIL 33137 0:305.571.9991 {|: 305-788-6104 s8i|\er(a--)metro 1une.corn NNw.met[o1.CPm p�����mowmmIf" IQ n �-mfcrnpmmwmme a) @0 The information contained inthis electronic communication, amwell is privileged and confidentialand intended solely for use by the addressee(s). Any other use, dissemination, or copying of this electronic communication is strictly prohibited and is an interference with Metro I Properties, Inc and its confidential business relationships. If you received this Communication in error, please notify me immediately and permanently delete the original and any electronic or printed copies of this electronic communication. Metro 1makes no representation regarding the absence of any virus in any attachment and expressly disclaims any responsibility for any damage suffered from the presence ofovirus. 4 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II APPENDIX A V 2012 Traffic Data Collection Page 36 MARCH 2012 RICHARD GARCIA & ASSOCIATES, INC. COCONUT GROVE IMPROVEMENTS - TRAFFIC DATA COLLECTION 1. SOUTH BAYSHORE DRIVE/MCFARLANE ROAD 2. SOUTH BAYSHORE DRIVE/ MARY STREET 3. MARY STREET/GRAND AVENUE 4. GRAND AVENUE/MCFARLANE ROAD/MAIN HIGHWAY 5. MCFARLANE ROAD/PEDESTRIAN CROSSWALK 6. VIRGINIA STREET/GRAND AVENUE 7. MAIN HIGHWAY/SCHOOL ENTRANCE RICHARD GARCIA & ASSOCIATES, INC. TURNING MOVEMENT COUNTS (TMC) - AM PEAK PERIOD Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 - Cars - Trucks File Name : McFarlane Rd_S Bayshore Dr AM Site Code ; #1 AM Start Date : 2/29/2012 Page No :1 MCFARLANE RD Southbound S BAYSHORE DR Westbound MCFARLANE RD Northbound S BAYSHORE DR Eastbound Start Time Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total int.TOtai 07:00 AM 0 0 173 0 173 62 0 0 2 64 2 0 0 0 2 0 0 0 0 0 239 07:15 AM 0 0 167 0 167 98 0 1 0 99 1 0 0 0 1 0 0 0 0 0 267 07:30 AM 0 0 173 0 173 134 0 0 0 134 0 0 0 0 0 0 0 0 0 0 307 07:45AM 0 1 202 0 203 129 0 1 0 130 0 0 0 0 0 0 0 0 0 0 333 Total 0 1 715 0 716 423 0 2 2 427 3 0 0 0 3 0 0 0 0 0 1146 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 0 5 256 0 261 0 1 243 0 244 0 2 250 0 252 0 2 259 0 261 0 10 1008 0 1018 111 0 2 4 117 95 0 2 0 97 110 0 1 1 112 116 0 0 0 116 432 0 5 5 442 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 3 0 0 0 3 4 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 2 2 379 341 366 380 1466 Grand Total 0 11 1723 0 1734 855 0 7 7 869 7 0 0 0 7 0 0 0 2 2 2612 Apprch % Total % 0 0 0.6 0.4 99.4 66 0 0 66.4 98.4 32.7 0 0 0.8 0.3 0.8 0.3 33.3 100 0.3 0 0 0 0 0 0 0.3 0 0 0 0 0 0 100 0.1 0.1 Cars 0 11 1696 0 1707 841 0 7 7 855 7 0 0 0 7 0 0 0 2 2 2571 % Cars 0 100 98.4 0 98.4 98.4 0 100 100 98.4 100 0 0 0 100 0 0 0 100 100 98.4 Trucks 0 0 27 0 27 14 0 0 0 14 0 0 0 0 00 0 0 0 0 41 Trucks 0 0 1.6 0 1.6 1.6 0 0 0 1.6 0 0 0 0 0 0 0 0 0 0 1.6 N O N 0 N N 00 0 0 0 00 0 00 0 N N N_1' MCFARLANE RD Out In Total 841 14 855 1707 27 1734 2548 41 2589 0 0 0 Right 11 0 11 Thru 1696 27 1723 Left North L 0 0 0 Peds 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks 41 r Left Thru Right Peds 0 0 0 0 7 0 0 0 0 7 18 0 18 7 0 7 0 25 0 25 co UNi O A j 00 J 0 - N o W 0 J (0iW oo (00 w m co (0 00 0 Out In Total MCFARI ANF Rn Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_S Bayshore Dr AM Site Code : #1 AM Start Date : 2/29/2012 Page No : 2 MCFARLANE RD Southbound S BAYSHORE DR Westbound MCFARLANE RD Northbound S BAYSHORE DR Eastbound Start Time Right I Thru I Left I Peds I App.Totol Right I Thru I Left I Peds I App. Total Right, I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 5 256 0 261 111 0 2 4 117 08:15 AM 0 1 243 0 244 95 0 2 0 97 08:30 AM 0 2 250 0 252 110 0 1 1 112 08:45 AM 0 2 259 0 261 116 0 0 0 116 Total Volume 0 10 1008 0 1018 432 0 5 5 442 App. Total 0 1 99 0 97.7 0 1,1 1.1 PHF 000 .500 .973 .000 .975 .931 .000 ,625 .313 .944 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 3 0 0 0 3 4 0 0 0 4 100 0 0 0 .333 .000 .000 .000 .333 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 2 0 0 0 100 .000 .000 .000 .500 .500 To tit rtC 0 5 r m u 0 NJ J 2, h a a MCFARLANE RD Out In Total 10181 I 01 101 10081 101 Right Thru Left Peds I 4321 I 14501 Peak Hour Data North Peak Hour Begins at 08:00 AN Cars Trucks 4-] T r Lefto Thru Right Pedso 1 1 41 Out In Total MRFARI ANF Rn 151 1 191 N r( N CO 0 0 m o v Int. Total 379 341 366 380 1466 .964 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : S Bayshore Dr_Mary St AM Site Code : #2 AM Start Date : 2/29/2012 Page No : 1 MARY ST Southbound S BAYSHORE DR Westbound MARY ST Northbound S BAYSHORE DR Eastbound Start Time Right I Thru i Left i Peds I App.Total Right I Thru i Left' Peds 1 App.Tolel Right I Thru I Left i..Peds 1 App.Total Right 1 Thru I Left i Peds i App.Total Int. Total 07:00 AM 3 0 5 2 10 15 61 0 1 77 0 0 0 0 0 0 178 3 2 183 270 07:15 AM 3 0 8 5 16 21 94 0 2 117 0 0 0 4 4 0 173 2 0 175 312 07:30 AM 4 0 13 8 25 32 134 0 3 169 0 0 0 0 0 0 173 7 3 183 377 07:45AM 4 0 22 2 28 29 130 0 2 161 0 0 0 4 4 0 193 4 1 198 391 Total 14 0 48 17 79 97 419 0 8 524 0 0 0 8 8 0 717 16 6 739 1350 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 6 0 22 8 36 2 0 17 4 23 4 0 14 2 20 8 0 13 6 27 20 0 66 20 106 28 106 0 3 137 26 93 0 8 127 29 104 0 2 135 26 113 0 6 145 109 416 0 19 544 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 3 3 3 0 0 2 2 8 0 247 5 3 255 0 242 5 3 250 0 246 6 1 253 0 260 4 2 266 0 995 20 9 1024 431 403 408 440 1682 Grand Total 34 0 114 37 185 206 835 0 27 1068 0 0 0 16 16 0 1712 36 15 1763 3032 Apprch % Total % 18.4 1.1 0 0 61.6 3.8 20 1.2 6.1 19.3 6.8 78.2 27.5 0 0 2,5 0.9 35.2 0 0 0 0 0 0 100 0,5 0.5 0 0 97.1 56.5 2 1.2 0.9 0.5 58.1 Cars 33 0 113 37 183 196 824 0 27 1047 0 0 0 16 16 0 1686 35 15 1736 2982 % Cars 97.1 0 99.1 100 98.9 95.1 98.7 0 100 98 0 0 0 100 100 0 98.5 97.2 100 98.5 98.4 Trucks 1 0 1 0 2 10 11 0 0 21 0 0 0 0 0 0 26 1 0 27 50 Trucks 2.9 0 0.9 0 1.1 4.9 1.3 0 0 2 0 0 0 0 0 0 1.5 2.8 0 1.5 1.6 (6 H M N CC 0 9 0 2 } 0 m0 M N co N t` N W c oo M M co N N h 00 0 0 N NJ MARY ST Out In 231 11 242 183 2 185 Total 414 13 427 33 1 0 0 113 1 37 0 34 0 114 37 Right Thru Left Peds North 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks 47 T 14 Left Thru Right Peds 0 0 0 0 0 0 16 0 0 0 0 16 0 0 0 16 0 16 16 0 16 'LA? N si N 0 0) o Q) N �4o 0 0 D N J o J N J co W co N oo N oz. 0 0) Out In MARY ST Total Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : S Bayshore Dr_Mary St AM Site Code : #2 AM Start Date : 2/29/2012 Page No : 2 MARY ST S BAYSHORE DR Southbound Westbound Start Time Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 6 0 22 8 36 28 106 0 3 137 08:15 AM 2 0 17 4 23 26 93 0 8 127 08:30 AM 4 0 14 2 20 29 104 0 2 135 08:45 AM 8 0 13 6 27 26 113 0 6 145 Total volume 20 0 66 20 106 109 416 0 19 544 %App.Total 18.9 0 62.3 18.9 20 76.5 0 3.5 PHF .625 .000 .750 .625 .736 .940 .920 ,000 .594 .938 MARY ST Northbound Right I Thru I Left I Peds App. Total 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0 0 0 0 2 2 0 0 0 8 8 0 0 0 100 .000 .000 .000 .667 .667 S BAYSHORE DR Eastbound Right I Thru I Left I Peds App. Total Int. Total 0 247 5 3 255 0 242 5 3 250 0 246 6 1 253 0 260 4 2 266 0 995 20 9 1024 0 97.2 2 0.9 431 403 408 440 1682 000 .957 .833 .750 .962 .956 TO N m a) 0 MARY ST Out L129 1 iTotal 1061 1 I201 01 661 I201 Right Thu Left Peds 2351 Peak Hour Data North Peak Hour Begins at 08:00 AN Cars Trucks T r' Left Thru Ri ht Peds 0 0 I8 of 1 81 Out In Total MARY ST 1 81 m 0 m m A Q) O m A m CD N Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Mary St_Grand Ave AM Site Code : #3 AM Start Date : 2/29/2012 Page No :1 MARY ST Southbound GRAND AVE Westbound MARY ST Northbound GRAND AVE Eastbound Start Time Right I Thru I Left I Peds I App.Tptal Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total int.Total 07:00AM 29 6 0 1 36 0 0 0 0 0 0 10 6 4 20 4 0 45 1 50 68 106 155 07:15 AM 50 4 0 0 54 0 0 0 4 4 0 7 20 2 29 6 0 61 1 173 07:30 AM 36 3 0 2 41 0 0 0 3 3 0 11 32 2 45 12 0 62 10 84 169 07:45 AM 42 10 0 1 53 0 0 0 5 5 0 14 21 1 36 17 0 57 1 75 Total 157 23 0 4 184 0 0 0 12 12 0 42 79 9 130 39 0 225 13 277 603 08:00 AM 57 11 0 2 70 0 0 0 4 4 0 13 21 4 38 15 0 64 1 80 109 192 203 08:15 AM 53 8 0 1 62 0 0 0 0 0 0 7 23 2 32 11 0 96 2 211 08:30 AM 57 13 0 1 71 0 0 0 1 1 0 14 20 0 34 6 0 94 5 105 183 08:45 AM 36 7 0 0 43 0 0 0 1 1 0 19 9 3 31 12 0 93 3 108 Total 203 39 0 4 246 0 0 0 6 6 0 53 73 9 135 44 0 347 11 402 789 Grand Total 360 62 0 8 430 0 0 0 18 18 0 95 152 18 265 83 0 572 24 679 1392 Apprch % Total % 83.7 25.9 14.4 4.5 0 0 1.9 0.6 30.9 0 0 0 0 0 0 100 1.3 1.3 0 0 35,8 6.8 57.4 10,9 6.8 1.3 19 12.2 6 0 0 84.2 41.1 3.5 1.7 48.8 Cars 353 61 0 8 422 0 0 0 18 18 0 94 142 18 254 83 0 567 24 674 99.3 1368 98.3 % Cars 98.1 98.4 0 100 98.1 0 0 0 100 100 0 98.9 93.4 100 95.8 100 0 99.1 100 Trucks 7 1 0 0 8 0 0 0 0 0 0 1 10 0 11 0 0 5 0 5 24 1.7 % Trucks 1.9 1.6 0 0 1.9 0 0 0 0 0 0 1.1 6.6 0 4.2 0 0 0.9 0 0.7 m ti m CO r d N 7) (0 N i3n 00 (o co") N 0 N MARY ST Out In 661 6 667 422 8 430 Total 1083 14 1097 353 7 61 0 0 8 0 360 62 0 8 Right Thru LeftPeds North 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks Thru Riaht Peds 142 94 0 18 10 1 0 0 152 95 0 18 144 145 254 11 265 398 12 410 c 0 a. N 0 0 000 00 0q 0 CO o= 0 ow 0 W 0 'm -1 m Out In MARY ST Total Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Mary St_Grand Ave AM Site Code : #3 AM Start Date : 2/29/2012 Page No : 2 MARY ST Sorthbound GRAND AVE Westbound MARY ST Northbound GRAND AVE Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App, Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 0 Peak Hour for Entire Intersection Begins at 08:00 AM 57 11 0 2 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total Volume % App. Total PHF 70 53 8 0 1 62 57 13 0 1 71 36 7 0 0 43 203 39 0 4 246 82.5 15.9 0 1.6 .890 .750 .000 .500 .866 0 0 0 0 0 0 .000 0 0 0 0 0 0 0 0 4 4 0 0 6 6 0 0 100 .000 .000 .375 .375 0 13 21 4 38 15 0 64 1 80 192 0 7 23 2 32 11 0 96 2 109 203 0 14 20 0 34 6 0 94 5 105 211 0 19 9 3 31 12 0 93 3 108 183 0 53 73 9 135 44 0 347 11 402 789 0 39.3 54.1 6.7 10.9 0 86.3 2.7 .000 .697 .793 .563 .888 .733 .000 .904 .550 .922 .935 oo N MARY ST Out In Total. 4001 L 246 1 646i 1 203 391 01 41 Right Thru LeftPeds Peak Hour Data 1 North Peak Hour Begins at 08:00 AN Cars Trucks Left Thru Right Peds 73I 53I 0 9 831 1 1351 Out In Total MARY ST O rn 09 z 0 0 d 1 2181 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Grand Ave_McFarlane Rd Main Hwy AM Site Code : # 4 AM Start Date : 2/29/2012 Page No : 1 Southbo GRAND AVE Westbound yr vulva r rutw.n- v...... MCFARLANE RD Northwest .......... MAIN HWY Northeast GRAND AVE Eastbound Start Time App. Peds Right ThrU Baer Hard Peds App. or Beer Beer Left Peds App. Total Right Beer Rght Baer Loft 'I'dN Loft Peds App. Total Hart Rlgh� Beer Wahl Thw Left Peds App Total Int. Total 07:00 AM 9 Total 9 0 25 Left 17 Lett . 0 0 Total 42 Right 0 RoM 0 Left 21 39 5 65 125 25 0 0 2 152 0 48 29 0 0 77 102 345 460 07:15 AM 11 11 0 58 42 0 4 104 0 0 40 50 9 99 108 35 0 0 1 144 0 67 35 0 0 468 07:30AM 3 3 0 60 30 0 0 90 0 0 58 53 4 115 95 25 0 0 0 120 0 91 49 0 0 140 476 07:45 AM 2 2 0 38 26 0 0 64 0 0 59 57 2 118 103 33 0 0 3 139 0 104 49 0 0 153 Total 25 25 0 181 115 0 4 300 0 0 178 199 20 397 431 118 0 0 6 555 0 310 162 0 0 472 1749 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 4 4 9 9 7 7 3 3 23 23 0 57 31 0 3 91 0 65 30 0 0 95 0 60 32 0 2 94 0 29 28 0 3 60 0 211 121 0 8 340 0 0 54 57 5 116 0 0 44 50 2 96 0 0 62 54 1 117 0 0 55 60 1 116 0 0 215 221 9 445 154 38 0 0 0 192 146 34 0 0 3 183 162 46 0 0 1 209 166 45 0 0 1 212 628 163 0 0 5 796 0 100 48 0 0 148 0 102 62 0 0 164 0 88 68 0 0 156 0 91 70 0 0 161 0 381 248 0 0 629 551 547 583 552 2233 Grand Total 48 48 0 392 236 0 12 640 0 0 393 420 29 842 1059 281 0 0 11 1351 0 691 410 0 0 0 0 1101 3982 Apprch % Total % 100 1.2 1.2 0 0 61,2 9.8 36.9 5.9 0 0 1.9 0.3 16.1 0 0 0 0 46.7 9.9 49.9 10,5 3.4 0.7 21.1 78.4 26.6 20.8 7.1 0 0 0 0 0.8 0.3 33.9 0 0 62,8 17.4 37.2 10.3 0 0 27.6 Cars 48 48 0 376 236 0 12 624 0 0 389 417 29 835 1056 281 0 0 11 1348 0 675 408 0 0 1083 3938 98.9 % Cars 100 100 0 95.9 100 0 100 97.5 0 0 99 99.3 100 99.2 99.7 100 0 0 100 99.8 0 97.7 99.5 0 0 98.4 Trucks 0 0 0 16 0 0 0 16 0 0 4 3 0 7 3 0 0 0 0 3 0 16 2 0 0 18 44 1.1 % Trucks 0 0 0 4.1 0 0 0 2.5 0 0 1 0.7 0 0.8 0.3 0 0 0 0 0.2 0 2.3 0.5 0 0 1.6 co00 V CO 0 m 9CO O 0 r N r MAIN HWY 00 0 CO N ✓ a LO m� CO 00 0 00 0 �o t 0) a 61 Out 0 0 0 In Total 48 0 48 48 0 48 Peds North 48 0 48 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks 000 2 N r= m 0. 0) w 000 N O N a) oo oo N Cr) 0 0) 6) w co -Z 0 m m 0 0) MCFARI ANF RI Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Grand Ave_McFarlane Rd Main Hwy AM Site Code : # 4 AM Start Date : 2/29/2012 Page No : 2 GRAND AVE Southbo Westbound und MCFARLANE RD Northwest Beer 'I'dApp. Hard Boar Start TimeTota PedS A". Right Thru left ten Peds Total Right Right Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 4 4 0 57 31 0 3 91 0 0 08:15 AM 9 9 0 65 30 0 0 95 0 0 08:30 AM 7 7 0 60 32 0 2 94 0 0 08:45 AM 3 3 0 29 28 0 3 60 0 0 Total Volume 23 23 0 211 121 0 8 340 %A... Total 100 0 62.1 35.6 0 2.4 PHF .639 .639 .000 .812 .945 .000 .667 .895 Beer ten Left Peds APp Total Right 54 57 44 50 62 54 55 60 5 116 2 96 1 117 1 116 0 0 215 221 9 445 0 0 48.3 49.7 2 000 .000 .867 .921. .460 .951 Boor Right MAIN HWY Northeast Bear Leg Hard Left Pads App. Total 154 38 0 0 0 192 146 34 0 0 3 183 162 46 0 0 1 209 166 45 0 0 1 212 628 163 0 0 5 796 78.9 20.5 0 0 0.6 .946 .886 .000 .000 .417 .939 Herd Right Bear Right GRAND AVE Eastbound Thru Left Peds App Int. Wel Total 0 too 48 0 0 148 0 102 62 0 0 164 0 88 68 0 0 156 0 91 70 0 0 161 0 381 248 0 0 629 0 60.6 39.4 0 0 .000 .934 .886 .000 .000 .959 w _ z 0 c N /ry 00 N.0 MAIN HWY CO co .0) m 0 Out In Total 23 231 of 23 Peds Peak Hour Data North Peak Hour Begins at 08:00 AN Cars Trucks rw b r= .0 a N 0] v 09 MCFARI ANF Rf 551 547 583 552 2233 .958 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_Pedestrian Crosswalk AM Site Code : #5 AM Start Date : 2/29/2012 Page No :1 PED PED MCFARLANE RD CROSSWALK/PARKING MCFARLANE RD CROSSWALK/PARKING Southbound GARAGE Northbound GARAGE Westbound Eastbound Time Right I Thru I Left I Peds I App.Tolal Right I Thru I Left I Peds I A, Tmai Right I Thru I Left I Peds I Ap , rota( Right I Thru I Left I Peds I AppColn' mi. Total Start 07:00 AM 0 172 0 2 174 0 0 1 6 7 0 62 0 0 62 0 0 0 0 0 0 0 243 271 07:15 AM 0 166 5 0 171 3 0 0 3 6 1 93 0 0 94 0 0 0 0 0 325 07:30 AM 0 177 5 2 184 1 0 0 4 5 1 135 0 0 136 0 0 0 3 3 346 AM 0 205 2 0 207 3 0 1 2 6 1 129 0 0 130 0 0 0 07:45 Total 0 720 12 4 736 7 0 2 15 24 3 419 0 0 422 0 0 0 3 3 1185 08:00 AM 0 257 1 0 258 3 0 1 3 7 1 112 0 0 113 0 0 0 1 1 0 0 379 343 08:15AM 0 242 4 0 246 1 0 0 0 1 1 95 0 0 96 0 0 0 0 0 363 08:30 AM 0 248 2 0 250 1 0 0 2 3 2 108 0 0 110 0 0 0 0 403 AM 0 255 5 9 269 2 0 0 4 6 5 113 0 10 128 0 0 0 0 08:45 Total 0 1002 12 9 1023 7 0 1 9 17 9 428 0 10 447 0 0 0 1 1 1488 Grand Total 0 1722 24 13 1759 14 0 3 24 41 12 847 0 10 869 0 0 0 4 4 0 100 2673 Apprch % % 0 97.9 1.4 0.7 0 64.4 0.9 0.5 65.8 34.1 0 7.3 58.5 0.5 0 0.1 0.9 1,5 1.4 97.5 0 1.2 0.4 31.7 0 0.4 32.5 0 0 0 0 0 0,1 0.1 Total Cars 0 1695 24 13 1732 14 0 3 24 41 12 833 0 10 855 0 0 0 4 4 100 2632 98.5 Cars 0 98.4 100 100 98.5 100 0 100 100 100 100 98.3 0 100 98.4 0 0 0 100 % Trucks 0 27 0 0 27 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 41 1.5 o/ Tnicks 0 1.6 0 0 1.5 0 0 0 0 0 0 L7 0 0 1.6 0 0 0 0 v 0 vo 00 0 0 0 0 0 00 0 v0 v NJ MCFARLANE RD Out In Total 847 14 861 1732 27 1759 2579 41 2620 0 0 1695 27 24 0 13 0 0 1722 24 13 Right Thru Lift Peds � jl. North 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks Left Thru Right Peds 0 0 833 14 12 0 10 0 0 847 12 10 2553 4 r u, o 0 00 w 0w O ? 0 0 o- 0 m 0 0 2. 00C Z o 6) 1698 27 1725 855 14 869 41 2594 Out In Total MCFARI ANF Rn Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name Site Code Start Date Page No : McFarlane Rd_Pedestrian Crosswalk AM :#5AM : 2/29/2012 :2 MCFARLANE RD Southbound PED CROSSWALKPARKING GARAGE Westbound MCFARLANE RD Northbound PED CROSSWALK/PARKING GARAGE Eastbound Start Time Right 1 Thni 1 Left 1 Peds I App.TIM Right 1 Thru 1 Left I Peds I App•Tolm Right I Thni 1 Left 1 Peds I App.ToNI Right I Thnl I Left 1 Peds I App, Tow Int, Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 257 1 0 258 3 0 08:15 AM 0 242 4 0 246 1 0 08:30 AM 0 248 2 0 250 1 0 08:45 AM 0 255 5 9 269 2 0 Total Volume 0 1002 12 9 1023 7 0 %App, Total 0 97.9 1.2 0.9 41.2 0 PHF .000 .975 .600 ,250 .951 .583 .000 1 0 0 0 1 5.9 .250 3 9 0 1 2 3 4 6 9 17 52,9 .563 .607 1 112 1 95 2 108 5 113 0 0 0 0 0 0 0 10 113 96 110 128 9 428 0 10 447 2 95.7 0 2,2 .450 .947 .000 .250 .873 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 379 343 363 403 0 0 0 1 1 1488 0 0 0 100 000 .000 .000 .250 ;250 .923 10 0F' z cri ▪ — K 00 0 O w a 0 O MCFARLANE RD Out In Total 110231 1 01 10021 121 91 Right Thru Laft Peds I1 1 1 4351 1 14581 Peak Hour Data North Peak Hour Begins at 08:00 A Cars Trucks r Left Thru Right Peds 1 01 4281 9! �101 i 4471 Out In Total MCFARI ANF Rfl 1 10031 1 14501 O O -o m 0 0 00 .5,, N C J DA o G) m D D 0 m m Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Virginia St_Grand Ave AM Site Code : #6 AM Start Date : 2/29/2012 Page No : 1 VIRGINIA ST Southbound GRAND AVE Westbound VIRGINIA ST Northbound GRAND AVE Eastbound Start Time Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App.Tonl Inc Total 07:00 AM 12 0 0 2 14 3 30 1 1 35 0 0 0 2 2 0 53 0 4 57 108 189 07:15 AM 24 0 2 1 27 6 75 0 6 87 0 0 0 0 0 0 69 1 5 75 186 07:30 AM 20 0 0 3 23 7 70 0 6 83 0 0 0 2 2 0 73 1 4 78 161 07:45AM 21 0 1 0 22 13 37 1 1 52 0 0 0 1 1 0 82 0 4 86 Total 77 0 3 6 86 29 212 2 14 257 0 0 0 5 5 0 277 2 17 296 644 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 26 0 0 1 27 22 0 0 2 24 27 0 1 0 28 20 0 0 1 21 95 0 1 4 100 17 62 0 2 81 12 73 0 4 89 10 65 1 2 78 13 37 0 5 55 52 237 1 13 303 0 0 0 1 0 0 0 3 0 0 0 1 1 0 0 0 1 1 0 0 0 6 6 3 0 86 0 6 92 0 95 0 3 98 0 113 0 7 120 0 115 0 3 118 0 409 0 19 428 201 214 227 195 837 Grand Total 172 0 4 10 186 81 449 3 27 560 0 0 0 11 11 0 686 2 36 724 1481 Apprch % Total % 92.5 11.6 0 0 2.2 0.3 5,4 0.7 12.6 14.5 5.5 80.2 30.3 0.5 0.2 4.8 1.8 37.8 0 0 0 0 0 0 100 0.7 0,7 0 0 94.8 46.3 0.3 0.1 5 2.4 48.9 Cars 170 0 4 10 184 76 436 3 27 542 0 0 0 11 11 0 686 2 36 724 1461 98.6 % Cars 98.8 0 100 100 98.9 93.8 97.1 100 100 96.8 0 0 0 100 100 0 100 100 100 100 Trucks 2 0 0 0 2 5 13 0 0 18 0 0 0 0 0 0 0 0 0 0 20 % Trucks 1.2 0 0 0 1.1 6.2 2.9 0 0 3.2 0 0 0 0 0 0 0 0 0 0 1.4 TO F O N co sM- o co co N O N cooco co a:, co H O O O L M O M 0) VIRGINIA ST Out In 78 5 83 184 2 86 Total 262 7 269 170 2 0 0 4 0 10 0 172 0 4 10 Right Thru Left Peds '1 L North 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks ht Peds 0 0 0 11 0 0 0 0 0 0 0 11 3 0 3 11 0 11 14 0 14 H 2 O a y CO N CAW CA 0) w ow o J co O 0 O 0 v, Co N 00 Z 0 m 0 N co N Out In VIRGINIA ST Total Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Virginia St_Grand Ave AM Site Code : #6 AM Start Date : 2/29/2012 Page No : 2 VIRGINIA ST Southbound GRAND AVE Westbound VIRGINIA ST Northbound GRAND AVE Eastbound Start Time Right Thru Left Peds App, Total —raChITI Thru Left Peds A,p.rori Right Thru Left Peds App. Toni Right 1 Thru I Left I Peds 1 App. Total Peak Hour Analysis From 07:00 AM to 07:45 AM Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 12 0 0 2 14 3 30 1 1 35 07:15 AM 24 0 2 1 27 6 75 0 6 87 07:30 AM 20 0 0 3 23 7 70 0 6 83 07:45 AM 21 0 1 0 22 13 37 1 1 52 Total Volume 77 0 3 6 86 29 212 2 14 257 %A...Total 89.5 0 3.5 7 11.3 82.5 0.8 5.4 PHF .802 .000 .375 .500 .796 .558 .707 .500 .583 .739 0 0 0 2 2 0 0 0 0 0 0 0 0 2 2 0 0 0 1 1 0 0 0 5 5 0 0 0 100 000 .000 , 000 .625 .625 0 53 0 4 57 0 69 1 5 75 0 73 1 4 78 0 82 0 4 86 0 277 2 17 296 0 93.6 0.7 5.7 .000 ,845 .500 .850 860 co co W N 2 0O N N I 311 VIRGINIA ST Out In Total 1 861 771 01 31 61 Right Thru Left Peds 1 1171 Peak Hour Data North Peak Hour Begins at 07:00 AN Cars Trucks LeftO Ol ThruRight Peds 01 1 I 2i 51 Out In Total VIRGINIA ST i 71 L N O. 0 V 2 2 0 D —m 0 Int. Total 108 189 186 161 644 .852 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name Main Hwy_School Entrance AM Site Code : #7 AM Start Date : 2/29/2012 Page No :1 SCHOOL ENTRANCE Southbound MAIN HWY Westbound SCHOOL ENTRANCE Northbound MAIN HWY Eastbound Start Time Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App. Total Int. Total 07:00 AM 0 0 0 1 1 0 56 3 9 68 0 0 0 0 0 3 140 0 12 155 224 07:15 AM 0 0 0 3 3 0 90 4 18 112 1 0 0 2 3 5 147 0 9 161 279 07:30 AM 0 0 0 3 3 0 75 5 18 98 0 0 0 0 0 0 117 0 5 122 223 07:45 AM 0 0 0 3 3 0 78 4 27 109 0 0 4 4 8 4 141 0 34 179 299 Total 0 0 0 10 10 0 299 16 72 387 1 0 4 6 11 12 545 0 60 617 1025 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 0 0 0 5 5 0 0 0 3 3 0 0 0 1 1 0 0 0 0 0 0 0 0 9 9 0 84 6 24 114 0 85 3 16 104 0 82 3 15 100 0 90 0 8 98 0 341 12 63 416 2 0 0 2 4 2 0 3 2 7 4 0 0 1 5 0 0 0 3 3 8 0 3 8 19 4 190 0 41 235 0 179 0 7 186 0 194 0 6 200 0 228 0 10 238 4 791 0 64 859 358 300 306 339 1303 Grand Total 0 0 0 19 19 0 640 28 135 803 9 0 7 14 30 16 1336 0 124 1476 2328 Apprch % Total % 0 0 0 0 0 0 100 0.8 0.8 0 0 79.7 27.5 3.5 1.2 16.8 5.8 34.5 30 0.4 0 0 23.3 0.3 46.7 0.6 1.3 1.1 0.7 90.5 57.4 0 0 8.4 5.3 63.4 Cars 0 0 0 19 19 0 633 28 135 796 9 0 7 14 30 16 1328 0 124 1468 2313 % Cars 0 0 0 100 100 0 98.9 100 100 99.1 100 0 100 100 100 100 99.4 0 100 99.5 99.4 Trucks 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 8 0 0 8 15 % Trucks 0 0 0 0 0 0 1.1 0 0 0.9 0 0 0 0 0 0 0.6 0 0 0.5 0.6 o,r) N CO N CO CO v 0IJ m N. 00 0 N a) CO M CO 0 0 N 0 N Out 0 0 0 SCHOOL ENTRANCE In Total 19 0 19 19 0 19 0 0 0 0 0 0 19 0 0 0 0 19 Right Thru Left Peds / North 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks Left 7 0 7 Thru 0 0 0 Right 9 0 9 Peds 44 0 44 30 0 30 Out In Total SCHOOI FNTRANCF 14 0 14 74 0 74 H 2 0 0 0 0 m V CO co o co N !n UWl O. of (0n W Co J 0 w co �m Cn W Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Main Hwy_School Entrance AM Site Code : # 7 AM Start Date : 2/29/2012 Page No : 2 SCHOOL ENTRANCE Southbound MAIN HWY Westbound SCHOOL ENTRANCE Northbound MAIN HWY Eastbound Start Time Right 1 Thru 1 Left 1 Peds 1 App.Total Right 1 Thru 1 Left 1 Peds I App, Total Right 1 Thru 1 Left 1 Peds I App.Total Right I Thru I Left 1 Peds I App. Total Peak Hour Analysis From 07:00 AM to 08:45 AM e Peak 1 0 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 0 0 5 5 0 08:15AM 0 0 0 3 3 0 08:30 AM 0 0 0 1 1 08:45 AM 0 0 0 0 0 Total Volume % App. Total PHF 0 0 0 9 9 0 0 0 100 000 .000 .000 .450 .450 84 6 24 114 85 3 16 104 0 82 3 15 100 0 90 0 8 98 0 341 12 63 416 0 82 2.9 15.1 .000 .947 .500 .656 .912 2 0 0 2 4 2 0 3 2 7 4 0 0 1 5 0 0 0 3 3 8 0 3 8 19 42.1 0 15.8 42.1 .500 .000 .250 .667 .679 4 190 0 41 235 0 179 0 7 186 0 194 0 6 200 0 228 0 10 238 4 791 0 64 859 0.5 92.1 0 7,5 .250 .867 .000 .390 .902 0 N N a SCHOOL ENTRANCE Out In Total 1 1 91 1 1 01 01 01 1 91 Right Tlu Left Peds 1 of 91 Peak Hour Data North Peak Hour Begins at 08:00 AN Cars Trucks 47 T r Left3 011 81 ThruRightPedsa 1 1 1 1 191 Out In Total sr,Hool FNTRANCF 161 1 351 H m -o a O N co 5) rn 5) nt Total 358 300 306 339 1303 .910 RICHARD GARCIA & ASSOCIATES, INC. TURNING MOVEMENT COUNTS (TMC) - PM PEAK PERIOD Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_S Bayshore Dr PM Site Code : #1 PM Start Date :2/29/2012 Page No : 1 MCFARLANE RD Southbound S BAYSHORE DR Westbound MCFARLANE RD Northbound S BAYSHORE DR Eastbound Start Time Right I Thru I Left I Peds I App, Total Right I Thru I Left reeds I App.Totl Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Int.-raw 04:00 PM 0 3 162 0 165 222 0 6 2 230 4 0 0 0 4 0 0 0 3 3 402 04:15 PM 0 5 168 0 173 220 0 3 3 226 5 0 0 0 5 0 0 0 1 1 405 04:30 PM 0 3 151 0 154 250 0 4 3 257 4 0 0 0 4 0 0 0 6 6 421 04:45 PM 0 6 134 0 140 239 0 5 2 246 13 0 0 0 13 0 0 0 11 11 410 Total 0 17 615 0 632 931 0 18 10 959 26 0 0 0 26 0 0 0 21 21 1638 05:00 PM 0 1 140 0 141 230 0 2 4 236 8 0 0 0 8 0 0 0 1 1 386 05:15 PM 0 2 145 0 147 227 0 6 5 238 14 0 0 0 14 0 0 0 8 8 407 05:30 PM 0 1 146 0 147 241 0 7 1 249 25 0 0 0 25 0 0 0 7 7 428 05:45PM 0 4 130 0 134 236 0 3 7 246 7 0 0 0 7 0 0 0 6 6 393 Total 0 8 561 0 569 934 0 18 17 969 54 0 0 0 54 0 0 0 22 22 1614 Grand Total 0 25 1176 0 1201 1865 0 36 27 1928 80 0 0 0 80 0 0 0 43 43 3252 Apprch % Total % 0 0 2.1 0.8 97,9 36,2 0 0 36.9 96.7 57.3 0 0 1.9 1.1 1.4 0.8 59.3 100 2.5 0 0 0 0 0 0 2.5 0 0 0 0 0 0 100 1.3 1,3 Cars 0 25 1159 0 1184 1858 0 36 27 1921 79 0 0 0 79 0 0 0 43 43 3227 % Cars 0 100 98.6 0 98.6 99.6 0 100 100 99.6 98.8 0 0 0 98.8 0 0 0 100 100 99.2 Trucks 0 0 17 0 17 7 0 0 0 7 1 0 0 0 1 0 0 0 0 0 25 % Trucks 0 0 1.4 0 1.4 0.4 0 0 0 0.4 1.2 0 0 0 1.2 0 0 0 0 0 0.8 )o v 0 CO 00c to m wO 00 0 0 MCFARLANE RD Out In Total 1858 7 1865 1184 17 1201 3042 24 3066 0 0 25 0 1159 17 0 0 0 25 1176 0 Right Thru LeftPeds North 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks Left Thru Right Peds 0 0 0 0 79 1 0 0 0 80 0 61 0 61 79 80 0 140 141 H 2 v N rn N 0 J CO 0 00 m 0m O V Oa) w W CO Out In Total .M(:FARI ANF RD Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_S Bayshore Dr PM Site Code : #1 PM Start Date : 2/29/2012 Page No : 2 MCFARLANE RD S BAYSHORE DR MCFARLANE RD Southbound Westbound Northbound Start Time Right I Thru 1 Left 1 Peds I App. Total Right 1 Thru I Left 1 Peds 1 App. Total Right I Thru I Left 1 Peds I App.Total Right I Thru I Left I Peds Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 3 162 0 165 222 0 6 2 230 4 0 0 0 4 04:15 PM 0 5 168 0 173 220 0 3 3 226 5 0 0 0 5 04:30 PM 0 3 151 0 154 250 0 4 3 257 4 0 0 0 4 04:45 PM 0 6 134 0 140 239 0 5 2 246 13 0 0 0 13 Total volume 0 17 615 0 632 931 0 18 10 959 26 0 0 0 26 0 0 0 21 21 %App. Total 0 2.7 97.3 0 97.1 0 1.9 1 100 0 0 0 .500 .000 .000 ,0 0 .477100 .477 PHF .000 .708 .915 .000 .913 .931 .000 .750 .833 .933 .500 .000 .000 .000 S BAYSHORE DR Eastbound App. Total Int. Total 0 0 0 3 3 0 0 0 1 1 0 0 0 6 6 0 0 0 11 11 o F- O 0 W 0 E co 0 N N CY to N a_ I 9311 MCFARLANE RD Out In Total I 6321 1 15631 ol 171 6151 ol Right Thru Left Peds fi L-► Peak Hour Data North Peak Hour Begins at 04:00 PM Cars Trucks LeftThru Right Peds Oh 1 351 1261 L___61 Out In Total MCIFARI ANF Rn v a N W CO O rn O 402 405 421 410 1638 .973 1 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name S Bayshore Dr_Mary St PM Site Code : #2 PM Start Date : 2/29/2012 Page No : 1 MARY ST �atvuNO t tnw S BAYSHORE DR MARY ST S BAYSHORE DR Southbound Westbound Northbound Eastbound Start Time Right I Thru Left Peds Al,.. Total Right Thru Left Peds Ap..Total Ri.ht Thru Left Peds A.p.Tolal RI.ht Thru Left Peds App. Total Inf.Total 04:00 PM 4 0 16 7 27 44 227 0 4 275 0 0 0 1 1 0 153 12 2 167 180 470 464 04:15 PM 10 0 23 2 35 32 217 0 0 249 0 0 0 0 0 0 169 11 0 149 465 04:30 PM 5 0 27 4 36 33 245 0 2 280 0 0 0 0 0 0 140 9 0 143 449 04:45PM 4 0 22 8 34 36 235 0 1 272 0 0 0 0 0 0 135 8 0 Total 23 0 88 21 132 145 924 0 7 1076 0 0 0 1 1 0 597 40 2 639 1848 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total Cars Cars Trucks Trucks 6 0 27 13 46 7 0 34 4 45 4 0 31 12 47 5 0 34 8 47 22 0 126 37 185 45 0 214 58 317 14,2 0 67.5 18.3 1.2 0 5.8 1.6 8.5 45 0 211 58 314 100 0 98.6 100 99.1 0 3 0 3 0 1.4 0 0;9 39 223 0 0 262 41 221 0 6 268 39 240 0 0 279 40 238 0 4 282 159 922 0 10 1091 304 1846 0 17 2167 14 85.2 0 0.8 8.2 49.7 0 0.5 58.3 295 1834 0 17 2146 97 99.3 0 100 99 9 12 0 0 21 3 0.7 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 1 0 0 0 100 0 0 0 0 0 0 0 1 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 132 11 0 143 0 148 6 0 154 0 145 18 0 163 0 128 4 0 132 0 553 39 0 592 1 0 1150 79 2 1231 0 93.4 6.4 0.2 0 0 30.9 2.1 0.1 33,1 1 0 1129 77 2 1208 100 0 98.2 97.5 100 98.1 0 0 21 2 0 23 0 0 1.8 2.5 0 1.9 0 M0 M CO M NN CO 0) CO N ti D) 0 N N 00 0 N 0 N - N 0 MARY ST Out In Total 372 11 383 314 3 317 686 14 700 45 0 211 58 0 0 3 0 45 0 214 58 Right Thru Lek Peds North 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks *i T r► Left Thru Right Peds 0 0 0 1 0 0 0 0 0 0 0 , 1 0 0 0 0 0 H 0 N 0 N l0 f0)) 0) rn CO N.A 0 00 o W 0) ti (2 CO 0) 4, 0) 451 467 489 461 1868 3716 3669 98.7 47 1.3 Out In Total MARY ST Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : S Bayshore Dr_Mary St PM Site Code : #2 PM Start Date : 2/29/2012 Page No : 2 MARY ST Southbound S BAYSHORE DR Westbound Start Time Right Thru Left Peds App.rmal Right Thru Left Peds App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 6 0 27 13 46 39 223 0 0 262 05:15 PM 7 0 34 4 45 41 221 0 6 268 05:30 PM 4 0 31 12 47 39 240 0 0 279 05:45 PM 5 0 34 8 47 40 238 0 4 282 Total Volume % App. Total PHF 22 0 126 37 185 11.9 0 68.1 20 .786 .000 .926 .712 .984 159 922 0 10 1091 14.6 84.5 0 0.9 .970 .960 .000 .417 .967 MARY ST Northbound Right Thru Left Peds APP. Total S BAYSHORE DR Eastbound Right Thru Left Peds App. Total Int. Total 0 0 0 0 0 0 132 11 0 143 451 0 0 0 0 0 0 148 6 0 154 467 0 0 0 0 0 0 145 18 0 163 489 0 0 0 0 0 0 128 4 0 132 461 0 0 0 0 0 0 553 39 0 592 1868 0 0 0 0 0 93.4 6.6 0 .000 .000 .000 .000 .000 .000 .934 .542 .000 .908 .955 (0 0 0E } 0) M NJ MARY ST Out In Total 1851 1 221 01 1261 371 Right Thu Left Peds 1 1981 3831 Peak Hour Data North Peak Hour Begins at 05:00 PM Cars Trucks 4-1 Left Thru Right Peds 0I OI 0 0 O I 0 1 J Out In Total MARY ST c m 0 N 0 0 0 CD -4 0 0 D 7 0 0 m A m Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Mary St_Grand Ave PM Site Code : #3 PM Start Date : 2/29/2012 Page No : 1 • MARY ST Southbound GRAND AVE Westbound MARY ST Northbound GRAND AVE Eastbound Time Right Thru l Left I Peds I App. Total Right 1 Thru i Left I Peds 1 App. Total Right 1 Thru I. Left 1 Peds t. App. Total Right 1 Thru l Left 1 Peds 1 App. Total Int.Total Start 04:00 PM 66 12 0 0 78 0 0 0 0 0 0 18 34 0 52 12 0 86 0 2 98 79 228 183 04:15 PM 04:30 PM 44 57 14 0 17 0 0 0 58 74 0 0 0 0 0 0 1 0 1 0 0 16 0 18 29 27 0 0 45 45 15 0 21 0 62 66 0 1 87 60 206 198 PM • 76 14 0 0 90 0 0 0 0 0 0 11 37 0 48 15 0 44 04:45 Total 243 57 0 0 300 0 0 0 1 1 0 63 127 0 190 63 0 258 3 324 815 05:00 PM 50 24 0 0 74 0 0 0 0 0 0 12 34 0 46 11 0 63 0 2 74 68 194 218 05:15 PM 05:30 PM PM 83 78 63 25 0 20 0 21 0 0 0 0 108 98 84 0 0 0 0 0 0 0 0 0 0 1 2 0 1 2 0 15 0 15 0 14 27 38 29 0 1 0 42 54 43 11 0 19 0 14 0 55 49 54 1 5 69 73 222 202 05:45 Total 274 90 0 0 364 0 0 0 3 3 0 56 128 1 185 55 0 221 8 284 836 Grand Total 517 147 0 0 664 0 0 0 4 4 0 119 255 1 375 118 0 479 11 1.8 608 1651 Apprch % % 77.9 31.3 22.1 0 8.9 0 0 0 40.2 0 0 0 0 0 0 100 0.2 0.2 0 31.7 0 7.2 68 15.4 0.3 0.1 22.7 19.4 0 7.1 0 78.8 29 0.7 36.8 Total Cars 512 145 0 0 657 0 0 0 4 4 0 117 242 1 360 118 0 474 11 603 99.2 1624 98.4 Cars 99 98.6 0 0 98.9 0 0 0 100 100 0 98.3 94.9 100 96 100 0 99 100 % Trucks °/ Trunks 5 1 2 0 1.4 0 0 0 7 1.1 0 0 0 0 0 0 0 0 0 0 0 2 0 1.7 13 5.1 0 0 15 4 0 0 0 0 5 1 0 0 5 0.8 27 1.6 h MN CO0 m0n 0 op cc � � 0000 oo 0- 00 0 CO 0 00 � 0 2 .c h N d MARY ST Out In 591 7 598 657 7 664 Total 1248 14 1262 512 5 145 2 0 0 0 0 517 147 0 0 Right Thru Left Peds North 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks ht Peds 242 117 0 1 13 2 0 0 255 119 0 1 263 2 265 360 15 375 623 17 640 c N a to 00 0 00 0 00 0 P 0 00 A O A 0 A 0 v z Out In MARY ST Total Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Mary St_Grand Ave PM Site Code : #3 PM Start Date : 2/29/2012 Page No : 2 MARY ST Southbound GRAND AVE Westbound MARY ST Northbound GRAND AVE Eastbound Start Time RI9ht I Thru 1 Left 1 Peds 1 App. Total Right 1 Thru I Left 1 Peds I App. Total Right 1 Thru I Left I Peds I App. Total Right I Thru I Left! Peds I App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 50 24 0 0 74 0 0 0 0 0 05:15PM 83 25 0 0 108 0 0 0 0 0 05:30 PM 78 20 0 0 98 0 0 0 1 1 05:45 PM 63 21 0 0 84 0 0 0 2 2 Total Volume 274 90 0 0 364 0 0 0 3 3 App. Total 75,3 24.7 0 0 0 0 0 100 PHF .825 .900 .000 .000 .843 .000 .000 .000 .375 .375 0 12 34 0 46 0 15 27 0 42 0 15 38 1 54 0 14 29 0 43 0 56 128 1 185 0 30.3 69.2 0.5 .000 .933 .842 .250 .856 19 14 55 19.4 .724 11 0 63 0 74 11 0 55 2 68 0 49 1 69 0 54 5 73 0 221 8 284 0 77.8 2.8 .000 .877 .400 .959 761 F-J CO N V oo n. MARY ST Out In Total I I 274 901 01 01 Right Tr Lift Peds I 2771 6411 Peak Hour Data North Peak Hour Begins at 05:00 PM Cars Trucks 4-1 r Left Thru Right Peds 128I 56 0 1 1451 1851 Out In Total MARY ST 1 3301 w W 2 6) z Int. Total 194 218 222 202 836 .941 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Grand Ave_McFarlane Rd_Main Hwy PM Site Code : # 4 PM Start Date : 2/29/2012 Page No : 1 yr vvp+a r..... A"..c+•.' .....,.... Southbo and GRAND AVE Westbound MCFARLANE RD Northwest MAIN HWY Northeast GRAND AVE Eastbound Start Time pp, Peds A Right Thru 6agr Hard Peds App. Total Hard Right Baer Right Boar Left Left Pads App. Total Right Bear Baer Right LeR Hard Peds eft App. Total Herd ftlght Bear Right. Thru Left Peds A" Total lit Tole! 04:00 PM 21 Total 21 0 76 Left 42 Left 1 11 130 1 0 81 122 32 236 92 48 0 0 0 140 0 59 49 0 0 9 16 117 109 644 627 04:15 PM 10 10 0 58 52 1 8 119 0 0 69 145 17 231 116 42 0 0 0 158 0 53 40 0 18 109 649 04:30 PM 25 25 0 71 37 0 5 113 0 0 78 161 14 253 101 48 0 0 0 149 1 46 44 10 85 629 PM 15 15 0 67 59 0 13 139 1 0 80 193 6 280 84 26 0 0 0 110 0 50 25 0 04:45 Total 71 71 0 272 190 2 37 501 2 0 308 621 69 1000 393 164 0 0 0 557 1 208 158 0 53 420 2549 05:00 PM 13 13 0 65 46 0 8 119 0 0 83 169 31 283 86 37 0 0 0 123 1 42 42 0 8 10 93 89 631 635 05:15 PM 17 17 0 68 67 2 3 140 0 0 62 152 38 252 92 45 0 0 0 137 0 48 31 0 15 93 660 05:30 PM 16 16 0 70 59 0 10 139 0 0 84 176 32 292 90 30 0 0 0 120 0 51 27 0 17 97 648 PM 11 11 0 60 65 0 6 131 0 0 86 170 29 285 92 32 0 0 0 124 0 41 39 0 05:45 Total 57 57 0 263 237 2 27 529 0 0 315 667 130 1112 360 144 0 0 0 504 1 182 139 0 50 372 2574 Grand Total Apprch % % 128 100 2.5 128 2.5 0 0 0 535 61.9 10.4 427 41,5 8.3 4 0.4 0.1 64 6.2 1.2 1030 20.1 2 0.1 0 0 0 0 623 29.5 12,2 1288 61 25,1 199 9.4 3.9 2112 41.2 763 71 14.7 308 29 6 0 0 0 0 0 0 0 0 0 1061 20.7 2 0.3 0 390 49.2 7.6 297 37.5 5.8 0 0 0 103 13 2 792 15.5 5123 Total Cars 128 128 0 525 425 4 64 1018 2 0 617 1284 199 2102 746 308 0 0 0 1054 2 377 295 0 103 777 98.1 5079 99.1 % Cars 100 100 0 s8.1 99.5 100 100 98.8 10o 0 99 99.7 100 99.5 99.1 100 0 0 0 99.3 100 96,7 99,3 0 100 Trucks 0 0 0 10 2 0 0 12 0 0 6 4 0 10 7 0 0 0 0 7 0 13 2 0 0 15 1.9 44 0.9 % Trucks 0 0 0 1.9 0.5 0 0 1.2 0 0 1 0.3 0 0.5 0.9 0 0 0 0 0.7 0 3.3 0.7 0 0 - t M UO n� O 0) n N CO CO in mJ 0 0 N(IN 0 0 O N CO w v 00 0 n N 0) N 0 m N 0 N CO 00 0 Out 0 0 0 In 128 0 128 128 0 128 Peds North Total 128 0 128 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks r= Q o. fA 000 NOG( ao4> rn .P 0) O .P RCA Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name Grand Ave_McFarlane Rd_Main Hwy PM Site Code : # 4 PM Start Date : 2/29/2012 Page No : 2 Southbo a Peds ppp, Total HardApp. Bear HaRight Thru Peds Left Leff App. Total Herd Right Bear Bear Left Peds Mehl Left Total Right Bear Baer HardApp. Petls Right Lell .Left Tn. Herd Right Beer Thru Left Peds Right A' Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 o Peak Hour for Entire Intersection Begins at 05:00 PM 0 8 119 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Volume 57 57 %A... Total 100 PHF .838 .838 13 17 16 11 13 17 16 11 0 65 46 0 68 67 0 70 59 0 60 65 0 263 237 0 49.7 44.8 .000 .939 .884 2 3 140 0 10 139 0 6 131 2 27 529 0.4 5.1 ,250 .675 .945 0 0 83 169 31 283 0 0 62 152 38 252 0 0 84 176 32 292 0 0 86 170 29 285 0 0 315 667 130 1112 0 0 28.3 60 11.7 000 .000 .916 .947 .855 .952 86 37 0 0 0 123 92 45 0 0 0 137 90 30 0 0 0 120 92 32 0 0 0 124 360 144 0 0 0 504 71.4 28.6 0 0 0 .978 .800 .000 .000 .000 .920 1 42 0 48 0 51 0 41 42 31 27 39 0 0 0 0 8 10 15 17 93 89 93 97 1 182 139 0 50 372 0.3 48.9 37,4 0 13.4 .250 .892 .827 .000 .735 ,959 r- M co r- /Q, 7' MAIN HWY tt- 0 In Eit 0 a Out In Total —5� I 571 of Peds Peak Hour Data North Peak Hour Begins at 05:00 PM Cars Trucks 4 -i C rgi r= S�Q .0 ra 0 W N J 53 Lci N M:FARI ANF Rr 631 635 660 648 2574 .975 Richard Garcia & Associates, Inc.. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_Pedestrian Crosswalk PM Site Code : #5 PM Start Date : 2/29/2012 Page No : 1 PED PED MCFARLANE RD CROSSWALK/PARKING MCFARLANE RD CROSSWALK/PARKING Southbound GARAGE Northbound GARAGE Westbound Eastbound Time Ri.ht Thru Left Peds A.p.Total Ri.ht Thru Left Peds App.Tolel Ri.ht Thru Left Peds A,p.Total Ri.ht Thru Left Peds App. Total Int.Total Start 04:00 PM 0 163 4 5 172 3 0 2 12 17 2 224 0 10 236 0 0 0 1 0 1 0 426 408 04:15 PM 0 166 5 0 171 4 0 4 4 12 1 221 0 3 225 0 0 0 3 424 04:30 PM 0 156 6 1 163 1 0 1 3 5 1 250 0 2 253 0 0 0 3 3 393 PM 0 140 1 0 141 2 0 0 2 4 2 241 0 2 245 0 0 0 3 04:45 Total 0 625 16 6 647 10 0 7 21 38 6 936 0 17 959 0 0 0 7 7 1651 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks 0 140 2 3 145 0 142 9 4 155 0 143 7 0 150 0 128 1 3 132 0 553 19 10 582 0 1178 35 16 1229 0 95.9 2.8 1.3 0 36.1 1.1 0.5 37.7 0 1156 35 16 •1207 0 98.1 100 100 98.2 0 22 0 0 22 0 1.9 0 0 1.8 6 0 0 6 12 8 0 2 6 16 3 0 3 9 15 3 0 4 3 10 20 0 9 24 53 3 233 0 5 241 2 227 0 2 231 3 241 0 1 245 9 227 0 9 245 17 928 0 17 962 30 0 16 45 91 23 1864 0 34 1921 33 0 17.6 49.5 1.2 97 0 1.8 0.9 0 0.5 1.4 2.8 0.7 57.1 0 1 58.9 30 0 16 45 91 23 1842 0 34 1899 100 100 98.8 0 100 98.9 100 0 100 100 0 0 0 0 0 0 0 0 0 0 22 0 1.2 22 1.1 0 0 0 3 0 0 0 6 6 0 0 0 1 1 0 0 0 5 5 0 0 0 15 15 3 0 0 0 22 22 0 0 0 100 0 0 0 0.7 0.7 0 0 0 22 22 0 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 00 0 2 MCFARLANE RD Out In Total 1872 22 1894 1207 22 1229 3079 44 3123 0 1156 0 22 0 1178 35 16 0 0 35 16 Right Thru Left Peds 1 North 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks Left Thru Right Peds 0 1842 23 34 0 22 0 0 0 1864 23 34 - 0 0 CO 00 O 0m 0 O N co CD CO 0- v m 0 00 F.0 r 5� Z o 0 0 m O co 401 408 411 392 1612 3263 3219 98.7 44 1.3 1899 22 1921 3071 44 3115 1194 Out In Total MCFARI ANF Rn Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_Pedestrian Crosswalk PM Site Code : #5 PM Start Date : 2/29/2012 Page No : 2 MCFARLANE RD Southbound PED CROSSWALKIPARKING GARAGE Westbound MCFARLANE RD Northbound PED CROSSWALKIPARKING GARAGE Eastbound Start Time Right 1 Thru I Left 1 Peds I App. Total Right 1 Thru 1 Left r Pads I App. Total Right 1 Thru 1 Left 1 Peds I App. Total Right 1 Thru 1 Left 1 Peds I App. Total ill. TOW Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 163 4 5 172 3 0 2 12 04:15 PM 0 166 5 0 171 4 0 4 4 04:30 PM 0 156 6 1 163 1 0 1 3 04:45 PM 0 140 1 0 141 2 0 0 2 10 0 7 21 Total Volume % App. Total PHF 0 625 16 6 647 0 96.6 2.5 0.9 .000 .941 .667 .300 .940 17 12 5 4 38 26.3 0 18.4 55.3 .625 .000 .438 .438 .559 2 224 0 10 236 0 0 0 1 1 426 1 221 0 3 225 0 0 0 0 0 408 1 250 0 2 253 0 0 0 3 3 424 2 241 0 2 245 0 0 0 3 3 393 6 936 0 17 959 0 0 0 7 7 1651 0.6 97,6 0 1.8 0 0 0 100 .750 .936 .000 .425 .948 .000 .000 .000 .583 .583 ,969 MCFARLANE RD Out 1 9461 1 16471 n Total 1 0'1 6251 16! 6i Right Tl u LeftPeds 1 15931 Peak Hour Data 1 North Peak Hour Begins at 04:00 PM Cars Trucks Left Thru Ri ht Peds I 936 6 171 1 9591 Out In Total MCFARI ANF Rr) 1 6321 1 15911 O 0 O m m 0 0 0000) Z o D (gA Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Virginia St_Grand Ave PM Site Code : #6 PM Start Date : 2/29/2012 Page No : 1 VIRGINIA ST Southbound GRAND AVE Westbound VIRGINIA ST Northbound GRAND AVE Eastbound Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I APP.Total RI7ht I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Tow Int.Total Start Time 04:00 PM 04:15 PM 04:30 PM PM 20 0 0 7 21 0 0 6 20 0 0 4 27 0 0 5 27 27 24 32 4 99 0 5 108 6 90 0 3 99 5 86 0 5 96 4 99 0 4 107 0 0 0 0 0 0 0 0 0 0 0 0 4 3 5 3 4 3 5 3 0 96 0 82 0 92 0 53 0 0 0 0 6 5 3 4 102 87 95 57 241 216 220 199 04:45 Total 88 0 0 22 110 19 374 0 17 410 0 0 0 15 15 0 323 0 18 341 876 05:00 PM 05:15 PM 05:30 PM PM 21 0 23 0 23 0 20 0 0 0 0 0 3 2 3 3 24 25 26 23 4 90 5 112 3 106 4 103 0 0 0 0 3 5 4 3 97 122 113 110 0 0 0 0 0 0 0 0 0 0 0 0 2 4 2 2 2 4 2 2 0 79 0 76 0 57 0 71 0 0 0 0 6 4 5 4 85 80 62 75 208 231 203 210 05:45 Total 87 0 0 11 98 16 411 0 15 442 0 0 0 10 10 0 283 0 19 302 852 Grand Total 175 0 0 33 208 35 785 0 32 852 0 0 0 25 25 0 606 94.2 0 0 37 5.8 643 1728 Apprch % % 84.1 0 10.1 0 0 0 15.9 1.9 12 4.1 92.1 2 45.4 0 0 3.8 1,9 49.3 0 0 0 0 0 0 100 1.4 1.4 0 0 35.1 0 2.1 37.2 Total Cars 173 0 0 33 206 35 771 0 32 838 0 0 0 25 25 0 596 0 0 37 100 633 98.4 1702 98.5 98.9 0 0 100 99 100 98.2 0 100 98.4 0 0 0 100 100 0 98.3 % Cars Trucks °/ Trucks 2 0 1.1 0 0 0 0 0 2 1 0 14 0 1.8 0 0 0 0 14 1.6 0 0 0 0 0 0 0 0 0 0 0 10 0 1,7 0 0 0 0 10 1.6 26 1.5 m h N M m M 0 2 — co to O 000 J co 0 0) ‘- 0 0 m co O M co .2 h 0 VIRGINIA ST Out In Total 35 0 35 206 2 208 241 2 243 173 2 0 0 0 0 33 0 175 0 0 33 Right Tu Lift Peds North 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks 47 Peds 0 0 0 25 0 0 0 0 0 0 0 25 25 0 25 Out In Total VIRGINIA ST 25 0 25 0 at a N a 0 0 0 N oo 01 N 41. CO CO 03 • A A 0 3 o m H Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Virginia St_Grand Ave PM Site Code : #6 PM Start Date : 2/29/2012 Page No :2 VIRGINIA ST Southbound GRAND AVE Westbound VIRGINIA ST Northbound GRAND AVE Eastbound I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.-rot.' Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I APP.Total Start Time Right Peak Hour Analysis From 04:00 PM to 05:- Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 20 0 0 7 27 4 99 0 5 108 04:15 PM 21 0 0 6 27 6 90 0 3 99 04:30 PM 20 0 0 4 24 5 86 0 5 96 04:45 PM 27 0 0 5 32 4 99 0 4 107 Total Volume 88 0 0 22 110 19 374 0 17 410 / A... Total 80 0 0 20 4.6 91.2 0 4.1 PHF .815 .000 .000 .786 .859 .792 .944 .000 .850 .949 0 0 0 4 0 0 0 3 0 0 0 5 0 0 0 3 4 3 5 3 0 0 0 15 15 0 0 0 100 .000 .000 .000 .750 .750 Int. Total 0 96 0 6 102 241 0 82 0 5 87 216 0 92 0 3 95 220 0 53 0 4 57 199 0 323 0 18 341 876 0 94.7 0 5,3 .000 .841 .000 .750 .836 .909 701 F- LU Q 0CD z 0 op 4N`) �-1 F- I 191 VIRGINIA ST Out In Total 1101 881 01 01 221 Right Thru LeftPeds 1291 Peak Hour Data North Peak Hour Begins at 04:00 PN Cars Trucks Left Thru Right Peds i 0 0 0 15 151 1 Out In Total VIRC;INIA ST 01 151 4 3 m m N RG Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Main Hwy_School Entrance PM Site Code : # 7 PM Start Date : 2/29/2012 Page No : 1 SCHOOL ENTRANCE Southbound uroupS ri iiu eu` MAIN HWY Westbound L.CI.a - ....vn.. SCHOOL ENTRANCE Northbound MAINHWY Thru Left Peds A.p.Total Ri.ht Thru Left Peds App. Total Ri.ht Thru Left Peds App. To al Ri.ht Thru Left Peds App. Total Int. Total Start Time 04:00 PM 04:15 PM 04:30 PM RI.ht 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 1 0 2 0 0 0 0 167 192 194 250 2 0 2 0 3 25 8 14 172 217 204 264 1 8 2 2 0 0 0 0 2 5 2 4 0 1 2 0 3 14 6 6 1 2 0 0 143 152 143 111 0 0 0 0 21 5 13 15 165 159 156 126 340 391 366 398 04:45 PM Total 0 0 0 3 3 0 803 4 50 857 13 0 13 3 29 3 549 0 54 606 1495 05:00 PM 05:15 PM 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 1 1 0 2 1 1 0 0 0 0 0 208 214 233 231 1 1 1 0 11 11 6 14 220 226 240 245 1 1 0 0 0 0 0 0 1 1 1 1 0 0 0 0 2 2 1 1 1 2 2 2 119 135 123 127 0 0 0 0 13 23 16 5 133 160 141 134 357 389 383 380 05:45 PM Total 0 0 0 4 4 0 886 3 42 931 2 0 4 0 6 7 504 0 57 568 1509 Grand Total 0 0 0 7 7 0 1689 7 92 1788 15 0 17 3 35 10 0.9 1053 89.7 0 0 111 9.5 1174 3004 Apprch % 0 0 0 0 0 0 100 0.2 0.2 0 0 94.5 56.2 0.4 0.2 5.1 3.1 59.5 42.9 0.5 0 0 48.6 0.6 8.6 0.1 1.2 0.3 35.1 0 3.7 39.1 Total % Cars 0 0 0 0 0 7 100 7 100 0 0 1674 99.1 7 100 92 100 1773 99.2 15 100 0 0 17 100 3 100 35 100 10 100 1033 98.1 0 0 111 100 1154 98.3 2969 98.8 % Cars Trucks °/ Tn inks 0 0 0 0 0 0 0 0 0 0 0 0 0 15 0.9 0 0 0 0 15 0.8 0 0 0 0 0 0 0 0 0 0 0 0 20 1.9 0 0 0 0 20 1.7 35 1.2 R H Z Q oo 0 COCO CO 0C) 0 0 0 0 0 N tt- 0 00 0 r 0 SCHOOL ENTRANCE Out In Total 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 7 RI Right Thru Left Peds � T North 2/29/2012 04:00 PM 2/29/2012 05:45 PM Cars Trucks 4-1 . 14 Left Thru Riaht Peds 17 0 15 3 0 0 0 0 17 0 15 , 3 17 0 17 35 0 35 52 0 52 -(0 rt 0 .rar- 17I N 0 0 V 0 V N CO 0 N co 0 00 CO - wcnw 2 03 0) Go oo cn no Z 5� H v Out In Total SCHC)OI FNTRANCF Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Main Hwy_School Entrance PM Site Code : # 7 PM Start Date : 2/29/2012 Page No : 2 SCHOOL ENTRANCE Southbound MAIN HWY Westbound SCHOOL ENTRANCE Northbound MAIN HWY Eastbound Start Time Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App, Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 2 2 0 250 0 14 264 05:00 PM 0 0 2 2 0 208 1 11 220 05:15 PM 0 0 1 1 0 214 1 11 226 05:30 PM 0 0 1 1 0 233 1 6 240 Total Volume 0 0 6 6 0 905 3 42 950 % App. Total 0 0 100 0 95.3 0.3 4.4 PHF .000 .000 ,000 .750 .750 .000 .905 .750 .750 .900 2 0 4 0 6 1 0 1 0 2 1 0 1 0 2 0 0 1 0 1 4 0 7 0 11 36.4 0 63.6 0 .500 .000 .438 .000 .458 0 111 1 119 2 135 2 123 0 0 0 0. 15 13 23 16 126 133 160 141 5 488 0 67 560 0.9 87.1 0 12 .625 .904 .000 .728 .875 O 00 N m F , L n. SCHOOL ENTRANCE Out In 6 Total 61 I 01 01 01 61 Right Thru Left Peds I 01 Peak Hour Data North Peak Hour Begins at 04:45 PN Cars Trucks T r► Left? Thru1 o Right Peds 1 41 0 I 1 I L J 1 11l Out In Total SCHOOI FNTRANCF 1 191 t 3 H m .D a O w N 0 N 0 -i v Z Int, Total 398 357 389 383 1527 .959 RICHARD GARCIA & ASSOCIATES, INC. TURNING MOVEMENT COUNTS (TMC) - SATURDAY PEAK PERIOD Richard Garcia 8 Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_S Bayshore Dr Sat Site Code : #1 SAT Start Date : 3/3/2012 Page No :1 MCFARLANE RD Southbound S BAYSHORE DR Westbound MCFARLANE RD Northbound S BAYSHORE DR Eastbound Start Time Right I Thru I Left I Peds I App. Tonl Right I Thru I Left I Peds I App.Tote) Right I Thru I Left I Peds I App.ronl Right I Thru I Left I Peds I App.Totel int.Total I 06:00 PM 0 5 143 0 148 195 0 4 4 203 12 0 0 1 13 0 0 0 8 8 9 372 325 06:15 PM 0 6 148 0 154 144 0 5 7 156 6 0 0 0 6 0 0 0 9 7 360 06:30 PM 0 5 142 0 147 176 0 1 13 190 14 0 0 2 16 0 0 0 7 3 338 06:45 PM 0 4 122 0 126 190 0 2 5 197 12 0 0 0 12 0 0 0 3 Tntal 0 20 555 0 575 705 0 12 29 746 44 0 0 3 47 0 0 0 27 27 1395 07:00 PM 07:15 PM 07:30 PM 07:45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks 0 8 158 0 1 153 0 2 151 0 3 148 0 14 610 0 166 0 154 0 153 0 151 0 624 0 34 1165 0 1199 0 2.8 97.2 0 0 1.3 43.4 0 44.7 0 34 1159 0 1193 0 100 99.5 0 99.5 182 0 1 3 186 142 0 0 2 144 154 0 0 3 157 141 0 4 4 149 619 0 5 12 636 1324 0 17 41 1382 95.8 0 1.2 3 49.4 0 0.6 1.5 51.5 1318 0 17 41 1376 99.5 0 100 100 99.6 0 0 6 0 6 6 0 0 0 6 0 0 0.5 0 0.5 0.5 0 0 0 0.4 8 0 4 0 1 0 6 0 19 0 63 0 95.5 0 2.3 0 0 0 8 0 0 4 0 0 1 0 0 6 0 19 0 3 66 0 4.5 0 0.1 2.5 63 0 0 3 66 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 0 3 3 0 0 0 0 0 0 0 0 3 3 0 0 0 8 8 0 0 0 35 35 0 0 0 100 0 0 0 1.3 1.3 0 0 0 35 35 0 0 0 100 100 0 0 0 0 0 0 0 0 0 0 M O 0 O 00 O 0 0 0 0 0 0 co 0 M MCFARLANE RD Out In Total 1318 6 1324 1193 6 1199 2611. 12 2523 0 0 34 0 1159 6 0 0 0 34 1165 0 Right Thru Left Peds North 3/3/2012 06:00 PM 3/3/2012 07:45 PM Cars Trucks 4-1 t Peds 0 0 0 63 0 3 0 0 0 63 3 66 0 51 _ 66 Out In Total MCFARI ANF RD 117 0 117 51 0 c N N 0 00 O J A O A N CO N 0 N 03 0) O V 0) co N O 362 305 311 309 1287 2682 2670 99,6 12 0.4 Richard Garcia & Associates, Inc, 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_S Bayshore Dr Sat Site Code : #1 SAT Start Date : 3/3/2012 Page No : 2 MCFARLANE RD Southbound S BAYSHORE DR Westbound MCFARLANE RD Northbound S BAYSHORE DR Eastbound Start Time Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App. Total Right I Thru I Left I Peds I App. Total Right I Thru I. Left I Peds I App.Total Peak Hour Analysis From 06:00 PM to 07:45 PM - Peak 1 o ' Int. Total PM Peak Hour for B 0600 06:00 PM Entire IntersectIon eglns at 0 5 143 0 148 195 0 4 4 203 12 0 0 1 13 0 0 0 8 8 372 06:15 PM 0 6 148 0 154 144 0 5 7 156 6 0 0 0 6 0 0 0 9 9 325 06:30 PM 0 5 142 0 147 176 0 1 13 190 14 0 0 2 16 0 0 0 7 7 360 06:45 PM 0 4 122 0 126 190 0 2 5 197 12 0 0 0 12 0 0 0 3 3 338 Total Volume 0 20 555 0 575 705 0 12 29 746 44 0 0 3 47 0 0 0 27 27 1395 App. Total 0 3.5 96.5 0 94.5 0 1.6 3.9 93.6 0 0 6.4 0 0 0 100 PHF .000 .833 .938 .000 .933 .904 .000 .600 .558 .919 .786 .000 .000 .375 .734 .000 .000 .000 .750 .750 .938 N ., d MCFARLANE RD Out In Total 5751 01 201 5551 01 Right Thru Left Peds 11 1 '� 7051 1 12801 Peak Hour Data North Peak Hour Begins at 06:00 PN Cars Trucks 4-1 T r► LeftO Thru Rig1 htPeds 41 3 1 471 Out In Total MCFARI ANF Rr1 321 791 H m m N O N Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : S Bayshore Dr_Mary St SAT Site Code : #2 SAT Start Date : 3/3/2012 Page No : 1 MARY ST Southbound -A""-- .,-- S BAYSHORE DR Westbound _..._._ MARY ST Northbound S BAYSHORE DR Eastbound Start Time Ri_ht Thru Left Peds A.p,Total R1±ht Thru Left Peds A ,.Toni Ri ht Thru Left Peds • Thnt Left Peds A»»,Tata' Int.Totnl 06:00 PM 4 0 18 6 28 16 200 0 5 221 0 0 0 9 9 0 141 11 1 153 157 411 374 06:15 PM 5 0 30 5 40 21 146 0 4 171 0 0 0 6 6 0 143 13 1 387 06:30 PM 5 0 16 1 22 21 176 0 3 200 0 0 0 5 5 0 148 10 2 160 378 06:45 PM 5 0 14 4 23 23 191 0 3 217 0 0 0 1 1 0 124 12 1 137 Total 19 0 78 16 113 81 713 0 15 809 0 0 0 21 21 0 556 46 5 607 1550 07:00 PM 07:15 PM 07:30 PM 07:45 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks 10 0 31 0 41 4 0 13 1 18 9 0 16 2 27 8 0 25 2 35 31 0 85 5 121 50 0 163 21 234 21.4 0 69.7 9 1.7 0 5.4 0.7 7.8 50 0 163 21 234 100 0 100 100 100 0 0 0 0 0 0 0 0 0 0 22 177 0 0 199 19 142 0 9 170 11 145 0 2 158 12 137 0 8 157 64 601 0 19 684 145 1314 9.7 88 4.8 43.8 142 1305 97.9 99.3 3 9 2.1 0.7 0 34 1493 0 2.3 0 1.1 49.8 0 34 1481 0 100 99.2 0 0 12 0 0 0.8 0 0 0 8 8 0 0 0 3 3 0 0 0 I 1 0 0 0 4 4 0 0 0 16 16 0 0 0 37 37 0 0 0 100 0 0 0 1.2 1.2 0 0 0 37 37 0 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 145 11 0 156 0 148 10 5 163 0 142 12 0 154 0 148 8 0 156 0 583 41 5 629 0 1139 87 10 1236 0 92.2 7 0.8 0 38 2.9 0.3 41.2 0 1131 87 10 1228 0 99.3 100 100 99.4 0 8 0 0 8 0 0.7 0 0 0.6 CO N. N 0 N CO OD CO CO is)� M O0 co 00 m M 0 0 0 0 0 0 2 h 0 MARY ST • Out In Total 229 3 232 1 234 0 50 0 0 0 234 463 3 466 163 0 21 0 50 0 163 21 Ri ht Thru Left Peds 11 �► North 3/3/2012 06:00 PM 3/3/2012 07:45 PM Cars Trucks Left Thru Right Peds 0 0 0 0 0 0 37 0 0 0 37 0 0 0 Out 37 0 37 In MARY ST 37 0 37 Total 1 _s L C. w 0 co N 00 04, CO N N Co 4, w — CO V 00 J 0CD 0 N D 0) 50 0 m 404 354 340 352 1450 3000 2980 99,3 20 0.7 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : S Bayshore Dr_Mary St SAT Site Code : #2 SAT Start Date : 3/3/2012 Page No : 2 MARY ST Southbound S BAYSHORE DR Westbound MARY ST Northbound S BAYSHORE DR Eastbound Start Time Right 1 Thru 1 Left 1 Peds 1 App•TomI Right 1 Thru 1 Left 1 Peds 1 App. Total Right 1 Thru 1 Left 1 Peds 1 App.Toml Right 1 Thru 1 Left 1 Peds 1 App.mtat Peak Hour Analysis From 06:00 PM to 07:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 06:00 PM 06:00 PM 4 0 18 6 28 16 200 06:15 PM 5 0 30 5 40 21 146 06:30 PM 5 0 16 1 22 21 176 06:45 PM 5 0 14 4 23 23 191 Total Volume 19 0 78 16 113 81 713 App. Total 16.8 0 69 14.2 10 88.1 PHF .950 .000 .650 .667 .706 .880 .891 0 5 221 0 4 171 0 3 200 0 3 217 0 15 809 0 1.9 .000 .750 .915 0 0 0 9 9 0 0 0 6 6 0 0 0 5 5 0 0 0 1 1 0 0 0 21 21 0 0 0 100 000 .000 .000 .583 .583 0 141 11 1 153 0 143 13 1 157 0 148 10 2 160 0 124 12 1 137 0 556 46 5 607 0 91,6 7.6 0.8 .000 .939 .885 .625 .948 11-10-1 M 0, a MARY ST Out In 13I Total 1 1 1 191 01 781 I161 Right Thru Liftt Peds 11 1 1271 2401 Peak Hour Data T North Peak Hour Begins at 06:00 PM Cars Trucks 4-1 I l� Left Thru RI ht Peds 0 0 0 I21 1 211 Out In Total MARY ST I 01 l 211 03 0) w Int. Total 411 374 387 378 1550 .943 GA Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 Grou s Printed- cars - i rucKs File Name : Mary St_Grand Ave Sat Site Code : #3 SAT Start Date : 3/3/2012 Page No :1 MARY ST Southbound p GRAND AVE Westbound MARY ST Northbound GRAND AVE Eastbound Start Time Right Thru Left Peds APF.Total Right Thru Left Peds APF.Total Right Thru Left Peds Aaa.Total Right Thru Left Pods AOP.Total Int.Totel 06:00 PM 06:15 PM 06:30 PM 06:45 PM 34 35 50 42 9 15 9 12 0 2 0 3 0 0 0 2 45 53 59 56 0 0 0 0 0 0 0 0 0 0 0 0 10 5 6 3 10 5 6 3 0 0 0 0 15 16 7 20 18 27 15 15 1 0 2 1 34 43 24 36 14 20 16 11 0 0 0 0 57 49 50 55 4 6 11 6 75 75 77 72 164 176 166 167 Total 161 45 0 7 213 0 0 0 24 24 0 58 75 4 137 61 0 211 27 299 673 07:00 PM 07:15 PM 07:30 PM 07:45 PM Total 26 23 0 1 50 45 10 0 2 57 36 9 0 1 46 48 14 0 3 65 155 56 0 7 218 0 0 0 11 11 0 0 0 3 3 0 0 0 13 13 0 0 0 16 16 0 0 0 43 43 0 12 27 1 40 0 13 17 2 32 0 13 12 1 26 0 10 9 0 19 0 48 65 4 117 22 0 46 2 70 10 0 25 4 39 19 0 37 8 64 19 0 41 14 74 70 0 149 28 247 171 131 149 174 625 Grand Total 316 101 0 14 431 0 0 0 67 67 0 106 140 8 254 131 0 360 55 546 1298 Apprch % 73.3 23.4 0 3.2 0 0 0 100 0 41.7 55.1 3.1 24 0 65.9 10.1 Total % 24.3 7.8 0 1.1 33,2 0 0 0 5.2 5.2 0 8.2 10.8 0.6 19.6 10.1 0 27.7 4.2 42.1 Cars 315 100 0 14 429 0 0 0 67 67 0 106 136 8 250 131 0 359 55 545 1291 % Cars 99.7 99 0 100 99.5 0 0 0 100 100 0 100 97.1 100 98.4 100 0 99.7 100 99.8 99.5 Trucks 1 1 0 0 2 0 0 0 0 0 0 0 4 0 4 0 0 1 0 1 7 %Trucks 0.3 1 0 0 0.5 0 0 0 0 0 0 0 2.9 0 1.6 0 0 0.3 0 0.2 0.5 H W 0 c z 0 COco rn 0 0 to N N v ar M o m 00 0 r O M u000n (0 d MARY ST Out In Total 465 1 466 429 2 431 894 3 897 315 100 1 0 0 14 0 316 101 0 14 Ryht Thru Left Peds North 3/3/2012 06:00 PM 3/3/2012 07:45 PM Cars Trucks 1' r► Left Thru Right Peds 136 4 106 0 0 0 8 0 140 106 0 231 1 232 250 4 254 481 5 486 2 0 0 0 O 0 0 00 O 0 0 0 - 0-4 0 =o m m O d Out In Total MARY ST Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Mary St_Grand Ave Sat Site Code : #3 SAT Start Date : 3/3/2012 Page No : 2 MARY ST Southbound GRAND AVE Westbound MARY ST Northbound GRAND AVE Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App, Total Right Thru Left Peds App. Total Peak Hour Analysis From 06:00 PM to 07:45 PM - Peak 1 of 1 Beains Int. Total 06:15 PM 35 15 0 3 53 0 0 0 5 5 0 16 27 0 43 20 0 49 6 75 176 06:30 PM 50 9 0 0 59 0 0 0 6 6 0 7 15 2 24 16 0 50 11 77 166 06:45 PM 42 12 0 2 56 0 0 0 3 3 0 20 15 1 36 11 0 55 6 72 167 07:00 PM 26 23 0 1 50 0 0 0 11 11 0 12 27 1 40 22 0 46 2 70 171 Total Volume 153 59 0 6 218 0 0 0 25 25 0 55 84 . 4 143 69 0 200 25 294 680 %App. Total 70.2 27.1 0 2,8 0 0 0 100 0 38.5 58.7 2,8 23.5 0 68 8.5 PHF .765 .641 .000 .500 .924 000 .000 .000 .568 .568 .000 .688 .778 .500 .831 .784 .000 .909 .568 .955 .966 0 h a MARY ST Out In Total 1 2181 I 1531 591 01 61 Right Thin LeftPeds 2551 4731 Peak Hour Data 1 North Peak Hour Begins at 06:15 PN Cars Trucks 1-1 Left Thru Right Peds 841 551 01 41 1 1431 I 2711 Out In Total MARY ST 1281 O O Q. N N N N 0 —Z m m 0 N Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Grand Ave_McFarlane Rd_Main Hwy Sat Site Code : #4 SAT Start Date : 3/3/2012 Page No : 1 Grouas Printed- Cars - Trucks Southbo and GRAND AVE Westbound MCFARLANE RD Northwest MAIN HWY Northeast GRAND AVE Eastbound Start Time Pods App. Total Right Thru Bear Lea Nerd left_ Pods App. Toler Hee High t Bear Rloht. Bear Le R Left Pods App. Toiel. Right Bear Rh hl Bear Lea Herd Loll Peds App. Total Hard ;VW Bear Rlahl: T ru Left Pods App. Total Total 06:00 PM 30 30 0 48 30 0 20 98 0 0 72 139 25 236 116 34 0 0 0 150 0 41 38 0 27 106 620 06:15 PM 21 21 0 33 47 0 38 118 0 0 45 109 33 187 108 38 0 0 0 146 0 56 38 0 18 112 584 06:30 PM 32 32 0 46 35 0 20 101 0 0 52 120 28 200 104 36 0 0 0 140 0 51 25 0 37 113 586 06:45 PM 29 29 0 53 42 0 30 125 0 0 57 135 37 229 90 48 0 0 0 138 0 48 32 0 39 119 640 Total 112 112 0 180 154 0 108 442 0 0 226 503 123 852 418 156 0 0 0 574 0 196 133 0 121 450 2430 07:00 PM 23 23 0 52 34 0 37 123 1 0 60 128 19 208 116 25 0 0 0 141 0 53 40 0 22 115 610 07:15 PM 37 37 0 45 32 0 20 97 0 0 53 94 40 187 128 22 0 0 0 150 0 34 27 0 21 82 553 07:30 PM 32 32 0 47 36 0 33 116 0 0 54 97 31 182 102 25 0 0 0 127 0 50 44 0 41 135 592 07:45 PM 24 24 0 49 31 0 27 107 0 0 51 90 36 177 106 37 0 0 0 143 0 45 33 0 43 121 572 Total 116 116 0 193 133 0 117 443 1 0 218 409 126 754 452 109 0 0 0 561 0 182 144 0 127 453 2327 Grand Total 228 228 0 373 287 0 225 885 1 0 444 912 249 1606 870. 265 0 0 0 1135 0 378 277 0 248 903 4757 Apprch % 100 0 42.1 32.4 0 25.4 0.1 0 27.6 56.8 15.5 76.7 23.3 0 0 0 0 41.9 30.7 0 27,5 Total % 4.8 4.8 0 7.8 6 0 4,7 18.6 0 0 9.3 19.2 5,2 33.8 18.3 5.6 0 0 0 23.9 0 7.9 5.8 0 5.2 19 Cars 228 228 0 369 287 0 225 881 1 0 444 909 249 1603 870 265 0 0 0 1135 0 373 277 0 248 898 4745 % Cars 1:00 100 0 98.9 100 0 100 99.5 100 0 100 99,7 100 99.8 100 100 0 0 0 100 0 98.7 100 0 100 99.4 99.7 Trucks 0 0 0 4 0 0 0 4 0 0 0 3 0 3 0 0 0 0 0 0 0 5 0 0 0 5 12 %Trucks 0 0 0 1.1 0 0 0 0.5 0 0 0 0.3 0 0.2 0 0 0 0 0 0 0 1.3 0 0 0 0.6 0.3 Total 3/3/2012 06:00 PM 3/3/2012 07:45 PM Cars Trucks MAIN HWY \c M('FARI ANF Pr Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Grand Ave_McFarlane Rd_Main Hwy Sat Site Code : #4 SAT Start Date : 3/3/2012 Page No 2 Southbo and GRAND AVE Westbound MCFARLANE RD Northwest MAIN HWY Northeast GRAND AVE Eastbound Start Time App. Pods Total Right Beer HeN Thru Pods Left Len App. Total. Herd Rlaht Beer Bear Left Peds Right Left App. Tolel. Right Baer Rlahl. Bear Hard Peds Lefl Let( App. Totel. Herd Right Beer Thru Left Peds Wahl App. Total n. Total Peak Hour Analysis From 06:00 PM to 07:45 PM - Peak 1 of 1 I I.1R. aT nK• 06:00 PM 30 30 0 48 30 0 20 98 0 0 72 139 25 236 116 34 0 0 0 150 0 41 38 0 27 106 620 06:15PM 21 21 0 33 47 0 38 118 0 0 45 109 33 187 108 38 0 0 0 146 0 56 38 0 18 112 584 06:30 PM 32 32 0 46 35 0 20 101 0 0 52 120 28 200 104 36 0 0 0 140 0 51 25 0 37 113 586 06:45 PM 29 29 0 53 42 0 30 125 0 0 57 135 37 229 90 48 0 0 0 138 0 48 32 0 39 119 640 Total Volume 112 112 0 180 154 0 108 442 0 0 226 503 123 852 418 156 0 0 0 574 0 196 133 0 121 450 2430 App.. Total. 100 0 40.7 34.8 0 24.4 0 0 26.5 59 144 72.8 27,2 0 0 0 0 43,6 29.6 0 26,9 PHF .875 .875 .000 .849 .819 .000 .711 .884 .000: ,000. .785 .905. .831 .903 .901 .813 ,000 .000 .000 .957 .000 .875 :875 .000 .776 .945 .949 0 OutOl In Total 112 I 1121 Peds Peak Hour Data North Peak Hour Begins at 06:00 PM Cars Trucks 4 —I r00 rz SQ -o CL J�• MCFARI ANF Rf� 0 4, m N 4, N Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd Pedestrian Crosswalk SAT Site Code : #5 SAT Start Date : 3/3/2012 Page No : 1 irnnnc Prin4arl_ Cars . Trnrks MCFARLANE RD Southbound PED CROSSWALK/PARKING GARAGE Westbound MCFARLANE RD Northbound PED CROSSWALK/PARKING GARAGE Eastbound Start Time Right 1 Thru i Left Peds i APP.Tou Right Thru Left I Peds I APP.TotaI Right I Thru I Left I Peds i APP.rotal Right i Thru I Left i Peds [ App. Total int.Total 06:00 PM 0 148 4 11 163 3 0 4 3 10 1 197 0 7 205 0 0 0 1 1 379 06:15 PM 0 151 9 1 161 5 0 0 11 16 3 143 0 2 148 0 0 0 1 1 326 06:30 PM 0 145 6 8 159 2 0 1 6 9 0 176 0 2 178 0 0 0 4 4 350 06:45PM 0 126 6 2 134 5 0 1 5 11 2 190 0 2 194 0 0 0 1 1 340 Total 0 570 25 22 617 15 0 6 25 46 6 706 0 13 725 0 0 0 7 7 1395 07:00 PM 07:15 PM 07:30 PM 07:45 PM Total 0 164 10 3 177 0 156 5 6 167 0 149 6 5 160 0 145 5 0 150 0 614 26 14 654 2 0 1 3 6 6 0 0 0 6 3 0 3 5 11 1 0 3 0 4 12 0 7 8 27 4 181 0 0 185 8 134 0 0 142 4 149 0 0 153 3 143 0 0 146 19 607 0 0 626 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 368 315 324 300 1307 Grand Total 0 1184 51 36 1271 27 0 13 33 73 25 1313 0 13 1351 0 0 0 7 7 2702 Apprch % 0 93.2 4 2.8 37 0 17.8 45.2 1.9 97.2 0 1 0 0 0 100 Total % 0 43.8 1.9 1.3 47 1 0 0.5 1.2 2.7 0,9 48.6 0 0.5 50 0 0 0 0.3 0.3 Cars 0 1178 51 36 1265 27 0 13 33 73 25 1300 0 13 1338 0 0 0 7 7 2683 % Cars 0 99,5 100 100 99.5 100 0 100 100 100 100 99 0 100 99 0 0 0 100 100 99.3 Trucks 0 6 0 0 6 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 19 % Trucks 0 0.5 0 0 0.5 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0.7 w 0 O� Z naco . 0 0 0 w d no r �0 00 00 00 00 0 t` 0 MCFARLANE RD Out In Total 1327 13 1340 1265 6 1271 2592 19 2611 0 0 1178 6 51 0 36 0 0 1184 51 36 Right T�u Left Peds North 3/3/2012 06:00 PM 3/3/2012 07:45 PM Cars Trucks '1 T r' Left Thru Right Peds 0 1300 25 13 0 13 0 0 0 1313 25 13 1191 1338 2529 NrA a N J o J 00 w ow w W 0w 0 0) 0w m 0 0 00 ca r ;f7 Z o_ 0 omt 'n D D 0 m 6 1197 13 1351 19 2548 Out In Total MCFARI ANF RD Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : McFarlane Rd_Pedestrian Crosswalk SAT Site Code : #5 SAT Start Date : 3/3/2012 Page No : 2 MCFARLANE RD Southbound PED CROSSWALK/PARKING GARAGE Westbound MCFARLANE RD Northbound PED CROSSWALK/PARKING GARAGE Eastbound Start Time Right I Thru 1 Le I Pads I App. Total Right I Thru I Left 1 Peds I App. Total Right I Thru 1 Left I Peds I App.rotal Right I Thru I Left I Peds 1 App. Total Peak Hour Analysis From 06:00 PM to 07:45 PM - Peak 1 0 Peak Hour for Entire Intersection Begins at 06:00 PM 11 163 3 06:00 PM 06:15 PM 06:30 PM 06:45 PM Total Volume % App. Total PHF 0 148 0 151 0 145 0 126 0 570 0 92.4 4 9 6 6 25 4.1 1 161 8 159 2 134 22 617 3.6 .000 .944 ,694 .500 .946 0 5 0 2 0 5 0 15 0 32.6 0 4 3 10 0 11 16 1 6 9 1 5 11 6 25 46 13 54.3 .750 .000 .375 .568 .719 1 197 0 7 205 3 143 0 2 148 0 176 0 2 178 2 190 0 2 194 6 706 0 13 725 0,8 97.4 0 1.8 .500 .896 .000 .464 .884 0 0 0 1 1 0 0 0 1 1 0 0 0 4 4 0 0 0 1 1 0 0 0 7 7 0 0 0 100 .000 .000 .000 .438 .438 a0'0 H z z aa. — r MCFARLANE RD Out 1 In17 Total 1 1 01 5701 251 1221 11 Ri9ht T�u L�, Peds 1 7211 13381 Peak Hour Data North Peak Hour Begins at 06:00 PM Cars Trucks Left �1 Thru 706 Ri ht6 Peds 1 5761 1 13011 Out In Total JVICFARI ANF RR v a N to m 00 00 rn Int. Total 379 326 350 340 1395 .920 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Virginia St_Grand Ave AM Site Code : #6 AM Start Date : 2/29/2012 Page No : 1 VIRGINIA ST Southbound UIUUpb ri LILLGu- GRAND AVE Westbound va.0 - ........... VIRGINIA ST Northbound GRAND AVE Eastbound Time Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App:Total Right I Thru I Left I Peds I App:Total int. Total Start 07:00 AM 07:15AM 07:30 AM 12 0 0 2 24 0 2 1 20 0 0 3 21 0 1 0 14 27 23 22 3 30 1 1 6 75 0 6 7 70 0 6 13 37 1 1 35 87 83 52 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 1 2 0 2 1 0 53 0 69 0 73 0 82 0 1 1 0 4 5 4 4 57 75 78 86 108 189 186 161 07:45AM Total 77 0 3 6 86 29 212 2 14 257 0 0 0 5 5 0 277 2 17 296 644 08:00 AM 08:15 AM 08:30 AM 26 0 22 0 27 0 20 0 0 0 1 0 1 2 0 1 27 24 28 21 17 62 12 73 10 65 13 37 0 0 1 0 2 4 2 5 81 89 78 55 0 0 0 0 0 0 0 0 0 0 0 0 1 3 1 1 1 3 1 1 0 86 0 95 0 113 0 115 0 0 0 0 6 3 7 3 92 98 120 118 201 214 227 195 08:45 AM Total 95 0 1 4 100 52 237 1 13 303 0 0 0 6 6 0 409 0 19 428 837 Grand Total 172 0 4 10 186 81 449 3 27 560 0 0 0 11 11 0 686 0 94.8 2 0.3 36 5 724 1481 Apprch % % 92.5 0 11.6 0 2.2 0.3 5.4 0.7 12.6 14.5 80.2 5.5 30.3 0.5 0.2 4.8 1.8 37.8 0 0 0 0 0 0 100 0.7 0.7 0 46.3 0.1 2.4 48.9 Total Cars 170 0 4 10 184 76 436 3 27 542 0 0 0 11 11 0 686 2 100 36 100 724 100 1461 98.6 98.8 0 100 100 98.9 93.8 97.1 100 100 96.8 0 0 0 100 100 0 100 % Cars Trucks o/ Trucks 2 0 1.2 0 0 0 0 0 2 1.1 5 13 6.2 2.9 0 0 0 0 18 3.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 1.4 H O LO M CO LO V w5 0 z 00 N O ti r- r 0 (D N O N �p CO w o 0 on 0 0 0 O CC) o M 2 H-, L LY N a VIRGINIA ST Out In 78 5 83 184 2 86 Total 262 7 269 170 0 4 10 2 0 0 0 172 0 4 10 Right Thu Left Peds North 2/29/2012 07:00 AM 2/29/2012 08:45 AM Cars Trucks 4-1 iaht Peds 0 0 0 11 0 0 0 0 0 0 0 ,11 3 0 3 11 0 11 Out In VIRGINIA ST 14 0 14 Total talaq N N co Oa C3 0 0) wrn w 0w V O m O >(0 CO N W O _ N W N Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Virginia St_Grand Ave AM Site Code : #6 AM Start Date : 2/29/2012 Page No : 2 VIRGINIA ST Southbound GRAND AVE Westbound VIRGINIA ST Northbound GRAND AVE Eastbound 1 Thru 1 Left! Peds I App. Total Rlght I Thru I Left I Peds I App, Total Rlght I Thru I Left I Peds I App. Total Rlght I Thru I Left! Peds I App. Total Start Time Rlght Peak Hour Analysis From 07:00 AM to 08:- Pea Peak Hour for Entire Intersection Begins at 08:00 AM 26 0 0 1 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total Volume % App. Total PHF 27 22 0 0 2 24 27 0 1 0 28 20 0 0 1 21 95 0 1 4 100 95 0 1 4 .880 .000 .250 .500 .893 17 12 10 13 52 17.2 .765 62 73 65 37 237 78.2 .812 0 2 81 0 4 89 1 2 78 0 5 55 1 13 303 0.3 4.3 .250 .650 .851 0 0 0 1 1 0 0 0 3 3 0 0 0 1 1 0 0 0 1 1 0 0 0 6 0 0 0 100 000 .000 .000 .500 .500 6 0 86 0 0 95 0 0 113 0 0 115 0 6 92 98 120 118 3 7 3 0 409 0 19 428 0 95.6 0 4.4 .000 .889 .000 .679 .892 0 >c z (9 0 �-1 VIRGINIA ST Out In Total L____U1 1 1001 1521 95! 0! 1I 4 Right Thru Left Peds 1 Peak Hour Data North Peak Hour Begins at 08:00 AN Cars Trucks Left Thru Right Peds 0 - Out In VIRGINIA ST 1 71 Total 4, Int, Total 201 214 227 195 837 .922 Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Main Hwy_School Entrance Sat Site Code : #7 SAT Start Date 3/3/2012 Page No :1 SCHOOL ENTRANCE Southbound sat uuJO r turac.a-..c.. MAIN HWY Westbound .... -_ ........., SCHOOL ENTRANCE Northbound MAIN HWY Eastbound Right I Thru I Left I Peds I Apo low Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total Right I Thru I Left I Peds I App.Total Int.Total I Start Time 06:00 PM 0 0 0 4 4 0 179 1 12 192 3 0 1 6 10 1 143 0 6 4 150 152 356 346 06:15 PM 06:30 PM 0 0 0 0 0 0 3 6 3 6 0 171 0 148 0 0 8 10 179 158 2 I 1 0 0 2 0 8 4 12 5 2 4 146 130 0 0 9 5 143 146 312 354 PM 0 0 0 5 5 0 187 0 7 194 2 0 2 5 9 6 135 0 06:45 Total 0 0 0 18 18 0 685 1 37 723 8 0 5 23 36 13 554 0 24 591 1368 07:00 PM 0 0 0 4 4 0 164 5 9 178 4 0 0 7 11 3 131 0 8 6 142 160 335 309 07:15 PM 07:30 PM PM 0 0 0 0 0 0 0 0 0 3 3 4 3 3 4 0 132 0 140 0 129 3 4 4 5 6 8 140 150 141 1 3 0 0 0 0 1 3 1 4 5 4 6 11 5 5 7 2 149 123 147 0 0 0 4 4 134 153 298 303 07:45 Total 0 0 0 14 14 0 565 16 28 609 8 0 5 20 33 17 550 0 22 589 1245 Grand Total 0 0 0 32 32 0 1250 17 65 1332 16 0 10 43 69 30 1104 0 0 46 3.9 1180 2613 Apprch %0 °Ao 0 0 0 0 0 0 100 1.2 1.2 0 93.8 0 47.8 1.3 0.7 4.9 2.5 51 23.2 0.6 0 0 14.5 0.4 62.3 1.6 2.6 2.5 1.1 93.6 42.3 0 1.8 45.2 Total Cars 0 0 0 32 32 0 1250 17 65 1332 16 0 10 43 69 30 1103 0 46 100 1179 99.9 2612 100 Cars 0 0 0 100 100 0 100 100 100 100 100 0 100 100 100 100 99.9 0 % Trucks 0/ Trunks 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 0.1 0 0 0 0 1 0.1 1 0 z CPA— O O) ' 0 00 00 0 N 0 0 0 q m� 0 2 oL 0 0 M � a1 PO 0 0.. SCHOOL ENTRANCE Out In Total 0 0 0 32 0 32 32 0 32 0 0 0 0 0 0 32 0 0 0 0 32 Right Thru Le. ft Peds North 3/3/2012 06:00 PM 3/3/2012 07:45 PM Cars Trucks Left Thru Right Peds 10 0 0 0 16 0 43 0 10 0 16 43 47 0 47 69 0 69 116 0 116 O 0 0 H C 0 0 0 co (0 N V o V o Um W W NON O 0 3, D A N 3t Out In Total SCHOOl FNTRANt1F Richard Garcia & Associates, Inc. 13117 NW 107 Avenue, Suite # 4 Hialeah Gardens, Florida 33018 Phone: 305-595-7505 Fax: 305-675-6474 File Name : Main Hwy_School Entrance Sat Site Code : #7 SAT Start Date : 3/3/2012 Page No : 2 SCHOOL ENTRANCE Southbound MAIN HWY Westbound SCHOOL ENTRANCE Northbound MAIN HWY Eastbound Start Time Right I Thru I Left I Peds I App, Total Right 1 Thru I Left I Peds 1 App. Total Right I Thru I Left I Peds I App. Total Right `Thru I Left i Peds I App. Total Peak Hour Analysis From 06:00 PM to 07:45 PM Peak 1 of 1 tiro Intcrec�tinn I- line aT fl(i• Int. Total. 06:00 PM 0 0 0 4 4 0 179 1 12 192 3 0 1 6 10 1 143 0 6 150 356 06:15 PM 0 0 0 3 3 0 171 0 8 179 2 0 2 8 12 2 146 0 4 152 346 06:30 PM 0 0 0 6 6 0 148 0 10 158 1 0 0 4 5 4 130 0 9 143 312 06:45 PM 0 0 0 5 5 0 187 0 7 194 2 0 2 5 9 6 135- 0 5 146 354 Total volume 0 0 0 18 18 0 685 1 37 723 8 0 5 23 36 13 554 0 24 591 1368 A . Total 0 0 0 100 0 94.7 0.1 5.1 22.2 0 13.9 63.9 2.2 93.7 0 4.1 PHF .000 .000 .000 .750 .750 .000 .916 .250 .771 .932 .667 .000 .625 ,719 .750 .542 .949 .000 .667 .972 .961 z 0 0) m 0) M SCHOOL ENTRANCE Out In Total 01 1 181 P 18 of of of 1s Right Thru Lel ft Peds Peak Hour Data North Peak Hour Begins at 06:00 PN Cars Trucks 4-1 Lefts Thru1 0 Right 81 Peds r 31 361 1 501 Out In Total SCHOOI FNTRANCF 1 141 2 0 Q N O G) 0) w N cn 0 Print Date: 3/12/2012 TOD Schedule Report for 2207: Grand Av&Main Hwy&McFarlane Rd Print Time: 8:18 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Setting PhaseBank Maximum 2207 Grand Av&Main Hwy&McFarlane Rd DOW-2 TOD Free 0 0 N/A 2 Max 2 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 E/W NWT W PED SE PED - NE+WB 0 0 0 0 0 0 0 0 N/A N/A N/A Active Phase Bank: Phase Bank 2 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 E/W 7 - 10 - 10 7 - 7 - 7 10 - 10 - 5 2 - 2 - 2 30 - 23 - 25 37 - 30 - 32 4 1.7 2 NWT 7 - 10 - 10 6 - 6 - 6 7 - 7 - 7 2.5 -2.5 - 2.5 48 - 32 - 25 55 - 39 - 32 4 1 3 W PE 7 - 10 - 10 5 - 5 - 5 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 27 - 27 - 27 4 1.4 4 SE P 7 - 10 - 10 10 - 10 - 10 7 - 7 - 7 2.5 -2.5 - 2.5 23 - 16 - 26 28 - 23 - 33 4 1.4 5 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 7 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 NE+ 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 23 - 16 - 26 28 - 23 - 33 4 1.4 Green Time Current 1 2 3 4 5 6 7 8 Plan Cvcle Ring Offset Offset TOD Schedule E/W NWT W PE SE PED - - - NE+ Free 1 90 18 27 13 11 0 0 0 ** 0 60 2 120 25 44 13 17 0 0 0 ** 0 66 3 90 18 27 13 11 0 0 0 ** 0 60 4 120 27 41 13 18 0 0 0 ** 0 74 5 90 18 27 13 11 0 0 0 ** 0 60 6 95 20 20 13 21 0 0 0 ** 0 51 7 120 25 43 13 18 0 0 0 ** 0 66 8 95 20 20 13 21 0 0 0 ** 0 51 11 90 18 27 13 11 0 0 0 *" 0 60 Last In Service Date: 01/18/2011 11.51 Permitted Phases Default External Permit 0 External Permit 1 External Permit 2 12345678 1234---8 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S Current Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 1000 TOD OUTPUTS 1200 TOD OUTPUTS 1400 TOD OUTPUTS 1600 TOD OUTPUTS 1830 TOD OUTPUTS Settings * Day of Week — 3- MTWThF --2 MTWThF M TWThF --4— MTWThF ----1 MTWThF — --2 MTWThF ---4-- M T WThF Local Time off Day Function Time Function 0000 TOD OUTPUTS 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0700 TOD OUTPUTS 1000 TOD OUTPUTS 1000 TOD OUTPUTS 1200 TOD OUTPUTS 1400 TOD OUTPUTS 1600 TOD OUTPUTS 1830 TOD OUTPUTS Settings* 3- ---4-- -----2- 1 Day of Week MTWThF Su S Su S MTWThF M TWThF Su S MTWThF MTWThF MTWThF MTWThF 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 MIAMI-DADE ATMS SIGNAL DATA SHEET Signal Asset ID: 2207 Signal Location: Grand Avenue & Main Highway & McFarlane Road Analysis Period: AM / PM & Saturday Peak Period (6:00 - 8:00 PM) Local Time of Day Schedule: 2 Plan Local Time of Day Function: - Setting (Blank or Number#) Signal Settings: (i.e. Blank, Plan #1 - Cycle Length: Offset: Phase Bank 1, Max 1) 120 seconds 66 seconds PHASE: 12 434 <===i Ped (Opt.) G(w) G(f) G(g) 25 44 13 17 G(total) 25 44 13 17 Y R 4 4 4 4 2 1 1 1 SPLIT 31 49 18 22 Print Date: 11/9/2011 TOD Schedule Report for 6211: McFarlane Rd@SW 2800 Blk Print Time: 3:18 AM Asset 6211 PH 1 SEL 0 TOD Intersection Schedule Op Mode McFarlane Rd@SW 2800 Blk DOW-4 Splits PH2 PH3 P114 PH5 PH PH PH8 NWT - - SET - SWT 0 0 0 0 0 0 0 T Active Phase Bank: Phase Bank 1 Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank Plan # N/A TOD Active Active Cycle Offset Settin PhaseBank Maximum 0 0 N/A 0 Max 0 Phase 1 SEL 2 NWT 3 - 4 - 5 - 6 SET 7 - 8 SWT 1 2 3 1 2 3 1 2 3 O - 0 - 0 O - 0 - 0 O - 0 - 0 0 - 0 - 0 O - 0 - 0 O - 0 - 0 O - 0- 0 7 - 7 - 0 - 0 - 0 0 - 0 - 0 O - 0 - 0 0 - 0 - 0 O - 0 - 0 0 - 0 - 0 O - 0 - 0 10 - 10 - 10 5 - 5 - 20 - 20 - 20 O 0 - 0 O - 0 - 0 0 - 0 - 20 - 20 - 20 0 - 0 0 7 - 7 - 7 1 2 3 1 2 3 1 2 3 - 2 - 2 7 - 7 - 7 25 - 25 - 25 3 2.5 -2.5 - 2.5 0 - 0 - 0 0 - 0 - 0 O - 0 - 0 2.5 -2.5 - 2.5 O - 0 - 0 2.5 -2.5 - 2.5 40 - 40 - 40 0 - 0 - 0 O 0 - 0 O - 0 - 0 40 - 40 - 40 0 - 0 - 0 7 - 10 - 10 O - 50 - 50 0 - 0 - 0 0 - 0 - 0 O - 0 - 0 O - 50 - 50 O - 0 0 50 - 35 - 35 4 0 0 0 4 0 4 0 0.8 0 0 0 0.8 0 0.8 Current TOD Schedule Plan 1 2 3 Cycle Green Time 1 2 3 4 5 SEL NWT - 90 0 65 0 95 0 77 0 120 0 87 0 6 7 8 SET - SWT O 0 65 0 15 O 0 77 0 8 0 0 87 0 23 Ring Offset Offset 0 0 0 50 38 42 Last In Service Date: unknown Permitted Phases 12346678 Default 12---6-8 Extemal Permit 0 External Permit 1-2---6-8 External Permit 2-2---6-8 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0615 1 SuMTWThF S 0700 2 SuMTWThF S 1000 1 Su M T W Th F S 1100 3 SuMTWThF S 2200 Free SuMTWThF S Current Time of Day Function Time Function 0000 TOD OUTPUTS Settinas * Day of Week ---5--- SuM T W ThF S Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week 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 MIAMI - DADE ATMS SIGNAL DATA SHEET Signal Asset ID: 6211 Signal Location: McFarlane Road @ SW 2800 Block Analysis Period: ED/ PM (Circle One) Local Time of Day Schedule: 2 Plan Local Time of Day Function: Setting (Blank or Number#) Signal Settings: (i.e. Blank, Plan #1 Cycle Length: Offset: - Phase Bank 1, Max 1) 95 seconds 38 seconds PHASE: 01 12 3 4 t G(w) _ e G(f) o G(g) 77 8 G(total) 77 8 Y 4 4 R 1 1 SPLIT 82 13 MIAMI-DADE ATMS SIGNAL DATA SHEET Signal Asset ID: 6211 Signal Location: McFarlane Road @ SW 2800 Block Analysis Period: AM /©(Circle One) Local Time of Day Schedule: 3 Plan Local Time of Day Function: - Setting (Blank or Number#) Signal Settings: (Le. Blank, Plan #1 Cycle Length: Offset: 19.1 - Phase Bank 1, Max 1) 120 seconds 42 seconds PHASE: 3 G(w) G(f) G(g) 87 23 G(total) 87 23 4 4 1 SPLIT 92 28 MIAMI-DADE ATMS SIGNAL DATA SHEET Signal Asset ID: 6211 Signal Location: McFarlane Road @ SW 2800 Block Analysis Period: Saturday Peak Period (6:00 - 8:00 PM) Local Time of Day Schedule: 3 Plan Local Time of Day Function: - Setting (Blank or Number#) Signal Settings: (i.e. Blank, Plan #1 Cycle Length: Offset: - Phase Bank 1, Max 1) 120 seconds 42 seconds PHASE: D1 c3 G(w) G(f) G(g) G(total) 87 87 23 23 4 R SPLIT 1 1 92 28 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II APPENDIX B Additional Traffic Data Page 37 MARCH 2012 Daylan Rubido Traffic Engineering Division Public Works Department Page 1 Site Code: 4 Station ID: MAIN NE OF COMMODORE SWB NEB Latitude: 0' 0.000 Undefined Start 02-Oct-10 SWB Time Sat Morning Afternoon Morning Afternoon 12:00 87 106 12:15 78 110 12:30 100 118 12:45 68 .110 01:00 58 104 01115 52 107 01:30 68 123 01:45 58. 97 02:00 53 108 0215 29 _ `130 02:30 25 122 02;45 35 : 122 03:00 26 102 03;15 37 124 03:30 35 112 03:45 18 130 04:00 13 112 04:15: 21 114 04:30 12 107 04:45 11 129 05:00 6 117 g5:15 6 121 05:30 12 146 05:45 7 103 06:00 5 129 06:15 15 120 06:30 11 113 06:45- 13 123 07:00 19 128 07:15 - 18 104 07:30 16 131 07:45 . 33 130 08:00 33 116 08:15. 23 115 08:30 51 97 08:45 64 104 09:00 69 110 09:15 . 81. 116 09:30 71 108 09:45 .69 99 10:00 57 102 10;15 76" 121 10:30 76 102 10:45 78 129 11:00 90 118 11:15 88, 125 11:30 105 116 11;45 109. ,. 111 Total 2185 5541 Percent 28.3% 71.7% Hour Totals 333 444 236 431 142 482 116 468 57 ' 462 31 487 44 485 86 -' 493 171 - 432 290 433 287 '. 454 392 470 Hour Totals Morning Afternoon Morning Afternoon Morning Afternoon 46 92 38 99 46 109 33 .113 163 ` 413 _ 496 ' 857 38 96 36. - 109 34 89 38 92 -146 - 386 382 817 28 101 26 109 24 103 25 - 97 103 1410 245 892.. 16 83 22 93 17 122 12 86 67 _384 183 852 10 89 8 77 4 103 6 88 - 28 357 85 819 4 106 5 75 5 106 7 106 21 393 52 , 880 8 103 10 93 22 114 27 - 108 . 67 418 111 903 29 114 42 . 08 39 116 33 99 143 427 229- 920- 28 112 45 -02 63 105 45 92 181 401 352 833 59 90 64 - '82 73 94 82 93 278 359 -568 - 792 77 102 78 75. 84 100 82 88 321 : 365 608 819. 96 90 92 '80 91 83 t e104_ 87 . _ _'383, 340, .4775 85._ 810194 10 1901 4653 29.0% 71.0% 28.6% 71.4% NEB Combined Totals Daylan Rubido Traffic Engineering Division Public Works Department Page 2 Site Code: 4 Station ID: MAIN NE OF COMMODORE SWB NEB Latitude: 0' 0.000 Undefined Start 03-Oct-10 SWB Time Sun Morning Afternoon Morning Afternoon 12:00 91 98 12:15 123 124 12:30 107 127 12:45 98 99 01:00 103 117 01;15._ 89` 126 01:30 108 97 01:45 72 113. 02:00 53 114 02:15 49 ' 116 02:30 43 110 02:45 38 104 03:00 33 109 03;15 36 107 03:30 35 118 03:45 26 . 114 04:00 19 112 04:15 ` 19 109 04:30 9 112 04:45 9 115 05:00 8 118 05:15 3 118 05:30 7 101 05;45-_ _ 2 139 06:00 4 129 06:15 2 116 06:30 5 113 06:45 2 114 07:00 12 127 07:15 -9 89 07:30 16 95 07::45 - 8 99 08:00 16 103 08:15 _ . 19 107 08:30 17 87 08:45 33 81 09:00 40 57 09:15 67 64. 09:30 43 65 09:45 68 62 10:00 73 55 10:15 101 40 10:30 71 47 10:45 86 42 11:00 95 33 111:15 - 98 46 11:30 92 30 11:45 92 , 22 Total 2249 4540 Percent 33.1% 66.9% Grand Total 4434 10081 Percent 30.5% 69.5% ADT ADT 13,240 Hour Totals 419 448 372 453 183 444 130 448 56 448 20 -= 476 13 472 45 410 85 378 218 248 184 377., :.. 131- AADT 13,240 Hour Totals Morning Afternoon Morning Afternoon Morning Afternoon 88 111 66 105.. 64 86 56 96 274 398 693 846 55 102 66 110 44 105 41 86 206 402 578 855 40 108 43 104 41 122 27 82 151 416 334 860 18 101 20 90 21 74 16 111 75 376 205 824 10 81 15 89 3 92 6 79 34 341 90 789 8 94 8 96 7 97 1 60 24 347 44. 823 5 85 6 76 15 89 18 -= 71 44 321 57 793 31 84 28 76 10 62 17 74 86 296 131 706 19 78 24 63 25 52 34 54 102 247 187, 625 35 43 35:. `47 45 45 47 46 162 181 380 429 59 49 68 49 57 58 79 89 263 195 594 379 91 46 87 29 96 24 78 20 ., . ., 352 1.19. 729 . .. . 250 1773 3639 4022 8179 32.8% 67,2% 33.0% 67.0% 3674 8292 8108 18373 30.7% 69.3% 30.6% 69.4% NEB Combined Totals Daylan Rubido Traffic Engineering Division Public Works Department Page 1 Site Code: 6 Station ID: MC FARLANE RD SOUTH OF GRANND AVE NWB Latitude: 0' 0.000 Undefined Start 25-Sep-10 Time Sat Morning Afternoon 12:00 66 144 12:15 80 134 12:30 62 141 12;45 53 : 445 01:00 80 141 01:15 75 149 01:30 55 141 01:45 47 169 02:00 68 149 02;15 33 142 02:30 41 128 02:45 38 160 03:00 40 148 03,15 27 137 03:30 32 144 03:45 35 , 121 04:00 17 155 04;15 22 130 04:30 7 144 04:45 16 - 145 05:00 9 152 05:15 8 136 05:30 6 154 05:45 7 157 06:00 7 143 06:15 12 143 06:30 7 137 06:45= _ 13 124 07:00 23 137 07:15 23 146 07:30 25 120 07:45 _ 35 125 08:00 41 112 08:15 65 100 08:30 80 109 08:45 -' 81 118 09:00 88 127 09;15 79 120 09:30 86 143 09;45 90 133 10:00 98 126 10:15 100 141 10:30 90 135 10:45 - 98 132 11:00 112 120 11:15 < 117 124 11:30 142 131 11:45 139 117. Total 2575 6529 Percent 28.3% 71.7% NWB Hour Totals Morning Afternoon 261 257 180 134 62 - 30 39 106 267 343 564 600 579 550 574 599 547 528 439 523 386 534 510 ,.. .. 492 Daylan Rubido Traffic Engineering Division Public Works Department Page 2 Site Code: 6 Station ID: MC FARLANE RD SOUTH OF GRANND AVE NWB Latitude: 0' 0.000 Undefined Start 26-Sep-10 NWB Time Sun Morning Afternoon Morning Afternoon Hour Totals 12:00 141 123 12:15 118 126 12:30 104 114 12:45 102 118 465 481 01:00 96 130 01E15 64 122 01:30 73 116 01:45 38 135 271 503 02:00 34 132 02;15 39 128 02:30 38 103 02:45 33 126 144 489 03:00 27 121 03:15 23 131 03:30 22 109 03:45 16 142 88 503 04:00 11 120 04:15 8 147 04:30 8 146 04:.45' " 8 145 35 558 05:00 8 129 05;15 7 147 05:30 9 156 05:45 8 148 32 580 06:00 7 131 06:15 7 139 06:30 6 131 06:45 8 124. 28 525 07:00 9 119 07:15 16 112 07:30 16 95 07:45 24 112 65 438 08:00 25 98 08:15 32 88 08:30 35 94 08:45 48 : 86 140 366 09:00 44 68 09;15 57 66 09:30 76 63 09:45 90 54 267 251 10:00 77 48 10:15 63 .. 48 10:30 100 33 1.0;45 87 33 327 162 11:00 83 19 1115 94 19 11:30 113 17 1105 132 20 422 75. Total 2284 4931 Percent 31.7% 68.3% Grand Total 4859 11460 Percent 29.8% 70.2% ADT ADT 8,160 AADT 8,160 Daylan Rubido Traffic Engineering Division Public Works Department Page 1 Site Code: 6 Station ID: MC FARLANE RD SOUTH OF GRANND AVE SEB Latitude: 0' 0.000 Undefined Start 25-Sep-10 Time Sat 12:00 12:15 12:30 12:45 01:00 01:15_ 01:30 01.45- 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07;45. 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:.15 -- 10:30 10:45 11:00 11;15' 11:30 11;45 Total Percent SEB Mornin• Afternoon Mornin Afternoon 80 117 78 137 62 123 73 -125 _293 62 124 71 ° '102 48 134 44 , 107. - - 225 , 59 144 40 132 42 152 26.: - -128- -167 29 132 •:21 119 16 129 17 120 -'` 83 7 138 7 - 107 9 130 8-, 134 :3.1 8 127 12 _ "129 22 139 • 21 ..114 - 63- 19 137 29 166.. 49 146 •46- 152 . _143 27 147 42 . - 142 52 124 .55 - 125 1 76 . . 49 135 51: ' 116 75 99 80 112 255 . 60 118 -_.82_ 117 103 119 $7 107 332 99 138 . -=110 -. 106 85 116 • 92 _' 102 386. 98 109 .103 - :108 132 120 .137 _. _ ---113 _-470 . Hour Totals 2624 6017 30.4% 69.6% 502 467 556 600 509 509 601 538 462 461 462 450_ Daylan Rubido Traffic Engineering Division Public Works Department Page 2 Site Code: 6 Station ID: MC FARLANE RD SOUTH OF GRANND AVE SEB Latitude: 0' 0.000 Undefined Start 26-Sep-10 SEB Hour Totals Time Sun Morning Afternoon Morning Afternoon 12:00 94 89 12:15 101 116 12:30 80 124 12:45 83 115 01:00 70 139 '01.:15 : 61 116. 01:30 52 116 01:45 40 117 02:00 44 115 02:15 41 120 02:30 21 108 02:45 34 118 03:00 25 114 0315 24 118 03:30 16 125 03:46 10 119 04:00 8 117 04:15 9 122 04:30 12 116 04:45 13 135 05:00 4 108 05:15 5 128 05:30 12 . 127 05:45 14 103 06:00 13 133 06;15 15 132 06:30 20 110 06:45 17 108 07:00 22 98 07:1.5 - 26 100 07:30 28 103 07:45 ;. 36 1.08 08:00 18 84 08:15 17 59 08:30 33 5.1 08:45 41 52 09:00 37 64 09:15, 46 57 09:30 59 52 09:45 69 40. 10:00 75 45 10:15 59 43 10:30 78 42 10:45 ,;: 78 31 11:00 94 31 11:15 = 88 -- 24 11:30 116 20 104. 20 Total 2062 4427 Percent 31.8% 68.2% 4686 10444 Grand Total Percent ADT 31.0% 69.0% ADT 7,565 AADT 7,565 aO AM $1 AM MP: a b 1: JAM t . TRAPOI C O.DM "t N' ( GIF T Fk3 J „ipV . T'a'orgo,NA 2O 4TH TT:d.I"i a a1 psi f;t82 182 •:1,a.. 1 fit'; 1 2 9 MJ ion 1 12 12 f.3 s54 1 la9 15/'PM 5 l f`t 11 FAG 1 I ` i 34 Irk: V7 "g 4iu'1trd 124 20 1- (.. 2 11 AM 01 AM 17 .08 AM VOW AA thIiYF.Ii u KS DEPARTMENT itt'fliViStON , PMF &. So- V2 rt 'DP AM 14 AM 02 AM €` 2 1 48 1 • AM 1 1 1 041 5%1 is 111 839 it F11^ bap etily ri() 4`t 4.1 1412 i t r V i ;1 °G. Page DAT ATATICA Its s ,M; Cl ?HP' ADS' 47 407 4. 1.74 -.P.'pw 60 BOITi° 41 I' Oslo Ptiauc I ;rah TH T1T L 1P1 "TIPv1 041, '.A1111110I 04 t 7 6 .M dd J C'w1`•-�Pd. �✓ :..fix CM AM :. *a 7 i, 74 7t i fit 414 MM ' PM 6 Y Ph P i r 1• '°Pk a 27 , 6xs 259°3 2 19 2 • 7 4 4 Try 4 12 si gd 1 t Age 'TIME . 132 1.2 AM 01 AM 122 AM * PM Opt IN PU 1UC OR EPARTME,Nt ENGIN E i • DIVISION 11 -27 AVE; 1 1:t t=? r APB 4a' 9 34 x a a y 1 3M 23 32. 1 5 1lAT AMA 44.1 11 , 2/2 1 JC WORKS OE TRAPP �iia 8 cCo ,, ,por �eP A 14 AM al AM A AM AM A"I r xA Am P 9 to r,. 4 MDT, 11- Am '7 it PTMgic " 1 1 .E RW N1 L N AIM N `11 1 �,. F t ,4 f c. Tips 71: , -TOTAla t FACT Ptah i•r�s r15 4141 4 424 324 0,5 Phut 277 4132. 4434 TWO WO' 43 R View' of 1ATE. Ili PM AA 11 Rity PUBLIC TEAFPIC ENGINE ACTOR 13 PA T", 692 ieRE 'OM 10,0 PL1 0 ti N 'TRAP" FORS r: JUM: 20412012. AM & PM Peak Hour Analysis Count Station 9680 SW 37 Ave Tuesday Wednesday Thursday Total Pk Hr AM 7 605 573 605 1783 PK 8 470 431 470 1371 9 538 554 538 1630 PM 4 593 594 593 1780 5 683 660 683 2026 PK 6 593 589 593 1775 Count Station 9680 SW 27 Ave Tuesday Wednesday Thursday Total Pk Hr AM 7 700 710 700 2110 8 799 858 799 2456 PK 9 800 824 800 2424 PM 4 748 635 748 2131 5 716 732 716 2164 PK 6 673 801 673 2147 Count Station 9652 S. Bayshore Dr Tuesday Wednesday Thursday Total Pk Hr AM 7 474 529 535 1538 8 542 584 548 1674 PI< 9 520 555 573 1648 PM 4 479 541 524 1544 5 497 525 536 1558 PK 6 456 545 531 1532 AM Peak Hour Count 7-9 AM PM Peak Hour Count 4-6 PM OAK AVE OAK AVE OAKAyE ______ K VE. t OAK AVE * CO C-0 0.) 11 <li :LI 1 2 0 FLORD2,.._AVE FLORIDA AVE i 1 • , LAAVE < i I Gi (1) —1 11 GRAND AVE ..,9983_,..qp,ND AVE GS AVE __IL-- 6983 •19429ND AVE 19429 co co co Gil 4766 ME__ ANr •<) VS74>// N' <•D 9983 sts- co 0 AN <0 \ J ' .ct -oD/ ,-.9" to'b z el,. -4, 2005 SERPM AA[ 5 1 Z k p 0 I 3> 1Ill OAK AVE.. CO CD OAK AVE co -4 1 OAK AVE .11 OAK AVE co- . ................ ________ --4 --4 51 0 li 2 W 51 S13 I: DRIDA AVE 11 FLORIDA AVE: i FLORIDA AVE . _.............._ 1 1 <1 : 1 5 i 21 ./) 1 0 i 0) i -LI 0—GRAND AVE ' C-RANID AI 'E • 21 25--- ---"--------- —12206----ILL_ ' v '- 12206 _...__________ OAK AVE CD CD 01 CT§ i 8528ND AVE 528 co, 9e0 0 rc CO Gil 4455 Av 16N, ----- -1)-1\ s CO CO fs) a) (3) 1 rn 2035 SERPM AA[ Site Information Feature 1 Road Name SOUTH DIXIE HWAY Site 875200 Description SR 5/US-1, 200` S SW 27 AV/SR 9 Section 87030000 Milepoint 6.482 AADT 97000 Site Type Portable - Class Data No K Factor 7.87 D Factor 58.27 T Factor 4.26 TRAFFIC REPORTS (provided In ' formal) Miami -Dade County Annual Average Daily Traffic SITE 875200 Historical AADT Data Synopsis 875200-20100330 Synopsis 875200-20100331 Synopsis 875200-20100401 Print this window. I Close this window. FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2010 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 5200 - SR 5/US-1, 200' S SW 27 AV/SR 9 YEAR AADT DIRECTION 1 DIRECTION 2 K FACTOR D FACTOR T FACTOR 2010 9700-0 C N 50500 S 46500 7.87 58.27 4.30 2009 92500 C N 47500 S 45000 7.98 59.96 4.90 200E 7850.0 C N 39500 S 39000 8.07 66.31 3.70 2007 94500. C N 50000 S 44500 7.90 63.12 3.50 2006 89500C N 47500 S 42000 7.39 58.66 8.00 2005 103500 C N 49000 S 54500 7.70 65.70 5.50 2004 103000 C N 52500 S 50500 8.20 67.10 4.90 2003 98500 C N 50500 S 48000 8.10 72.30 3.40 2002 96000. C N 49000 S 47000 9.20 68.00 4.30 2001 100500 C N 50500 S 50000 8.20 53.50 3.00 2000 98500 C N 50000 S 48500 8.20 53.10 3.20 1999 96000 C N 47500 S 48500 9.10 52.70 4.90 1998 94000 C N 47500 S 46500 9.30 52.70 3.30 1997 87500 C N 44000 S 43500 9.10 64.50 2.30 1996 89000 C N 45500 S 43500 8.50 53.10 2.90 1995 92500 C N 46000 S 46500 7.90 62.60 6.70 COUNTY: 87 STATION: 5 2.0 0 DESCRIPTION: SR 5/US-1, 200T S SW 27 AV/SR 9 START DATE: 03/30/2010 START TIME: 0000 DIRECTION: N TIME 1ST 2ND 3RD 4TH TOTAL 1ST 2ND 3RD 4TH TOTAL TOTAL DIRECTION: S COMBINED 0000 185 155 130 112 582 255 217 123 111 706 0100 92 77 56 47 272 107 106 101 ,71 385 0200 42 38 47 39 166 60 58 61 50 229 0300 37 36 40 36 149 42 47 37 42 168 0400 42 55 62 63 222 40 39 39 54 172 0500 82 136 202 263 683 67 66 104 165 402 0600 300 521 684 791 2296 189 230 340 399 1158 0700 822 889 881 918 3510 385 499 598 708 2190 0800 947 919 863 866 3595 619 659 635 641 2554 0900 816 791 756 735 3098 630 750 736 711 2827 1000 677 614 751 747 2789 611 539 681 718 2549 1100 742 703 710 725 2880 634 630 677 712 2653 1200.717 711 730 745 2903 714 680 679 693 2766 1300 724 754 761 701 2940 715 694 700 729 2838 1400 725 738 761 726 2950 736 711 686 621 2754 1500 713 743 771 731 2958 529 623 773 872 2797 1600 701 710 704 725 2840 802 809 799 828 3238 1700 807 714 794 785 3100 818 845 835 833 3331 1800 791 739 723 699 2952 860 811 822 760 3253 1900 634 673 623 585 2515 727 688 714 657 2786 2000 563 589 498 496 2146 608 559 503 467 2137 2100 445 542 511 460 1958 419 445 416 391 1671 2200 422 453 402 306 1583 376 404 390 360 1530 2300 324 322 310 215 1171 383 393 355 309 1440 1288 657 395 317 394 1085 3454 5700 6149 5925 5338 5533 5669 5778 5704 5755 6078 6431 6205 5301 4283 3629 3113 2611 24-HOUR TOTALS: 50258 46534 96792 Florida Departmer of Transportation Transporta Statistics Office 2010 Historical AADT Report County: 87 - MIAMI-DADE Site: 5200 - SR 5/US-1, 200' S SW 27 AV/SR 9 Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2010 97000 C N 50500 S 46500 7.87 58.27 4.3 2009 92500 C N 47500 S 45000 7.98 59.96 4.9 2008 78500 C N 39500 S 39000 8.07 66.31 3.7 2007 94500 C N 50000 S 44500 7.9 63.12 3.5 2006 89500 C N 47500 S 42000 7.39 58.66 8 2005 103500 C N 49000 S 54500 7.7 65.7 5.5 2004 103000 C N 52500 S 50500 8.2 67.1 4.9 2003 98500 C N 50500 S 48000 8.1 72.3 3.4 2002 96000 C N 49000 S 47000 9.2 68 4.3 2001 100500 C N 50500 S 50000 8.2 S3.5 3 2000 98500 C N S0000 5 48500 8.2 53.1 3.2 120000 100000 80000 60000 40000 ' 20000 0 ♦ • y =-1031.8x+ 101827 = 0.234 0 2 4 6 8 10 12 • Seriesl j. -Linear (Seriesl) year x y 2010 11 97000 2009 10 92500 2008 9 78500 2007 8 94500 2006 7 89500 2005 6 103500 2004 5 103000 2003 4 98500 2002 3 96000 2001 2 100500 2000 1 98500 2040 projected 11 90477'.27,, 91509.09 -1031.82 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T Third Year Estimate; X = Unknown 23.4% Method Trend Straight line fit -method of least s' Forecast Linear regression Growth exponential Linest Straight line regression Site Information Feature 1 Road Name SOUTH DIXIE HWAY Site 870521 Description SR 5/US-1, 200' S GRAND AV(CORAL GABLES) Section 87030000 Milepoint 4,826 AADT 87000 Site Type Portable Class Data No K Factor 7.87 D Factor 58.27 T Factor 4.26 "t TRAFFIC REPORTS (provided in 4- format) Miami -Dade County Annual Average Daily Traffic SITE 870521 Historical AADT Data Synopsis 870521-20100316 Synopsis 870521-20100317 Synopsis 870521-20100318 Print this window. IClose this window. FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2010 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 0521 - SR 5/US-1, 200' S GRAND AV(CORAL GABLES) YEAR AADT DIRECTION 1 DIRECTION 2 K FACTOR D FACTOR T FACTOR 2010 87000 C N 42500 S 44500 7.87 58.27 4.30 2009 78500 C N 39000 5 39500 7.98 59.96 4.90 2008 77500 C N 38000 S 39500 8.07 66.31 3.70 2007 85000 C N 40500 S 44500 7.90 63.12 3.50 2006 780000C N 39500 S 38500 7.39 58.66 8.00 2005 80000 C N 42000 S 38000 7.70 65.70 5.50 2004 93500 C N 45500 S 48000 8.20 67.10 4.90 2003 84000 C N 42500 S 41500 8.10 72.30 3.40 2002 89500 C N 43500 S 46000 9.20 68.00 4.30 2001 85500"C N 43500 S 42000 8.20 53.50 3.00 2000 84000 C N 43000 S 41000 8.20 53.10 3.20 1999 90500 C N 45000 S 45500 9.10 52.70 4.90 1998 82500 C N 40500 S 42000 9.30 52.70 3.30 1997 79000 C N 39000 S 40000 9.10 64.50 2.30 1996 79000 C N 40000 S 39000 8.50 53.10 2.90 1995 83000 C N 42000 S 41000 7.90 62.60 6.70 COUNTY: STATION: DESCRIPTION: START DATE: START TIME: 87 0521 SR 5/US-1, 200' S GRAND AV(CORAL GABLES) 03/16/2010 0000 DIRECTION: N TIME 1ST 2ND 3RD 4TH DIRECTION: S TOTAL 1ST 2ND 3RD 4TH COMBINED TOTAL TOTAL 0000 159 101 95 71 0100 68 66 45 37 0200 37 27 40 35 0300 38 29 33 46 0400 44 40 65 74 0500 85 138 255 283 0600 412 586 783 780 0700 818 815 802 804 0800 765 787 753 713 0900 739 810 735 710 1000 632 666 668 581 1100 596 613 564 601 1200 594 625 543 605 1300 563 579 .579 563 1400 604 579 616 547 1500 617 564 671 678 1600 625 679 591 613 1700 673 685 653 597 1800 670 5.96 606 570 1900 509 495 456 441 2000 463 410 381 384 2100 444 383 345 365 2200 364 315 252 267 2300 209 222 181 158 426 216 139 146 223 761 2561 3239 3018 2994 2547 2374 2367 2284 2346 2530 2508 2608 2442 1901 1638 1537 1198 770 136 125 108 98 467 84 77 86 77 324 77 73 76 69 295 76 48 35 43 202 42 35 46 54 177 59 86 137 163 445 184 262 315 369 1130 409 472 609_ 586 2076 625 670 611 559 2465 499 541 486 496 2022 466 529 533 571 2099 482 540 551 571 2144 569 582 560 549 2260 580 586 664 712 2542 703 680 748 763 2894 774 766 926 989 3455 954 1004 872 968 3798 981 917 930 1008 3836 1000 827 901 794 3522 815 810 643 716 2984 635 536 440 441 2052 375 410 385 387 1557 567 513 437 343 1860 325 280 271 195 1071 893 540 434 348 400 1206 3691 5315 5483 5016 4646 4518 4627 4826 5240 5985 6306 6444 5964 4885 3690 3094 3058 1841 24-HOUR TOTALS: 42773 45677 88450 A.M. P.M. DAILY DIRECTION: N HOUR VOLUME 0700 3239 1530 2653 0700 3239 PEAK VOLUME INFORMATION DIRECTION: S HOUR VOLUME 0745 2492 1530 3873 1530 3873 COMBINED DIRECTIONS HOUR VOLUME 0730 5648. 1530 6526 1530 6526 Florida Departmer of Transportation Transporta Statistics Office 2010 Historical AADT Report County: 87 - MIAMI-DADE Site: 521 - SR 5/US-1, 200' S GRAND AMORAL GABLES) Year AADT Direction 1 Direction 2 K Factor D Factor T 2010 87000 C N 42500 S 2009 78500 C N 39000 S 2008 77500 C N 38000 S 2007 85000 C N 40500 S 2006 78000 C N 39500 S 2005 80000 C N 42000 S 2004 93500 C N 45500 S 2003 84000 C N 42500 S 2002 89500 C N 43500 S 2001 85500 C N 43500 S 2000 84000 C N 43000 S Factor year x y 44500 7.87 58.27 4.3 2010 11 87000 39500 7.98 59.96 4.9 2009 10 78500 39500 8.07 66.31 3.7 2008 9 77500 44500 7.9 63.12 3.5 2007 8 85000 38500 7.39 58.66 8 2006 7 78000 38000 7.7 65.7 5.5 2005 6 80000 48000 8.2 67.1 4.9 2004 5 93500 41500 8.1 72.3 3.4 2003 4 84000 46000 9.2 68 4.3 2002 3 89500 42000 8.2 53.5 3 2001 2 85500 41000 8.2 53.1 3.2 2000 1 84000 100000 90000 80000 70000 60000 50000 40000 30000 20000 10000 0 • • ♦ y =-568.18x + 87273 RR= 0,1382 0 2 4 6 8 10 12 Seriesl -Linear(Seriesl) 2040 projected 11 Method Trend Straight line fit -method of least s Forecast Linear regression 80898 74 Growth exponential 8102273 568 3 Linest Straight line regression 13.8% AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate 5 = Second Year Estimate; T = Third Year Estimate; X = Unknown Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II APPENDIX C Synchro Software Output Files Page 38 MARCH 2012 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2012 EXISTING Page 39 MARCH 2012 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy 3/29/2012 Total Lost time (; 4'ui°thI Frpb, ped/bikes Frt x it to d m Satd. Flow (prot) Satd. Flow (perm) NOV Adj. Flow (vph) Lane Group Flow (vph) Heavy Vehicles (%) 'PAS* * Turn Type Pcpef?:k Permitted Phases Actuafr EffectivedGreen, g (s) Acfatr' Clearance Time Lane Grp Cap (v v/s Ratio Perm Uniform Delay, di p 1900 1900 1900 1900 '1900 5.0 6.0 5,0 5.0 1.00 1,00 1,00 1,00 1.00 1.00 1,00 1.00 1687 1766 17 1776 1766 1711 1607 136 237 235 228 136 237 188 275 4% 2% 2% custom custom 2 2 13.0 48,2 44.0 44,0 192 709 627 589 0,08 51,7 24.8 27.0 29.0 v==-10 Incremental Delay, d2 19.8 1.3 1.2 2.6 Level of Service Approach LOS HCM Average Control Delay furre�fop it Actuated Cycle Length (s) lr ct n C pacity=Utfl Analysis Period (min) e; oup=x 46.5 0&5 120.0 15 2% 6,0 6.0 fi=xp0== s1;d 1.00 1.00 1.00 1,00 801 IaC 1621 1801 2% Prot 2% 35.2 35.2 475 528 c0.22 35.7 38,6 4.5 9.9 HCM Level of Service Sum of lost time (s) 900 1900 1900 1900 2% 2% 22.8 5.0 5,0 0' i00 0.96 0.97 bi':=TE140D 1.00 0.85 1661 1440 2% 2% custom custom 13.0 62.0 180 744 0.11 c0.47 53.4 26.3 61.5 16.7 Existing 2012 AM Changing Factors Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations Ideal Flow (vphpl Total Lost time (s Frpb, ped/bikes Frt P1# Satd. Flow (prot Satd. Flow (perm ++ 900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 0.98 1.00 1.00 0.89 1.00 1.00 547 3239 1547 3239 807 3138 1.00 1.00 1647 3138 3/29/2012 Adj. Flow (vph) F p ictio is P Lane Group Flow (vph) ode #lt Parking (#/hr) Protected Phases Actuated Green, G (s) Actuated g/C Ratio Vehicle Extension (s) La t. p vph) v/s Ratio Prot v/c Ratio Progression Factor Oc ei fip_[_ Detayyt Delay (s) 8.0 0.08 2.5 c0.00 0,02 Approach Delay (s) 40.2 L C veragon.trQieiay= HCM Volume to Capacity ratio Intersection Capacity Utilization c Critical Lane Group 11 497 10 13 1065 77.0 0.81 2.5 0.16 0.38 13 1065 77.0 77.0 0.81 0.81 2.5 2.5 c0.34 0.02 0.42 .00 1.00 50.5% ICU Level of Sery Existing 2012 AM Changing Factors Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy 3/29/2012 Total Lost time (s) wY '_ Frt ..... ��� Flt l Satd. Flow FT Satd. Flow (perm 1900 1900 1900 1900 1900 1900 5.0 1.00 6.0 1.00 1.00 5.0 1624 1766 1711 1215 6.0 621 1801 1709 1766 1711 1215 1621 Adj. Flow (vph) 256 283 709 335 0 n-ReiRialos, Lane Group Flow (vph) 256 283 567 477 Heavy Vehicles (%) 2% 4% 2% 2% 2% 2% Turn Type rooted I, _ Permitted Phas—es Effective Green, g (s) Oa:W_g t o Clearance Time (s) Lane Grp Cap (vph) ratio-{„ v/s Ratio Perm Mar Uniform Delay, d1 ge00Q- Incremental Delay, d2 Approach LOS HCM Average Control Delay c i e=fo g.. rfy.rat Q Actuated Cycle Length (s) Tfliers a tj aci L Analysis Period (min) custom custom 13.0 48,2 44.0 44.0 5.0 5.0 5.0 85 709 627 446 72.5 Q:B 120.0 15 Prot 801 146 193 2% 35.2 35.2 HCM Level of Service Sum of lost time (s) 6.0 1739 1478 17391478 158 396 158 396 2% 2% 2% 2% 27.8 custom custom 13.0 62.0 5,0 188 764 Existing 2012 PM Changing Factors Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane 3/29/2012 Lane Configurations luf ; vph) Ideal Flow (voholl Total Lost time (s) gEg rpb, ped/bikes Frt It ; :bt$e Satd. Flow (p Satd. Flow (perm _ urAt Adj. Flow (vph) [`t d[ Geri Lane Group Flow (vph) yfids:-(kfr} r�.- Parking (#/hr) $tpe ;— Protected Phases v/s Ratio Prot is €Z Perrt v/c Ratio i_frrri1't??`elj Progression Facto Ore al Delay (s) 46v Approach Delay (s) Agra HCM Volume to Capacity ratio Intersection Capacity Utilization c Critical Lane Group t ifr I, 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 0.96 1.00 1.00 1.00 0.91 1.00 1.00 1.00 154 3240 1649 3 138 1541 3240 463 3138 1 24 956 17 20 c0.01 0.05 1.00 39.9 0.41 1.00 7.0 39.9 7.0 0.34 20 595 0.06 0.26 1.28 1.04 6.4 6.1 6 ICU Level of Service Existing 2012 PM Changing Factors Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy 3/29/2012 Lane Configurations Ort e (vp Ideal Flow (vphpl) ,an Total Lost time one Frpb, ped/bikes WWIs Frt Satd. Flow (prot) Satd. Flow (perm) (beak=t oui ,'tot; P1 Adj. Flow (vph) 177 207 564 253 RTOR ► e tYorf `-yp Lane Group Flow (vph) Conti R°e thr..r» ��� � �=mo =` Heavy Vehicles (%) gatkinaijj )01 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 6.0 5,0 5,0 n y 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turn Type Protect vur, Permitted Phases Adttl ated r r =G s) Effective Green, g (s) Actuated; / atta Clearance Time (s) eElidle Lane Grp Cap (vph) is RE[a v/s Ratio Perm Uniform Delay, d Plogr-4010,l_ Incremental Delay, d2 Level of Service Approach LOS 1470 1766 1711 1596 2% 4% 2% custom custom 2% 13,0 48.2 44,0 44.0 159 c0.12 709 627 5.0 585 53.5 24.3 32.7 31.2 105.0 2% 1,00 1.00 1.00 1.00 162 1621 1801 2% Prot 2% 35.2 35.2 6.0 475 6.0 528 c0.12 2% 5.0 5.0 :-0 FLU 1.00 1,00 0.85 0.85 478 la 478 1478 165 440 2% 2% custom Gusto 13.0 62.0 5.0 160 764 HCM Average Control Delay H 'ti lum R i a.ty'r ti M Actuated Cycle Length (s) G Analysis Period HCM Level of Service Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage 3/29/2012 Lane Config V;lirrL up Ideal Flow (vphpl) LE Total Lost ti Frpb, ped/bikes �p�5��/k�ikes Frt Fit tV Satd. Flow (Prot) Satd. Flow Protected Phases et'ttttt Actuated Green, G (s) ectiV G Actuated g/C Ratio ranee (s) ' Vehicle Extension (s) v/s Ratio Prot v/c Ratio (foitA;D'ee Progression Factor irrerraiXl�aR Delay (s) Approach Delay (s) elay HCM Volume to Capacity ratio Intersection Capacity Utilization c Critical Lane Group 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1,00 1644 3138 3245 87.0 87.0 87.0 0.72 0,72 0.72 2.5 2,5 2.5 0.06 0.27 0,35 6.9 6.5 43.3% ICU 0.90 1528 0,19 0.04 39.8 Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy 3/29/2012 Lane Configurations �:_�- s 2� • ��" y., 'L�-°-:f.; -���. Lane Group Flow (vph 136 237 188 275260 401 176 674 Turn- r.. Protected Phases 1 3 Detector Phase Minimum Initial (s) 7.0 70 00 7.0 1 10.0 7,0 7.0Total Split (s) Lg.„- p t»f °f 18.0 49.0 49,0 49,0 31.0 31.0 18.0 67.0 22.0 Yellow Time (s) 4.0 A11 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead»,I�YQp Recall Mode roc,; .tia- =u:: =: Control Delay Total Delay 4.0 Lead Lag Lag Lead Lead Lead Lag - 3�- 4.. Max Max Max C-Max C-Max Max None 72.2 18,3 28.7 32.3 40.6 46.0 115.3 44,2 72.2 18.3 28,7 32.3 40.6 46.0 115.3 44.2 Queue Length 95th (ft) #195 142 Turn Bay Length (ft) Starvation Cap Reductn Storage Cap Reductn Gyp Actuated Cycle, Length: 120 rite=(°A);~ Natural Cycle: 110 :frl T'p'Jt. 200 # 95th percentile volume exceeds capacity, queue may be longer. .. - u- :an' afr. er fit= i Splits and Phases: 3: Grand Avenue & Main Hwy 399 284 #717 Existing 2012 AM Changing Factors Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane Lane Configurations Vjq _ Lane Group Flow (v] Protected Phases Minimum Initial (s Total Split (s) ?ow �= _tl'vjt` Q Yellow Time (s) Lost Time Adjust Lead/Lag L�t1=E.ags� Recall Mode v/ F atib Control Delay G eu_e_ry Total Delay 2.0 20.0 20.0 20.0 13.0 82.0 82.0 82.0 4.0..-_...r{ 4.0 s) 0.0 0.0 0.0 0.0 Turn Bay Length (ft) 13aSe'C'ailk°:kM= Starvation Cap Reductn �Cfkac cl dL Storage Cap Reductn Actuated Cycle Length: 95 Natural Cycle: 40 Max C-Max C-Max C-Max 24.6 2.2 1.8 3.1 24.6 2.2 1.8 3.1 11 34 4 92 Splits and Phases: 4: Parking Garage & McFarlane 06 JIRO 08 3/2912012 Existing 2012 AM Changing Factors Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy 3129/2012 t 4 Lane Configurations ,,., Lane Group Flow (vph) 256 283 567 477 146 193 158 396 Protected Phases errfifte'fi'>e. Detector Phase itc4117 Minimum Initial Total Split (s) Yellow Time Lost Time Adjust (s) t Lead/Lag Lag La dead=a���iYnize>.' _>_` _ � :_, _ ._A- Lead Lag Lag ea Recall ModeMax Max Maxx a C-Max a �.�_ -- ... ,>. 242.6 20,1 49,5 93.9 .::.- 87.3 22.2 Control Delay 3 9 36.2 36.7 7.0 7.0 7,0 10,0 10.0 7.0 7.0 18.0 49.0 49.0 49.0 31.0 31.0 18.0 67.0 22.0 4.0 4.0 4.0 4,0 4,0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 242.6 20.1 49.5 93.9 36.2 36.7 87.3 22.2 Queue Length 95th (ft) #431 172 #631 #623 166 210 #241 288 Turn Bay Len th ft) 200 399 Starvation Cap Reductn 'Ilk%ak C aqvc Storage Cap Reductn Actuated Cycle Length: 120 set=5l(55-°1;eferet Natural Cycle: 120 Volume exceeds capaciy, queue is theoretically infinite. # 95th percentile volume exceeds capacity, queue may be longer. _ttt�te=sh� is mad aae�tiX_ Splits and Phases: 3: Grand Aven Existing 2012 PM Changing Factors Synchro 7 - Report Page 1 Timings 4: Parking Garage & Mc Farlane 3/29/2012 Lane Configurations Lane Group Flow (vph) Protected Phases Detector Phase Minimum Initial (s) u pItt=(s t (J Total Spli Totel p Yellow Time Lost Time Adjust Recall Mode Control Delay Total Delay t 35 973 20 59 2.0 20.0 20.0 20.0 28.0 92.0 92.0 92.0 4.0 4.0 4.0 4.0 Max C-Max C-Max C-Max 21.1 7.1 6.6 6.2 Queue Length 95th(ft)32 170 m12 112 Turn Bay Length (ft) Starvation Cap Reductn Splllb'.U4tr=_= Storage Cap Reductn 96 Actuated Cycle Length: 120 O¢ :ff lief."ednt" yr Natural Cycle: 110 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Parking Garage & Mc Farlane 02 016 c 03 Existing 2012 PM Changing Factors Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy 3/29/2012 Lane Configurations V di Vh Lane Group Flow (vph) Protected Phases Detector Phase Minimum Initial (s) Itia1 (nub=. S pjiti tt( Total Split (s) TOW .... Yellow Time (s) ost Time Adjust (s Recall Mode Control Delay COMMir Total Delay Queue Leng ffife11 I Dtsi Turn Bay.Length(ft) 200 Starvation Cap Reductn i<(I °1f3edut__ Storage Cap Reductn Actuated Cycle Length: 120 1f Natural Cycle: 110 C6rfroi_ Volume exceeds capacity, queue is theoretically infinite. Queue.si'rlw 95th percentile volume exceeds u capacity, queuemaybe longer. ueue sorn �s1ax[ 177 t`' �► .r* 366 143 211 7.0 7.0 7.0 10.0 10.0 165 7.0 440 7.0 18.0 49.0 49.0 49.0 31,0 31.0 18.0 67.0 22.0 4,0 4.0 4.0 4,0 4.0 4.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Lag Lag Lead Lead Lead Lag ax Max C-Max C-Max Max 153.9 17.4 34.8 31,4 36.0 37.2 132.1 23,7 153,9 17.4 34.8 31.4 36.0 37.2 132.1 23.7 292 122 424 339 162 230 #279 331 Splits and Phases: 3: Grand Avenue & Main Hwy 1 399 Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 1 Timings 4: Mc Farlane & Parking Garage 3/29/2012 Lane Configurations Volume h Lane Group Flow (vph) Protected Phases ' rr i t_ed Ph s Detector Phase Minimum Initial (s) Total Split (s) Tatal Yellow Time (s) (:Re TltTi Lost Time Adjust (s) t I Loft Ttme ( Y Lead/Lag a=fag=Ciptirt_ti_ Recall Mode Control Delay #, e e:Del y Total Delay °rtecJe.Lenr.gtl Queue Length 95th (ft) 1, tOrnaILt €_irt(fl- Turn Bay Length (ft) �3��e spat Starvation Cap Reductn : 111. a* Cap Storage Cap Reductn le LertgtES Actuated Cycle Length: 120 Natural Cycle: 110 m Volume for 95th percentile queue is metered by upstream signal. 26 606 817 29 20.0 20,0 20.0 2.0 92.0 92.0 92.0 28.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0,0 C-Max C-Max C-Max Max 7.2 7.0 6.5 20.7 7.2 7.0 6.5 20.7 m15 124 131 23 96 Splits and Phases: 4: Mc Farlane & Parking Garage Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations SCurro;;(velt%h)_ Sign Control Peak Hour Factor ur Pedestrians Walking Speed Right turn flare (veh tCiledarVKr:: Median storage veh re; ,.r.. S;I ttt pX, platoon unblocked vC1, stage 1 conf vo Mlgc vCu, unblocked vol tC, 2 stage p0 queue free % loi Volume Le cSH Queue Free Free 0.74 0.74 0.96 0.96 0,94 0.94 4.0 4,0 4.0 1109 321 583 53 96 98 230 965 1700 1700 1700 1700 ength 95th (ft) 66 Lane LOS Approach LOS Average DDela Analysis Period 3/29/2012 Existing 2012 AM Changing Factors Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Hourly flow rate (vph) Volume Total (vph WV Volume Right (vph Departure Headway Capacity_(vehlh) nor0Wy Approach Delay (s HCM Level of Service to ADct Analysis Period 3129/2012 380 48 45 236 84 61 Existing 2012 AM Changing Factors Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations xVralume°.(v ......... Sign Control grade:- Peak Hour Factor N. ;y aw: Pedestrians Walking Speed (ftls) Right turn flare (veh Median storage veh e pX, platoon unblocked vC1, stage 1 conf vol vC2,-, tag vCu, unblocked vol tf=_Thief tC, 2 stage (s) tE p0 queue free % ;o l-capaciky l 9iu — Volume Left cSH �OiLt[T1 Queue Length 95th (ft) :tarot bl Lane LOS pproach Ci___ Approach LOS Average Delay tYtri=raj Analysis Period Free Free Sto 0.89 0.89 0.85 0.85 0.89 0.89 15 4.0 364 100 15 4.0 1700 1700 1700 705 19 4.0 780 100 316 85 3/29/2012 Existing 2012 AM Changing Factors Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy 3/29/2012 Lane Configurations Sign Control Peak Hour Factor Ho l ii rat � Pedestrians Walking Speed (ft/s) Percent i3lael`il Right turn flare Median storage veh pX, platoon unblocked 410n vlurrt vC1, stage 1 confvol <:tM gZ.00i vCu, unblocked vol tC, 2 stage.(s) p0 queue free Volume Left cSH Queue Length 95th (ft) Lane LOS Approach LOS Average Delay rtitar-secttfor Capa Analysis Period Stop Free Free 0.68 0.68 0.90 0.90 0.91 0.91 1366 97 962 96 233 1700 684 1700 0.4 956 98 Existing 2012 AM Changing Factors Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr t id 3/29/2012 Lane Configurations Sign Control Peak Hour Factor at Pedestrians LaneW dth ( ' Walking Speed (ft/s) P crate Right turn Flare (veh) Median storageveh pX, platoon unblocked infllatir: vC1, stage 1 conf vol vCu, unblocked vol p0queue free % Volume Left cSH Queue Length 95th (ft) 252 6 1 clM: lay (s Lane LOS Stop 0.98 0.98 0,91 0.91 0.97 0,97 10 4.0 148: Approach LOS �a- �ts�' Average Dela intersectt Analysis Period 95 93 37 4.0 37 4.0 600 1700 1700 1700 1700 20.3 Existing 2012 PM Changing Factors Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St 3/29/2012 J k AN it\ Lane Configurations n o Volume (vph 'al Hoer Hourly flow rate (vph) 223 56 91 277 129 57 232 58 108 330 150 66 Volume Total, (vph 232 58 108 330 216 6.7 5.5 5.8 5.1 6.0 0 613 593 682 578 12.3 10.7 12.3 HCM Level of Service Inters tliM� 7 Analysis Period Existing 2012 PM Changing Factors Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St # Lane Configurations Volume (vehlh Sign Control Peak Hour Facto Pedestrians Walking Speed (ft/s) Right turn flare (veh Median storage veh) 140tre0 : igna[ (ft) _= -_= pX, platoon unblocked vC colon-+lsiu7r=_ -:- vC1, stage 1 confvol vCu, unblocked vol tc_sf tC, 2 stage tE=(s r p0 queue free % V4IUIT Volume Left cSH t blu e c?=vO pac ty= Queue Length 95th (ftt)_ qbrilir4P1 Lane LOS Approach LOS Free Free 0,92 0.92 0.91 0.91 0,94 0.94 4.0 493 100 4.0 1700 1700 1700 567 5 Stop 4.0 797 100 486 83 3/29/2012 Average Delay Analysis Period (min 1.3 Existing 2012 PM Changing Factors Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations x , Sign Control Stop Free Peak Hour Factor 0.75 0,75 039 0.89 0.95 0.95 Pedestrians 57 Lin.q•1f��(th���t��`.-:=Tom=�r_. _:, F...".:_�=<...-a�=_ ....,.._ ....._:� �_.. Walking Speed (ft/s) 4.0 x. t,idAt_ - -- Right turn flare (veh) 1_- Median storage veh) ste t si 4t( pX, platoon unblocked Cdn(ic a btur vC1, stage 1 conf vol vCu, unblocked vol tC, 2 stage (s) p0 queue free % Volume Left cSH cJf�l Queue Length 95th (ft) ool Lane LOS 40101100,. Approach LOS Average Delay_ T,14:4411167T�,:.:at Analysis Period 1581 633 3/29/2012 0.2 Existing 2012 PM Changing Factors Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr J A A. 17 *NSW Lane Configurations galkelibfilteiri4::=-1,, AEI: ..1. X.111, -66 720LI.: A.! ;.t.;',174;',Olf---4. Sign Control .. . . ..... ...„. Stop Free Free 417 ''''isilOte-.1-0: Peak Hour Factor _.• .. ,,071 0,71 0.95 0.95 0.92 0.92 ;;401):4014.4t14:1114:::---10,--2-fit-41V1-IMAPET4117-Esi: Pedestrians 15 16 16 Lne TialtliG"..::zi1:AX- _,49,rit5-ftelEXCF-1701rIWZ-W.1447.---tilY:43-1-402 Walking Speed (ftis) 4.0 4.0 4.0 tif;*ttllh,669t;ktgliae=:-lgta--it:--IAVA,Til:-ZfE-z-l;t4::IAM:iiYt-_J?±:At-fr-*i-4,,-" k..IIIIL- 'liiirlt;;1 3/29/2012 Right turn flare (veh) Median storage veh) 3010tittltaiirK? -e pX, platoon unblocked KOWOUIONNA vC1, stage 1 confvol vCu, unblocked vol 1251 467 88717 40&101-„1- IYAIliti4-17):* in- PE tC, 2 stage (s le(s) p0 queue free % 26 95 93 gioc(h O Zee: 714. Y -7- )2' X • 4-11V VolumeLeft 111 VdJh cSH facfPlAilM _ - YUllttgiNfiSh5kirWak---- OueyeL.ength 95th ft) 132 g6006)65/74AEL Lane LOS Atikatli,POITML Approach LOS Average Delay F 48 0 117-trif-.77-74,31;170:4-:;Y: 174 744 1700 1700 1700 1 5 0 0 1"--10;E•14'A710117::,..„ 6.7 Tht „ . Analysis Period (min) 15 ; - - ,Vrkrar—,-ri; I-21t171%ki eCe ,,N71--:;;;5.:11;12,1'4T14-71241.0 700 01ILJAATI-414,Wia5k4-4A,S6,;t 0 )%0(ritiKWIR: Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St - - L d ,. Volume (vph) Hourly flow rate (vph) 213 62 45 163 76 59 220 64 95 74 3/29/2012 Volume Total (vph) 220 64 50 181 169 Departure Headway (s) 6 0 4.8 5.6 4.9 5.6 tee t:140 iq .._, . Capacity (veh/h) 567 Qntro[y fO).. 113 Approach Delay (s) 10.4 Appr c S HCM Level of Service Intetseg_ ap Analysis Period 699 609 8.2 700 617 10.5 Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations Sign Control Peak Hour Fac Ids Pedestrians_ Walking Speed (ft/s) 1rbtdage Right turn flare (veh .e ty,K Median storage veh pX, platoon unblocked <veatiing( vC1, sta e 1 conf vol vCu, unblocked vol t ln9 »(sf» ..., tC, 2 stage p0 queue free % Volume Left cSH Queue Length 95th f t Lane LOS Approach LOS Average Delay Analysis_ Period 3/29/2012 J or 0.88 0.88 0.91 0.91 0.88 0,88 33 33 4.0 4.0 409 751 404 100 100 7 700 1700 1700 611 Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations lun1 Sign Control Peak Hour Factor Pedestrians Walking Speed (ftls) P€;GI1tatpia Right turn flare (veh) Median storage veh' pX, platoon unblocked vC1, stage 1 conf vol tG'' " fad 2c� vCu, unblocked vol tC, 2 sta Volume Left cSH Queue Length 95th (ft) of ala Lane LOS Approach LOS Average Delay AnalysisPeriod 157:11_ 3/29/2012 t 0,75 0.75 0.97 0.97 0.93 0.93 1390 644 628 255 1700 927 1700 Fr Existing 2012 Saturday Changing Factors Synchro 7 - Report Page 9 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2012 TSM Page 40 MARCH 2012 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations Ideal Flow Total Lost time *: Frpb, ped/bikes II%Y.C.�I Frt Satd, Flow Satd. Flow Re Adj. Flow (vph) Oft_. * Lane Group Flow (vph) Heavy Vehicles (%) Turn Type Permitted Phases 56.2 31.0 Effective Green, g s) 25.2 .�..� _::.....,.�._ :_ ,R31.- _ _ ra. Cleary nc 5.0 5.0 Clearance Time (s)3 _.. - _._�.. -�;i=-�: _ _ •�� _ �'.�:�=1�7=.�w=��-'t..-.�...-�,-- �. ,.`.,-::£sue';.._...>. _ 6.0 m 389 863 461 433 437� 485 364 704 Lane Grp Cap (vPh) _� 4�.�"[%".� 3/29/2012 vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 _ :� � � �' =�� 1-1 ,fix ; �I v��� � � s) 5.0 6.0 5.0 5.0 5.0 5.0 1.00 1.00 0.96 .-_ 0.97 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1,00 1775 1766 1711 1607 1.00 1.00 1.00 :-.85 1663 1441 1621 1801 1663 1441 v/s Ratio Perm Uniform Delay, d1 {?xo rfr' - Incremental Delay, d2 Level of Se P Approach LOS HCM Average Control Delay Actuated Cycle Length (s) sr; Analysis Period ... ...... ..... 136 237 235 228 136 237 188 275 260 401 .,.... „.... _- 0 176 674 260 401 0 0 176 674 2% 4% ° % 2% 2% 2% .. 2% 2% 2% 2% _y -, _ _ _ _ __yam _ - -._,�_ � m custom custom custom Protcusto` t._,.;_ 3 23 0.08 38.0 17.4 34.5 37.0 36,5 39.5 2.5 0.8 2.6 6.9 5,9 14.9 43,9 HCM Level of Service c0,22 0.11 c0,4 39.2 28.2 4.5 25.0 Existing 2012 AM Optimized Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations [Ume rp ) Ideal Flow (vphpl) Total Lost time (s Frpb, ped/bikes Frt Satd. Flow prot) Satd. Flow (perm) Adj. Flow (vph) Lane Group Flow (vph) Parking (#/hr) 417 Protected Phases s[e': Actuated Green, G (s) fIt Actuated gIC Ratio Lane Grp Cap (vph) v/s Ratio Perm Uniform Delay, d1 rgresWa,__. _... Incremental Delay, d2 Level of Service Aprc 44, aY. =s Approach LOS HCM Average Control Delay Actuated Cycle Length (s) efts Analysis P riUaLa e €z=G��Glty�utntati Period (min) 1900 1900 1900 1900 1900 1900 5,0 5.0 5.0 5.0 0.97 1.00 1.00 1.00 0.89 1.00 1,00 1.00 1543 3239 1647 3138 1543 3239 803 3138 11 497 10 13 1065 506 0 13 1065 21,0 84.0 84.0 84.0 0,18 0.73 0.73 0.73 ..282 2366 587 2292 0.02 38.5 5.0 4,2 6.3 0.1 0.2 0,0 0.4 3.9 HCM Level of Service 115.0 15 3/29/2012 Surn of lost time (s) 0.0 Existing 2012 AM Optimized Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy t Lane Configurations di e. i hi ., Ideal Flow (vphpl) Total Lost time (s) pr Frpb, ped/bikes Frt Satd. Flow (prot It ? rfifft d Satd. Flow (perm) „r��. Adj. Flow (vph) R R1d Lane Group Flow (vph) Heavy Vehicles (%) l ,irt .`f _1. Turn Type PrBGtd-PS;s Permitted Phases Effective Green, g (s) Aetc�at�tlt�t��.��n ��1 Clearance Time (s) Ue 1�ct V' Lane Grp Cap (vph) v/s Ratio Perm Uniform Delay, d1 Seta Incremental Delay, d2 Level of Service A.prp, Approach LOS HCM Average Control Delay Actuated Cycle Length (s) Analysis Period (min - 3/29/2012 p 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5,0 6.0 5.0 5.0 ;.r.. -... _. .. - . 6 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 00 0.85 1.00 1.00 1.00 1.00 1.00 00 622 1766 1711 1215 1621 1801 1739 1478 1707 1766 1711 1215 1621 1801 1739 1478 256 283 709 335 0 146 193 0 0 158 396 477 0 146 193 0 0 158 396 2% 2% 2% 2% 2% 2% 2% 2% Prot custom custom 256 283 567 2% 4% 2% custom Split 18.0 40.0 58.2 58,2 5.0 5.0 5.0 256 589 830 589 c6,, fi 51.0 31,8 23.8 26.2 =_1 56.2 2.8 4.3 10.9 E 18.0 76.2 5.0 261 939 47.7 10.9 10.0 1.4 42.2 16,0 16.0 6.0 6.0 x2i:� 216 240 c0.11 49,5 50.5 15.7ry 24.2 HCM Level of Service Existing 2012 PM Optimized Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane Lane Configurations Ideal Flow Total Lost time (s) Frpb, ped/bikes t - 1900 1900 1900 1900 1900 1900 5.0 5,0 5.0 5.0 0,96 1.00 1.00 1,00 Frt0.91 1.00 1tzt?�fe,.F A-:=:4:--��r0:- �f� _ 4 3240 1649 3138 - = O =0.t Satd. Flow (perm) 3 � 1 541 474 3 eIlur:to:PH ,^ ,_ Gt34a w:#t3::_R:.,....,:: Adj. Flow (vph) 11 24 956 17 20 595 SSR edeti y .h :;;. -' ;._- tf Lane Group Flow (vph) 15,E 0 972 0 20 595 Parking (#/hr) 0 0 Satd. Flow Protected Phases Actuated G G eoti:: Actuated reen, s /C Ratio Lane Grp Cap (vph) rFg att v/s Ratio Perm Uniform Delay, d1 Incremental Delay, d2 Level of Service Atir Approach LOS HCM Average Control Delay II, f'eµfo3actY is - Actuated Cycle Length (s) POIRefilicAl 4' Analysis Period (min 'Qt''>>t l Ean` 3/29/2012 19.0 91.0 91,0 91.0 0.16 0.76 0.76 0,76 v 244 2457 359 2380 0.04 �LL xa 42,9 5,0 3,7 4,3 0.5 0.5 0.3 0.2 5.3 HCM Level of Service Existing 2012 PM Optimized Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Total Lost time Frpb, ped/bikes Frt h•T�ratctE Satd. Flow Satd. Flow (perm) aulae Adj. Floww, = (vph).�.- TERuO ofi Lane Group Flow rrf) ets Heavy Vehicles Turn Type 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 6.0 5.0 5.0 6.0 5.0 5.0 1.00 1.00 1.00 1.00 0 1.001.01.00 1.00 1.00 1.00 1.00 1.00 1 0.85 0.85 wit 404 1766 1711 1596 1621 1801 1478 1478 1478 1766 1711 1596 1621 1801 177 207 564 253 0 143 211 177 207 451 366 0 143 211 1478 1478 165 440 165 440 %) 2°/0 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% Permitted Phases Kota Effective Green, g (s tq Clearance Time phiIL` -.r,:• Lane Grp Cap (vph) 76, custom custom Prot 14.3 30.3 39.7 39.7 16.0 16.0 custom custom 14.3 59.0 �rm � 5,0 50 5.0 6.0 6.0 5.0 218 553 702 655 218 298 901 268 v/s Ratio Perm c0.12 Uniform Delay, d1 39,9 25.9 22.9 21.8 37,0 3 F N < 8,2 39.6 10.5 Incremental Delay, d2 27.0 0,2 4.5 3.4 1.021.5 1.9 NW-2�s _„: a --- - - _ - µ= Jay .0 ;. 3- - E B Level of Service E C Approach LOS D C D HCM Average Control Delay Actuated Cycle Length (s) Analysis Period (min) 32.0 HCM Level of Service 96.8 Sum of lost time (s) 8 26.8 15 Existing 2012 Saturday Optimized Synchro 7 - Report HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage 7 Lane Configurations 9144 vp i Ideal Flow (vphpl) Total Lost time (s Frt Satd. Flow (prot) Satd. Flow (perm) Adj. Flow (vph) Lane Group Flow (vph) Parking (#/hr) rnlp Protected Phases Actuated Green, G Actuated g/C Ratio P;��gfe�s�rpn�t�act�r- Incremental Delay, d2 Level of Service �13a4 Approach LOS 1900 1900 1900 1900 1900 1900 ;.T t- F �-- .s 5.0 5.0 5.0 5.0 1.00 1.00 1.00 0.96 1.00 1.00 1.00 0.90 1644 3138 3245 1533 567 3138 3245 1533 26 606 810 7 8 21 HCM Average Control Delay l lAi-o`Ca a t raj Actuated Cycle Length (s) 1K# setrCaY =jliza Analysis Periodlterik (min) 3/29/2012 423 2339 2419 0.05 3.7 4.4 4.8 26 606 816 0 11 0.75 0.75 0.75 18.0 0.16 251 t1 38.8 0.3 0.3 0.4 0.3 5.6 HCM Level of Service Existing 2012 Saturday Optimized Synchro 7 - Report Timings 3: Grand Avenue & Main Hwy 3/29/2012 Lane Configurations Lane Group Flow (vph) Protected Phases Itti Detector Phase Minimum Initial (s) Mi Il m pl Total Split (s) Yellow Time (s Lost Time Adjust talLo` m Lead/La Recall Mode Control Del Total Delay C eueG :gthmm .tfa'if[) Queue Length 95th (ft) ter nIG""riL:D%t`(U Turn Bay Length (ft) Starvation Cap Reductn ire Storage Cap Reductn Actuated Cycle Length: Natural Cycle: 115 # 95th percen 7.0 7.0 7.0 10.0 10.0 7.0 7.0 17,0 57.0 36.0 36.0 40.0 40.0 17.0 53.0 22.0 4,0 4.0 4,0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lag Lag Lead Lead Lag Lead Max Max Max C-Max C-Max Max None 45.3 16.2 33.0 40.0 39.0 47.0 48.3 41.9 #195 70 185 275 247 388 200 399 0 0 0 0 ile volume exceeds capacity, queue may be longer. Splits and Phases: 3: Grand Avenue & Main Hwy 280 #723 Existing 2012 AM Optimized Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane Lane Configurations ' ft. of tm :(l h) Lane Group Flow (vph Protected Phases Detector Phase Minimum Initial Total S lit (s) Yellow Time (s 3 507 13 1065 s) 2.0 20.0 20.0 20,0 Lost Time Adjust ead/Lag Recall Mode Control Delay Total Delay �15'f;,- Queue Length 95th (ft) 1n4tei l R N((f „ Turn Bay Length (ft) Starvation Cap Reduc Storage Cap Reductn 26.0 89.0 89.0 89.0 4.0 4.0 4.0 4,0 sl 0.0 0.0 0,0 0,0 Max Max Max Max 21,8 5.2 1,2 3.0 21.8 5.2 1.2 3.4 96 n 0 0 0 607 Actuated Cycle Length: 115 Natural Cycle: 55 "r tz, "pce m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Parking Garage & McFarlane 3/29/2012 Existing 2012 AM Optimized Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations 3/29/2012 ane Group Flow (vph) 256 283 567 477 146 193 158 396 Protected Phases Detector Phase „10 Minimum Initial (s) h: � (Sif(-s Total Split (s gtall, Ake Yellow Time Lost Time Adjust (s) Lead/Lag CIS Recall Mode /e.�attue . Control Delay Total Delay Queue Length 95th (ft) 1t t t 3'a1=:LlnK I3t'T:,ft) Turn Bay Length (ft) Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 120 nc Natural Cycle: 120 rollu. 7.0 7.0 7.0 10.0 10.0 7.0 23.0 48.0 50.0 50.0 25.0 25.0 23.0 73.0 22.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Lead Lead Lead Lag Lag Lead Lag Max Max Max C Max C-Max Max None 107.7 33.2 27.5 37.1 56.3 60.6 58.4 8.8 107.7 33.2 27.8 37.1 56.3 60.6 58.4 8.8 374 252 #619 #615 177 #225 189 133 200 399 # 95th percentile volume exceeds capacity, u 7 ueue may be longer. Splits and Phases: 3: Grand Avenue & Main Hwy Existing 2012 PM Optimized Synchro 7 - Report Page 1 Timings 4: Parking Garage & Mc Farlane Lane Configurations Lane Group Flow Protected Phases kl„ Detector Phase Minimum Initial (s) I irj 1 ii hit Total Split (s) T."tIptt=°la Yellow Time (s) ost Time Adjust Lead/Lag i ad Q*r Recall Mode Control Delay Total Dela Queue Length 95th (ft) Trt;I;Li ti"kDi"st (_ Turn Bay Length (ft) 8 pacify r Starvation Cap Reductn pi11b x Storage Cap Reductn Actuated Cycle Length: 120 :07044410101feWattY Natural Cycle: 110 Gori_ f==ari€ m Volume for 95th percentile queue is metered by upstream signal. 35 973 20 595 2,0 20,0 20.0 20,0 24.0 96.0 96.0 96,0 4.0 4.0 4,0 4.0 0.0 0,0 0.0 0.0 Max Max Max Max 23.1 5.5 28.=... 2.9 23.1 5.5 2.8 2.9 33 145 m5 47 Splits and Phases: 4: Parking Garage & Mc Farlane 3/29/2012 Existing 2012 PM Optimized Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations Lane Group,Flow (vl Protected Phases P i it to r as Detector Phase Minimum Initial (s Total Split (s) Koji S°p1t () . Yellow Time (s) Lost Time Adjust (s) Lead/Lag Recall Mode Control Delay 207 451 366 143 211 165 440 13 2 2 1 3 23 19.0 44.0 44.0 44.0 25.0 25.0 19.0 63.0 22.0 4.0 4.0 4.0 4.0 4.0 4.0 ..�4. 0 3, 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0,0 x =N Lag Lead Lead Lag Lag Lag Lead Max Max Max Ped Ped siNone Max �a�z.� �-s� .r, �.- 67.7 18.7 28,7 26.9 44.9 50.9 61.4 14.2 Total Delay 67.7 18,7 28,7 26.9 44.9 50,9 61.4 14.2 � { SOtii. ft ���.�.._._-�:- m�:2=�=- -���� Queue Length 95th (ft) #255 111 4023 320N 158 #225 #240 299 Turn Bay Length (ft) s ap cp)v= Starvation Cap Reductn Storage Cap Reductn Ua Actuated Cycle Leng Control Type: Semi Act-Uncoord Queue shown is maximum after two cycles. Splits and Phases: 3: Grand Avenue & Main Hwy 200 399 3/29/2012 Existing 2012 Saturday Optimized Synchro 7 - Report Timings 4: Mc Farlane & Parking Garage Lane Configurations Vo(�it?pt-` Lane Group Flow Protected Phases GCC fi&i a es_ Detector Phase �.. ,tea .,;....... . .:::...: -,,. . ,... ,_... _....... ._ .._ vph) 26 606._... 817 29 Minimum Initial (s) tli crfuli p( (s I Total Split (s) al Yellow Time Lead/Lag Recall Mode ul Control Delay Total Delay Queue Length 95th (ft) Tbt F i 1vL[ teltt)_= - Turn Bay Langth(ft) Starvation CapReductn 1Lbk 4p'leiav` Storage Cap Reductn Actuated Cycle Length: 110 Natural Cycle: 110 20.0 20.0 20.0 2.0 87.0 87.0 23.0 4.0 4.0 4.0 4.0 0.0 0.0 0,0 0.0 Max Max Max Max 4,2 4,7 5.2 20.9 4,2 4.7 5.2 20.9 12 80 108 23 g. 96 Splits and Phases: 4: Mc Farlane & Parking Garage 3/29/2012 Existing 2012 Saturday Optimized Synchro 7 - Report HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr t Lane Configurations Sign Control Sto Free Free Peak Hour Factor Pedestrians e Sd ft/s�4.0 4 Walking pe(- :4.0 <,�.. .0 Right turn flare (veh) iier�.-tvt5,: Median storage veh pX, platoon unblocked Xingu vC1, stage 1 conf vol vCu, unblocked vol tC, 2 stage (s p0 queue free % It Vo c 109 321 53 96 98 Queue Length 95th (ft) 66 rrtrol i:y Lane LOS Approach L OS Average Dela T tora do . Analysis Period d 3/29/2012 Existing 2012 AM Optimized Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St k 3/29/2012 Lane Configurations Volume I�alFf� Hourly flow rate (vph) Volume Total (vph) ett) Volume Right (vph Departure Headway ree Oil Capacity (veh/h) 0 f 1 Approach Delay(s) -r71 HCM Level of Service t'se*rya 4 , Analysis Period 380 48 45 236 84 61 Existing 2012 AM Optimized Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St 4— Lane Configurations V400iRfiC4542-: Sign Control _ Free Free Stop Wgilii-4471FirEAVICKJ64*-4CJAWAMTTJ, Peak HounFactor 0,89 0,89 0,85 0.85 0.89 0.89 H5W400440Wg4-7.&LIO4iKAgkM4161Graiklf Pedestrians 15 15 19 tOilMdfd-uu,2 A4k4X,Mitir4 7T7flix.X Walking Speed tft/s) 4.0 4.0 4.0 1:73NIT IACIA"Ck:ktrr Right turn flare (veh) NtglkliZti Median storage veh) 010111441-ittAL pX, platoon unblocked 4:0000:09WCYSiz;' v c , stage 1 conf vol (25Q-TY5C31:1;:::::V?1,12,TV*4: vCu, unblocked vol 364 780 tC, 2 stage (s) 11414,404Firajlei p0gueue free% 100 'AVAiii-.307r: 0 ffetlk-0101;Tio-iLl6re*, 0010:11„i1V-;-: t7-17,14 Volume Left 0 0 0 11-14z cSH 1700 1700 1700 705 '40tif44-7, 316 er 100 85 -ItO4:41.4giTAST-k'WW NPe-Sia 3/29/2012 Niilt-11-10179.31M904.3fill$Irc. t75401-161:1(-"I-,,si47 Queue Length 95th (ft) Lane LOS Approach LOS Average Delay trit*Sidegafady% Ifiatikf41:17-A:=:, Analysis Period (min) RITTicIti±liii:M B Are.= ANPLIEnCIMA Existing 2012 AM Optimized Synchro 7 - Report Page 8 3/29/2012 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control Stop Free Peak Hour Factor 0.68 0.68 0.90 0.90 0.91 0.91 Pedestrians Walking Speed (ft/s)_ erv�r%k:13f.�ck4- m .. enReighYtC�t}urn flare 4,4iCant Median storage veh fire[ ta, pX, platoon unblocked vC1, stage 1 conf vol IRCARtni vCu, unblocked vol tC, 2 stage (s) p0 queue free % Approach LOS Average Delay 64 8 4.0 4.0 4.0 1366 962 97 96 233 1700 684 1700 Existing 2012 AM Optimized Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Sign Control Peak Hour Factor lair[ Pedestrians Walking Speed (ftls) iwK ,C ioc Right turn flare (veh Median storage veh Platibil90001 pX, platoon unblocked vC1, stage 1 confvol t vCu, unblocked vol tC, 2 stage p0 queue free % M.-6l,ye alu.e=L�tx Volume Left otl l cSH Queue Length 95th (ft Lane LOS Approach LOS Average Delay Analysis Period t Stoa Free Free 0.98 0.98 0.91 0,91 0.97 0.97 4.0 4.0 4.0 130 43 117 600 1700 1700 1700 1700 252 6 20.3 3/29/2012 Existing 2012 PM Optimized Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Sign Control Sfop S,op Stop Volume (vph) 223 56 91 277 129 57 Pak Hour Facto 096 096!0,0-4 .5V*Za086l-i0.86itniiiPg' Hourly flow rate (vph) 232 58 108 330 150 66 Volume Total (vph) 232 58 108 330 216 Volurne Left TO 71f1643iii10:2#111i150il 411211Vititit Volume Right (vph) 0 58 0 330 0 ]flidinirrAgilintr0.5gt;-•,0.67e0telliMSIA0a7ijldt.i.Pg.AEtfart.2Nt.t-Ktaa;-- Departure Headway (s) 6.7 5.5 5.8 5.1 6.0 oinctmligffigg-,t110,efitottekiniffictiffirrVARA-Siiiretielri* 71iiiStitittaSilltir-, Capacity (veh/h) 510 613 593 682 578 gNtgaikkirtgnfIZVIPFttNPF2T811SL Approach Delay 12.3 10.7 12 3 7064,111414EINTENtiraMiliff; 3/29/2012 03111810r"'-- 41-015111,Lo • HCM Level of Service B TiiMabrabita4E_... Analysis Period (min) 15 EliDinitatiNtar VtailaiajagatAatifiatail Existing 2012 PM Optimized Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Sign Control Peak Hour Factor Pedestrians Walking Speed tc `'i_ a l Right turn flare (veh Median storage veh pX, platoon unblocked o lfa h601' iie ,_ ae 1 conf vol vC1, sta vCu, unblocked vol tC, 2 stage (s) p0 queue freer% Volume Left c Queue Length 95th (t) Lane LOS A "Cd:6ch Approach LOS Average Delay ICeti0Gapi Analysis Period Free Free 493 797 486 1700 1700 1700 567 1.3 B 3/29/2012 Existing 2012 PM Optimized Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) P 6.0d.11 k :v Right turn flare (veh itkAt Median storage veh sea pX, platoonunblocked Alt vC1, stage 1 conf vol 410 vCu, unblocked vol lark tC, 2 stage 0 queue free % Vol cSH Queue Length 95th (ft) Lane LOS pogw. Approach LOS Average Delay Irl ers ct10 Analysis Period (min t 0.75 0.75 0.89 0.89 0.95 0.95 57 4.0 1581 633 637 95 99 100 5 0 3 0 152 1700 906 1700 4 0 0 0 D A 0,2 3/29/2012 Existing 2012 PM Optimized Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr 4\ Lane Configurations VP1.001.0 Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) Right turn flare (veh) - R., Median storage veh) _ _-- _ _:: = _..,• -_ pX, platoon unblocked f C�� dlr�tirt�fV��°�:_t vC1, stage 1 confvol vCu, unblocked vol 1251 467 887 tC, 2 stage (s) p0 queue free % caty CeF Volume Left c d Stop 0.71 0.71 0.95 0.955E 0.92 0.92 15 16 16 174 744 1700 1700 1700 1700 Queue Length 95th (ft) 132 5 Appro ch LOS Avera e Delay Analysis Period (min) 3/29/2012 Existing 2012 Saturday Optimized Synchro 7 - Report HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Volume (v h) elioLaob1�� Hourly flow rate (vph) Volume Total vph) VIm�ft gyp) _ Volume Right (vph) Departure Headway igeation Capacity (veh/h) Approach Delay (s) HCM Level of Service ctt( N Analysis Period (min 220 64 50 181 95 74 3/29/2012 Existing 2012 Saturday Optimized Synchro 7 - Report HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) Right turn flare (veh MO' fyp' Median storage veh X, platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol 3644114 tC, 2 stage (s p0 queue free % t)1tolt Volume Left c Queue Leng Lane LOS Approach LOS Average Delay 1siEati.'Capa0 Analysis Period (m } Free Free 0.88 0.88 0.91 0.91 0.88 0.88 4.0 4.0 4.0 100 H 1700 1700 1700 611 th 95th ft 0 0 0 25 B 2.3 3/29/2012 Existing 2012 Saturday Optimized Synchro 7 - Report HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations VdTum veil Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) tatier Right turn flare (veh) Median storage veh) llsttt: 5"(ft) pX, platoon unblocked Zit vC1, stage 1 confvol C210 i .=cif . =: vCu, unblocked vol tC, 2 stage p0 queue free % rpac Volume Left dluii z cSH piu.tCaak Queue Length 95th (ft) Stop Free 0,75 0.75 0.97 0.97 0.93 0.93 ....,:::� 4.0 4,0 4.0 1390 644 255 1700 927 1700 Average Delay 0.3 Analysis Period (min)15 3/29/2012 Existing 2012 Saturday Optimized Synchro 7 - Report Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase ll • 2014 NO -BUILD Page 41 MARCH 2012 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy t Lane Configurations cr 4fxfol*C-1-11'2-its::: :VIM:, _ _ 4-ti.:,--ii-= ,,,,22,21Atilt*T::tcf.-jOrfik_tigt.',EME:&43 Ideal Flow(yphpl) 1900 1900 1900.1900 1900 1900 1900 1900 1900 1900 1900 :f.tPiVtt.tttlt:N.!...W:a::.114-e-AC3ZftiffArk.--Ejf1l11-kilta4tjli.-1:-e;gk-ES.74...:'f0fLr.:t Total Lost time (s) 5.0 6.0 5.0 5.0 6.0 6,0 5.0 5.0 1ST_ 14.73IVIO-ZAtdWWCrtatTilt11:41X-A019VES-rit:RONDIVIA-1- Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1,00 0.96 0.98 NIXaIRE-4t- ',E:Zea;OIVIAQE:AQ:k:.0:614-tf-SlfcklrStillt;-'2Vi.'Z"-tgjb2V-ShQtilft4 Frt 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 AtRaolsoNpavINcillloqug01401niqulatlaUtOWN6t11471600A0ANotim Satd. Flow (prot) 1688 1766 1711 1607 1621 1801 1665 1442 :PI-0:61101C-14:,:1;z1:.."irt glatiMiOlt AiVV-f.jifrGAZECZE'EREIM:Fr '1,4177 Satd. Flow (perm) 1776 1766 1711 1607 1621 1801 1665 1442 aP.:*tdegtWIY:-.ZrkgfZ-Atkt7-.1PCa:C.O41n-4M-ASAIAIII '-,.14.5214A9L--..,o5Ad). Flow Flow (vph) 129 226 237 231 0 266 409 0 0 175 675 „..:4519StifitAltAFAVY-40'.'' 7:1161I_'="7----kqUaKl--:TITAliiVeLe4s-t' - - .41.6V-c: Lane Group Flow (vph) 129 226 190 278 0 266 409 0 0 175 675 Heavy Vehicles (%) _, _2% _., 4°/0,_ 2% _ 2% 2% 2% 2% 2% 2% 2% 2% PZ'rttikihjil)faitz1j.::-Lltr,A.zlit'-_--A:'sillWtr:r5-ASaDt;Z,,-73i,:-2tA-itfkAltVfilEViW-ikl Turn Type , , .. _ _ ,‘custom_ custom _ Prot , _ __. custom custom 4001-1560G-Z$1 14 1.-4:AZtat ifrig4!Zt-E4::rr.V.:lnlzirc;V.IAANXtltA:;I_ffEZV;:til Permitted Phases 3 2 1 3 2 3 ::-rtAagil:T*V:i::M,Z. 1,11i1Z-1-VriliVi4--MafE:9 Effective Green, g (s) 15.0 45.2 37.0 37.0 30.2 30.2 15.0 57.0 Rit#:010004E-t-KL .aTtii ''1:-':': 444751W-14:17Mit27it-IA7iKIL.7 '414-0EFIN Clearance Time (s) 5.0 5.0 5.0 6.0 6.0 5.0 NefeWaktinNkIJUDO '-'-4110WITA5VINNWO4r ,,,,vf: 441,1E, Lane Grp Cap (vph) 242 726 576 541 445 494 227 747 nt-'11-7,:„IV:4E411170"Fftat eria- 1-2.„:-: !z-IIVItAgitila v/s Ratio Perm 06160410.4 Uniform Delay, d1 Incremental Delayd2 Level of Service '-'---SPIC-I 44.2 21.9 27.2 29.3 0.07 ClEAKNEL -' -trfrESAVAJAVCRIONVI 1.5 3.5 _ ta±771:21,„::-„KV116:74-4:" :11:::,4 34,6 37,5 5.8 14.7 22.0 16.4 c0.23 0.11 c0.47 45.8 24.0 D Aretalitirr,125151i1 goodir '' ,,-, triltila, 7:10114-21ro 4-"/' Approach LOS C 3/29/2012 HCM Average Control Delay Ro4 vitalge-0-0,Mt Actuated Cycle Length (s) 11*-460,1460-1111747'4'--5-( Analysis Period (min) HCM Level of Service 'AL WE:Jr .1t5114i 12-4 sfa 110.0 Sum of lost time (s - liVIAMITAiseMe' ' 15 -Cr!' ML,--4VV.:m_mk4 22.8 ;rug: 2014 AM No Build Synchro 7- Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations h)s;, Ideal Flow (vphpl) Total Lost time Frpb, ped/bikes Frt Satd. Flow (prot Satd. Flow (perm Pi Adj. Flow (vph) )F2d tirt v e Group Flow (vph) Lan =�yt� Parking (#/hr) Protected Phases Actuated Green, G (s) 20.0 88,0 88.0 88.0 8. RTettue..��nn, ..glF.��::=°=_=�.-�,�.-.�:r�8e�__..-;.-=..�:.��u�=` Actuated gIC Ratio 0,17 0.75 Clara'de 1:r (3 ,` a 0.75 0.75 Lane Grp Cap (vph) 260 2416 624 2340 d v/s Ratio Perm 0.02 40.8 4.5 3.9 5.8 1900 1900 1900 1900 1900 1900 5.0 5.0 5.0 5.0 0.97 1.00 1.00 1.00 0.88 1.00 1.00 1,00 536 3239 1646 3138 y. 1536 3239 837 3138 460 9 13 1076 ilit 468 0 13 1076 Uniform Delay, d1 Pagssic Fttif.= Incremental Delay, d2 Level of Service 7oatttC3e� , Approach LOS HCM Average Control Delay 'C ttt'Vr i :'tr a ct l Actuated Cycle Length (s) Dim"'t" Analysis Period (min) 15 0,1 0.2 0.1 0.7 6.1 HCM Level of Service 118.0 Sum of lost time (s) 10.0 3/29/2012 2014 AM No Build Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations v rC rme i:.Yp01 Ideal Flow(vphpl; Total Lost time (s Frpb, ped/bikes :,_mils Frt Satd. Flow prot) CtT1f= Satd, Flow (perm Adj, Flow (vph) { f R dttc,flon= Lane Group Flow Heavy Vehicles (%) Turn Type e Permitted Phases [rater Effective Green, g (s Clearance Time (s) Lane Grp Cap (vph) v/s Ratio Perm Uniform Delay, d1 r Feat i Incremental Delay, d2 Level of Service Approach LOS HCM Average Control Delay Actuated Cycle Length (s) liters et�t�=Oradi I. Analysis Period (min 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 .....r,t•f 5.0 6.0 5.0 5.0 6 5.0 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'Y 1.00 0.85 __ 1622 1766 1711 1215 1621 1801 1739 1478 1708 1766 1711 1215 1621 1801 1739 1478 257 282 716 338 0 149 197 0 0 155 386 257 282 573 481 0 149 197 2% 4% 2% 2% 2% 2% 2% 2% 2% 2% 2% custom Split Prot 5.0 5.0 6.0 6.0 252 599 806 573 226 251 c0.15 49.0 29.9 24,2 26,6 61.9 2.6 5,0 13.0 custom custom 17.0 71.2 5.0 257 915 46,9 47.8 45.8 11,3 14,1 21,4 10.1 1.4 42.4 HCM Level of Service 115.015 Sum of lost time (s) %5t8a :.r::.iE aead 27.8 2014 PM No Build Synchro 7 - Report Page 1 Frpb, ped/bikes j( Frt Satd. Flow (prot) tit* HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane Lane Configurations Value, Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 rc w. 1 sl 5,0 5.0 5.0 5.0 Total Lost tim -a 0.96 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1539 3240 1649 3138 Satd. Flow (perm) 9539 3240 ....... i' . §'-"='_- 452 3138 Adj. Flow (vph) 21 1 9 997 18 20 594 Lane Group Flow (vph) 12 0 1014 0 20 594 Parking (#/hr) Protected Phases Actuated Green, G (s) Actuated g/C Ratio pace die Lane Grp Cap (vph) _ark_ v/s Ratio Perm Uniform Delay, d1 ??"9t";s Incremental Delay, d2 t..__,. Level of Service Approach LOS HCM Average Control Delay Actuated Cycle Length (s) 1?s_ecr pfly OPT* Analysis Period tint � Lc 18.0 87.0 87.0 87,0 0.16 0.76 0.76 0.76 241 2451 342 2374 •- _ gin':=�� .:: u�w: 0.04 412 5.0 3.6 4.2 0.4 3/29/2012 5.2 HCM Level of Service 2014 PM No Build Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations tt1u v ;1)=`) Ideal Flow (vphpl Total Lost time (s) Frpb, ped/bikes rah%J�i Fr Satd. Flow Satd. Flow (perm ealu Adj. Flow (vph) Y ,l 'son l Lane Group Flow (vph) rvitalv Heavy Vehicles (%) Turn Type Permitted Phases trnsr Effective Green, g (s) ficglafel Clearance Time(s) i101"- AteL on, i e Gr Cap p(vph) La v/s Ratio Perm 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 5.0 6.0 5.0 5,0 6.0 6.0 5,0 1.00 1,00 1.00 1.00 1.00 1.00 1407 1766 1711 1596 1621 1801 1478 1481 1766 1711 1596 1621 1801 1478 1478 p,�<?_._ 65 194 540 243 0 143 211 0 0 167 448 165 194 432 351 0 143 211 0 0 167 448 ° 2/0 4/0 2/0 2/0 210 2/0 2/0 2/0 2 2/° custom custom Prot custom custom z 3 2 ���39.,7��� 14.3 30.3 7 39.7 16,0 16.O 14.3 59.0 5,0 5.0 5.0 219 553 702 655 268 298 218 901 -#�: �_ � �u 0kfi - 45c0.� - 0�==� :�<.�_ � _ �;�_.:�::: u'..� :-�.: �<;�::_ �:_=.a•::..:,,.._ �. s .._ -. 0.11 c0,12 Uniform Delay, d1 39.6 25,7 22.5 21<6 38.2 39.6 0 Incremental Delay, d2 21.1 0.1 0 3.1 1.0 6.2 Level of Service, I 0h< Approach LOS ft", , HCM Average Control Delay Actuated Cycle Length (s) A. 0141_ a) Ujrta Analysis Period (min CAttiallr 31.2 HCM Level of Service 96.8 Sum of lost time ( 26.8 2014 Saturday No Build Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage Lane Configurations Ideal Flow Total Lost time (s vphpl) 5.0 5.0 5.0 5.0 Fr b, ped/bikes 1.0 0...W,:.�1,00.96 rt 1 00 1.00 1.00 0.90 prot) 1643 38 perm) 603 1 8 3246 533 27 612 758 Satd, Flow Satd. Flow Adj. Flow (vph Lane Group Flow (vph falOiCet Parking (#/hr) Protected Phases Actuated Green, G (s) Actuated g/C Ratio Lane Grp Cap (vph) v/s Ratio Perm Uniform Delay, d1 Incremen ei'ayt Level of Service Approach LOS HCM Average Control Delay Tta(a' Actuated Cycle Length (s) 1 prytiti_o Analysis Period (min) 2014 Saturday No Build 27 612 763 82.0 82.0 82.0 18.0 0 75 0.75 0.75 0.16 450 2339 2420 2 0.04 3.7 4.4 4.7 38.7 al Delay, d2 0.3 0.3 0.3 0.3 5.4 HCM Level of Service 110.0 Sum of lost time (s) 10.0 3/29/2012 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy MOM Lane Configurations Lane Group Flow Protected Phases riltrePk se Detector Phase Minimum In Total Split (s_ 6taipf Yellow Time (s Lost Time Adjust (s o=fie_ Lead/Lag Recall Mode Queue Length 95th (ft) Turn Bay Length (ft) k piti1h% m Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 110 Natural Cycle: 110 Q nt:. i ft1 e l i o # 95th percentile volume exceeds capacity, queue may be longer. rnaxr 3/29/2012 A- t /0. 129 226 190 278 266 409 175 675 13 �_ .�Y•., ,= - ..b`:'P' f.,'�,-=_x--T��.�"..=�s_�'%�.i`-y&'."�. �.s--£'•,�- _x��-; - F :=:5 .. ., _'=a _ _ 7.0 10.0 7.0 7.0 7.0 10,0 20,0 46.0 42.0 42.0 26.0 26.0 20,0 62,0 22.0 vim ... .......... 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0,0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 Lead L Lag Lag Lead Lead Lead ag Max Max x Max C-Max C-Max Max None 53.1 15.4 29.3 33.4 40.8 47,6 68,8 41.7 m 149 118 161 241 #338 #553. #229 #668 200 399 Splits and Phases: 3: Grand Avenue & Main Hwy 2 2014 AM No Build Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane Lane Configurations MO: APPIPtAii-A Lane Group Flow _ Protected Phases Pit,ttl .2 = Detector phase 8 447 1! 11022Z :art_ 469 13 1076 2 6 "AL, Ilk 6 Minimum Initial (s) 2.0 20.0 20.0 20.0 AJAWBAWILir` Total Split (s) _ 0101111e --P"- Yelloyv Time (s) —611.44r,, Lost Time Adjust (s, Lit9:OrrIC Lead/Lag 4r12400ft4rgillUttflt,.„.— Recall Mode Max Max Control Delay 24.8 4!6 idit4WWW4gOVINE: Total Delay 24,8 4.6 01066Q16AC1ZA-Ati VAN& Queue Length 95th (ft) 16 64 (AlitaltettaS Turn Bay Length (1.9 _ _ _ fsejy b. Starvation Cap Reductn 0 0 669 „LkfLAtt :'7.titqi„AALA 0 0 0 7014-0707,§inf_— LI 25.0 93.0 93.0 93.0 --_027841:11MACIfire") 4.0 4.0 4.0 4.0 ofTE-21#-W--7W VA:r tz 0.0 0.0 0.0 0.0 TiL Max Max "; 4.0 6.6 4.0 6 9 7 179 96 EL;:gAr2-3AcriEZ.- = 1W21444?L 1141t:rAiltii4 Aii,,_,AAflr1751L1751M1WKIIIii 3/29/2012 p 4'4,:kiiti&IV 11,711:: WIE'T eillibMIVOCC52vIr2.- — fEalf-144.1a4NRAP7A4VICX Storage Cap Reductn Actuated Cycle Length: 118 61" Natural Cycle: 55 tr Splits and Phases: 4: Parking Garage & McFarlane 2014 AM No Build Synchro 7 - Report Page 2 399 None Timings 3: Grand Avenue & Main Hwy 3/29/2012 Lane Group Flow (vph) Protected Phases Detector Phase 3ha; Minimum Initial (s) linfmgmol 1t"`= Total Split (s) Yellow Time (s Lost Time Adjust of os Tin J Lead/Lag Optic%; Recall Mode Control Delay 257 282 573 481 149 197 155 386 22.0 47.0 46.0 7.0 46.0 25.0 25.0 22.0 68.0 22.0 4.0 4.0 4.0 4.0 4.0 4.0 0.0 0,0 0,0 0.0 0.0 0.0 0.0 0.0 Max Lead Lead Lag Lag Lead Max Max C-Max C-Max Max 110.8 31,2 28.6 39.6 53,0 56.7 56.7 110.8 31,2 28,6 39.6 53,0 56.7 56.7 9.1 9.1 Queue Length 95th (ft) #368 239 #631 #620 172 219 181 130 rt ai Unk: 1s" ( Turn Bay Length (ft) 200 16:"aci1 Starvation Cap Reductn Storage Cap Reductn yG Actuated Cycle Length: 115 ff `f °10 1 _X f6:two- =ff Natural Cycle: 120 tro_(_y _107,,c-FCOgrAtit Volume exceeds capacity, queue is theoretically infinite. acity, queue may be longer. Splits and Phases: 2014 PM No Build Synchro 7 - Report Page 1 Timings 4: Parking Garage & Mc Farlane Lane Configurations ifurris Lane Group Flow (vpl MVO Protected Phases Detector Phase Minimum Initial (s) '14140104III Total Split (s) Yellow Time (s) Lost Time Adjust (s) 'o: t J (- Lead/Lag Lea( G' g=t tt z Recall Mode Control Delay Total Delay Queue Length 95th (ft) t1f r Lin 11 t Turn Bay Length (ft) bass7--064Mir Starvation Cap Reductn piilfTcFkiCh'due Storage Cap Reductn Actuated Cycle Length: 115 Natural Cycle: 1 23.0 92,0 92.0 92.0 4.0 0.0 Max 22.5 22.5 33 96 5.5 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Parking Garage & Mc Farlane lr 08 3/29/2012 2014 PM No Build Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations Lane Group Flow (vph) Protected Phases Detector Phase Minimum Initial (s) Total Split (s� Yellow Time A Lost Time Adjust Liad/ ag 3/29/2012 1\0. ram` 165 194 432 351 143 211 167 448 7,0 7.0 9.0 44.0 44.0 44,0 25.0 25.0 19.0 63.0 22.0 J�Q .: ��47tY��4U.:���44af—�.--..-���nf.0=�4:;�k;,(P._ �'�.�za.��;•''l0=use„-x - - ......f-`K-`!6.< .: !0 4.0 4.0 4.0 4,0 4.0 4.0 4,0 0,0 0.0 0,0 0,0 0,0 0,0 0,0 0,0 Lead Lead Lag ag Lead Recall Mode Max Max Max Ped Ped Max Control Delay 62,2 18.4 27,9 26.3 44.9 50.9 62.2 14.3 Total Delay 62,2 18.4 27.9 26,3 44.9 50.9 62.2 14,3 urj th 0th- ? Queue Length 95thy(ft) #242 107 381 304 158 #225 #244 307 v 5 2' 200 399 Turn Bay Length (ft): aG ttty Starvation Cap Reductn INCCV Storage Cap Reductn ICedy�'G=( Actuated Cycle Length: 93.8 Control Type: Semi Act-Uncoord Queue shown is maximum after two cycles. Splits and Phases: 3: Grand Avenue & Main Hwy 2014 Saturday No Build Synchro 7 - Report Page 1 Timings 4: Mc Farlane & Parking Garage Lane Configurations Lane Group Flow (vph) 27 612 76422 Protected Phases itt-d ` a�._<'. es_: . Detector Phase 6 6 2 8 0 20 0 0 Minimum Initial_(s) 20.02• 20. �.� Total Split (s) �� it' `; S : Yellow Time (s) Lost Time Adjust (s) 0.0 0.0 0.0 0,0 Lead/La Recall Mode Control Delay 4.1 4.7 5,0 21,9 Total Delay 4.1 5.0 21.9 M<„e. .., y_.._ Pt: _„ nr Queue Len th 95th (ft) 12 81 " 103 26 t =23 Turn Bay Length (ft) ltnvtl Starvation Cap Reductn Actuated Cycle Length: 110 ftse.(_.}%o_Cf_ 1 j Natural Cvcle:110 Max Max Max Max Splits and Phases: 4: Mc Farlane & Parking Garage 3/29/2012 2014 Saturday No Build Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Sign Control Stop Free Free fr Peak Hour Factor 0.95 0.95 0,95 0.95 0.95 '0.95 Pedestrians Walking Speed (ft/s Right turn flare (veh Median storage veh pX, platoon unblocked itifl4;tia16- vC1, stage 1 conf vol vCu, unblocked vol 1120 321 582 tC, 2 stage (s� p0,queue free % 63 97 98 Volume Left cSH Queue Length 95 Lane LOS Approach LOS 6 71 21 0 0 =1 _ 227 966 1700 )700 1700 1700 3 f. h (ftl 46 2 0 0 0 Average Delay Analysis Period (min 3/29/2012 2014.AM No Build Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Hourly flow rate (vph) Volume Total /um Volume Right (vph) Departure Headway 3r�`tl[tioy Capacity (veh/h) gib) t Approach Delay (s) HCM Level of Service In ectier G paci y 3/29/2012 57 2014 AM No Build Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Sign Control Peak Hour Factor ctrf;lauv t(up Pedestrians Walking Speed (ft/s) Re nt ,. Right turn flare Median storage veh pX, platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol Volume Left cSH .lurt�tc C Queue Length 95th (ft) Vtt Lane LOS Approach LOS Average Delay fin0100Jt- aj Analysis Period 729 290 3/29/2012 Free Free Stop 0.95 0.95 0.95 0.95 0.95 0.95 15 15 19 4.0 4.0 4.0 331 1700 1700 1700 729 2014 AM No Build Synchro 7 - Report Page 8 Walking Speed (ft/s) Weil - Right turn flare Median storage veh pX, platoon unblocked ^onff rig lUM-= vC1, stage 1 conf vol vstaP2aif vCu, unblocked vol tC, 2 stage . p0 queue free % Volume Left _ u cSH th 95th (ft Queue Leng Lane LOS Approach LOS Average Delay Pi!cia%�y Analysis Period (min) 3/29/2012 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations v.l%h h Sign Control Stop ak- Peak Hour Factor 0.95 0,95 0,95 0.95 0.95 0.95 Pedestrians 64 4.0 4.0 4.0 315 924 918 248 1700 707 1700 98 2014 AM No Build Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations VotuI Sign Control Peak Hour Facto Pedestrians Width_>(fot): Walking Speed (ft/s) Right turn flare Median storage veh .poi pX, platoon unblocked vC1, stage t confvo Volume Left Queue Length 95th (ft) Lane LOS arZaclib Approach LOS Average Delay Stop 4\ t Free Free 4,0 0.95 0.95 0.95 0.95 0,95 0,95 4.0 504 628 1171 4.0 4,0 113 582 1700 1700 1700 1700 24.6 3/29/2012 2014 PM No Build Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St k Lane Configurations Volume Hourly flow rate (vph) Volume Total (vph) Volume Right (vph) Departure Headway Capacity Approach Dela pc HCM Level of Service lntiedtlLLC Analysis Period 237 59 97 295 138 237 59 97 295 198 0 59 0 295 0 �a3 406 � S6 4 6.5 5.3 5.8 5.1 5.9 4 011 0 03 525 632 595 684 582 12.1 10.0 11.7 60 3/29/2012 2014 PM No Build Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations uri e4=4_v /h Sign Control Peak Hour Factor Pedestrians 11 11 19 • AM.:, Vyatkingq Speed (ft/s) 4.0 4.0 � 4.0 t"rc: qa. Right turn flare (veh) I�l�ctt� ty�: ems_ ,._ Median storage veh) pX, platoon unblocked vC1, stage 1 conf vol OgnirateM vCu, unblocked vol tC, 2 stage p0 queue free % d Volume Left cSH a Queue Length 95th (ft) Lane LOS a Approach LOS Average Delay getti Cl Analysis Period 3/29/2012 477 100 1700 1700 1700 578 2014 PM No Build Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy 3/29/2012 Lane Configurations Muftis; Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) Right turn Flare (veh Md1ifi e' Median storage veh pX, platoon unblocked a G t) Finn _/Otur vC1, stage 1 conf vol `2eonf V��� vCu, unblocked vol tC, 2 stage (s p0 queue free .._._..,....... veh Volume Left cSH o'. Queue Length 95th (ft) '1,0*.04: Lane LOS Approach LOS 0,95 0.95 0.95 0.95 57 -- 4,0 1560 602 96 100 157 1700 930 1700 0,95 0.95 100 Average Delay foeetp. i Analysis Period (min 0.1 15 2014 PM No Build Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Vi ume Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) Right turn flare (veh) east=t``' Median storage veh) pX, platoon unblocked vC1, stage 1 conf vo Stop vCu, unblocked vol 1237 457 868 tC, 2 stage p0 queue free I _c p1-_(v6h Volume Left ��ttY cSH 6_11 Ga at Queue Length 95th 'bnfrQ1= �., Lane LOS Approach LOS Average Delay fritrQf�f���_ Analysis Period t Free Free d 178 756 1700 1700 1700 1700 3,6 3/29/2012 2014 Saturday No Build Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Hourly flow rate (vph) Volume Total Volume Rght (vph) Departure Headway (s) }eree Iiz do x Capacity (veh/h) Ctiio Approach Delay (s) HCM Level of Service Analysis Period 226 65 48 173 81 62 3/29/2012 2014 Saturday No Build Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations Sign Co Peak Hour Factor 1011: ,,'i IV..m Pedestrians Walking Speed (ft/s) cen : ck r Right turn Flare (veh Median storage veh X,platoon,unblocked f:iettli"voli vC1, stage 1 conf vol otif vCu, unblocked vol tit s) Free Free 0.95 0.95 0,95 0.95 0.95 0,95 33 33 36 4.0 4.0 4.0 717 393 tC, 2 stage ( - p0 queue free % 100 100 77 Volume Left cSH Queue ength 95th (ft) Lane LOS Approach LOS 700 1700 1700 Average Delay *se _: Analysis Period 1147 2.2 3/29/2012 2014 Saturday No Build Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control Peak Hour Factor HbYW l e_ (r Pedestrians ;ailjd#I(ft} Walking Speed (ft/ss (veh e=xconf V tC, 2 stage (s) x, t Right turn flare Median storage veh X, platoon unblocked Ir- vC1, stage 1 conf vo vCu, unblocked vol p0ygueue free % Volume Left cSH Olt. Queue 9 u..... e5th ,(ft) Length Lane LOS lac Approach LOS e Delay Analysis Period =_tip 3/29/2012 t Stop Free 0.95 0.95 0.95 0.95 0.95 0.95 4.0 4.0 4.0 96 98 100 250 1700 913 1700 2014 Saturday No Build Synchro 7 - Report Page 9 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2014 BUILD ALTERNATIVE #1 Page 42 MARCH 2012 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy 3/29/2012 A.. 'wfil Lane Configurations iuttte Ideal Flow (vphpl) Lane Util. Factor Frp.% p> s:::=` Flpb, ped/bikes %rt Flt Protected €to' Fit Permitted Peak -hour factor, PHF Ad _i<la3.64, RTOR Reduction (vph) Lan iWt.d..c v mm ....:� -,,;..,....:._:.:._:.PryE Confl. Peds. (#/hr) Heavy; obtdles Parking (#/hr) Protected Phases Actuated Green, G Actuated g/C Ratio Clear p T l Vehicle Extension (s) VI v/s Ratio Prot v/c Ratio Progression Factor Delay (s) oeerv(ce Approach Delay (s) 11; (Av itab roll HCM Volume to Capacity ratio vtia'fed `j'tergtk:<:. Intersection Capacity Utilization Iis c Critical Lane Group 0.12 0.54 1900 1900 1900 1900 1900 1900 .00 1.00 *1.00 1,00 1.00 900 1900 1900 1900 1900 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 i7a 1.00 1.00 0.95 1.00 0.98 1,00 1.00 0,64 1.00 1.00 0.95 0.95 0,95 0,95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.12 0,33 0.13 0.61 0.39 1.00 1.00 0.42 1.00 0.21 0.21 0.16 0.78 1.08 1.00 1.00 2014 AM Build Option 1 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations ideal _Flow. (vphpl) I'1`Iast tin Lane Util. Factor Flpb, ped/bikes Flt Protected ?atd1 Flt Permitted a ',i`mVil=:= Via. =(t� Peak -hour factor, PHF RTOR Reduction Confl. Peds. (#/hr) Riirom Turn Type dte0� Permitted Phases £tuati Effective Green, g (s) A ttfated� t Clearance Time (s) v/s Ratio Prot 1 ati v/c Ratio Progression Factor rrr i,xnhIy=# Delay Approach Delay (s) fki pro ZS= (s) HCM Volume to Capacity ratio A-0001:40140Mtt Intersection Capacity Utilization c Critical Lane Group 900 1900 1900 1900 1900 1900 1.00 1.00 �58$ 0.99 0.99 0.95 0.95 17.0 5.0 0.01 1.00 37.0 1.00 .00 .00 .00 .00 1.00 1.00 1.00 0.95 1.00 0.47 1.00 0.95 0.95 0.95 0,95 78.0 5.0 0.39 1.00 5.8 76.3% Perm 78,0 78.0 5,0 5.0 0,02 0.89 3=5W 11.3 1,00 1.00 3.6 20.7 3/29/2012 2014 AM Build Option 1 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations 1 ,ry1.;,.. a Ideal Flow (vphpl) st ter Lane Util, Factor Fib tpol.._ Flpb, pedlb Flt Protected atl:CAP Flt Permitted ter_ Peak -hour factor, PHF RTOR Reduction (vph) rietoalo. Confl. Peds. (#/hr) Parking (#/hr) rft.YtP Protected Phases erred�[ia Actuated Green, G (s) Actuated g/C Ratio Vehicle Extension v/s Ratio Prot v/c Ratio Progression Factor Delay (s) ,eV� bfrvi x_ Approach Delay (s) HCM Volume to Capacity ratio }L_'. tb ''} Intersection Capacity Utilization 3/29/2012 -:�s::= 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0 1.00 1.00 *1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1,00 1,00 ._ 1 00 1 00 0.95 1.00 1.00 1.00 .7 1.00 1.00 0.75 1.00 1.00 900 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 c Critical Lane Group 27 130 50 13 2 2 27.8 45.8 93.0 18.0 18.0 27.8 125.8 0.16 0,27 0.55 0.11 0.11 0.16 0.74 2.5 ...,-..:.;:.;,, 2.5 2,0 2,0 2.5 0.16 c0.87 0.09 0.09 0,25 0.97 0.59 1 .58 3 =_. 0,87 1.03 0.50.34 1.00 1.00 0.84 1,00 ' 1.00 1.00 1.00 118.8 59.3 300.6 115.3 149.6 87.7 300.6 134.8 26.6 [0 93.1% ICU Level of Service F 2014 PM Build Option 1 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane \*. tratior,' Lane Configurations _ , 111 YQrailltVW7-1=Irq,l'V ,s4- 1ei--4041 -2- :14 -, i4A664 dealFloyv(vphpi) .1900. .1900 1900 1900 1900_ 1900 7=1:-,L-Oa0(4.)--10::';Ati,-----Ati=-4112i:40:-_-4;a:_,--.4.," 7-efil"-5aim- Lane Util, Factor 1.00 1.00 1.00 1.00 #=0,:::0410PA15:::-.2-M---=--kiV: -7-1-W:; = 4411--AL7--:-1?:14022 Flph .. .. ped/hikes... , _ _ 1.00. ... ___ 1.00 ., 1,00 . _1.00 tift:',.47::.7-1V7Ilitr:T==-411ifff:=-taWlaiiPt gaiiirt-..= Flt Protected _ _ 0.99._ . 1.00 0,95 ..,1,00...... '... cf.f*(PdPI-7lgt4--Cllgr:C==7:ifllqfO-Zk..:-Z, .7Vailgilit. .32-lxvir-: Fit Permitted 0.99 1.00 0,23 1.00 7,;$40AKPATI)..iai-titr=e.-05„LMALAItti--;_fqili.litratalilt-q'"11.-41„--, Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 gjavatki--F14:t-lk s'Artfilk1V-W11411,-:.:..67;:-91-4:I 0 o o '11111L411::',' 17 10 '"‘''7V:IVAKF-1%,"--, RTOR Reduction (vph) Confl. Peds. (#/hr) Turn Type jeCteMa40---- Permitted Phases .741,1 Effective Green, g (s) 18.0 ...i,'L064D-Aititif'" Clearance Time (s) GTp= '"- v/s Ratio Prot tikkfttfakz-,-, v/c Ratio „htrr,d2ktitiP'-''11. Progression Factor 144,001104070=1--litiL:17=-1' Delay (s), hi Approach Delay (s) _ 69,4 0U, 414 IL;ralail HCM Volume to Capacity ratio Intersection Capacity Utilization c Critical Lane Group Perm 6 142.0 181:4 5.0 5.0 5,0 5.0 " -- -Xit"; --7--t 02::: --; ---- r 140-1;171, '-' c0.01 c0.63 0.37 -v„9,*------ --- jr 0.07 0.75 0.06 0.44 105V., W-V-Sifir I :i1112241L±,!:=14::- ,A,,---Ae- too 1.00 0,33 1.00 4=4.4 "4-444,T4-4-4,-474-4-414-. "ev 10.1 444A 0 68 z-NEEF-E44-17-tr, 73.4% ICU Level of Service D-,4%_ t. 4.4 3/29/2012 '3; V; 4-414 - - A44444 jj 44(0 Pf 14;i45. Arr 44- Ai ,4.4--444r4-4.24'-1-Z - 444,1-4i4 - _A 44,A--- , •AA-:::Trt„tf=r-air'it WL-444-1-6.21:441.4a44-----4 k,4,1 .4 4- ,4.44-44 ZEZ&ILTV'Eliri%::1 D reli- _7441,,, 74.4,44444--144 4-44 2014 PM Build Option 1 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Nan f.1WW Lane Configurations Ideal Flow Lane UtU. Factor I~i bi_ :eel/bjk FI b, ped/bikes Flt Protected Fit Permitted • Peak -hour factor, PHF RTOR Reduction L e4 o : Confl. Peels, (#/hr) 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 k:- 1,00 1.00 *1,00 1.00 1.00 1.00 1.00 0.72 1.00 1.00 1.00 __-'",,.v �.S�U._:�.=�G`�a�=-:.�!s,'��- �'.��`„- .�-.::.,..=„� a..-_��:'�..--�,�3'.�..-'w«n.=.._..:��-=.<�:..'.-��-.rr,i✓,��,:��::: x�f.=_'�:-.. >;:.�:- L.::_-. 0.95 1.00 0.97 1.0 1.000 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1,00 rv"�i.:,�Sivf,t?,,iwF�.=.:_.:`;:-=:,�'�"-,!?J''� i•.'nc>'`'.---, acs:� _✓.-_t•.+v[. r:_:au'.u.,=:''.._.,;-...�.;,._.yr,.,.�%�e _ A,-..:,:,, :...aa,,.� _.;;,s;.;:-=m 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0,95 108 Parking (#/hr) Protected Phases 1 3 2 2 1 Actuated Green, G Actuated g/C Ratio Vehicle Extension (s) 1e<°rp v/s Ratio Prot v/c Ratio Progression Factor affi Delay (s) Approach Delay (s) HCM Volume to Capacity ratio Intersection Capacity Utilization c Critical Lane Group 29.8 48,8 80.0 0,19 0,30 0.50 2,5 2.5 0.11 c0.50 0.68 0.36 1.00 1.00 1.00 0.84 75.4 45.3 62.6 59.1 62.6 19.0 19.0 0.12 0,12 2.0 2,0 0.09 0.74 0.99 1.00 1.00 91.0 128.4 113,3 ICU Level of Service 25.9 29.8 114.8 0.19 0.72 2.5 0.11 0.29 0.59 0.41 1.00 1.00 68.0 10.2 2014 Saturday Build Option 1 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage WSW Lane Configurations Ideal Flow dtalok=trm.( Lane Util. Factor rp lfiks. Flpb, ped/bikes Flt Protected Fit Permitted >atd loe Peak -hour factor, PHF RTOR Reduction (vph) tang yawl Confl. Peds. (#/hr) Turn Type st.F 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.99 0,32 1.00 .00 0.95 0.95 0.95 0,95 22 Perm 0,95 0.95 Permitted Phases ��;" _x�: - Iry AefteGrli.::(~ ' _:8= _` C1 1:, Effective Green, g (s) 128.0 128.0 128.0 22.0 Actt t a;g/ a i 0 8 r80 St1 1: Clearance Time (s) 5.0 5.0 5.0 5.0 v/s Ratio Pro v/c Ratio UrSQt Progression Factor :114r����. Delay (s) Approach Delay (s) Ali=gatf; .._. HCM Volume to Capacity ratio ufed Intersection Capacity Utilization dialysisDOM c Critical Lane Group 0.38 c0.47 c0.01 0.06 0.47 0.59 0.04 0.53 1,00 2.0 6.2 8.0 60.2 3/29/2012 2014 Saturday Build Option 1 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations Vt� Lane Grou 3/29/2012 129 226 Protected Phases 1 3 Detector - Phase 3 1 3 Minimum Initial (s Total Split Yellow Time (s) Lost Time - Adjust (s Recall Mode Control Delay Total Dela Queue Length 95th (ft) 4 266 409 175 675 23 �._. ..... , = 7.0 7.0 7.0 10.0 10:0 7.0 7.0 18.0 47.0 51.0 51.0 29.0 29.0 18.0 69.0 22.0 ......... Turn Bay Len Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 106.8 lOy Control Type: Semi Act-Uncoord 9 ° ALL_ peAi t turrr Queue shown is maximum after two cycles. 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ....... _ .... 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Max Lead Lead Lag Le Lag LagL fed Max Max Ped Ped Max None 59.1 26.7 87.1 55.9 99.5 78.2 25.1 t = 59.1 26.7 87.1 55.9 99.5 78.2 25.1 #182 202 #644 #349 #579 #277 #600 200 399 Splits and Phases: 3: Grand Avenue & Main Hwy 0 2014 AM Build Option 1 Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane y Protected Phases Detector Phase witel P Minimum Initial (s) Total Split (s) TQAj Yellow Time (s) �rv�t Lost Time Adjust (s) Lead/Lag Recall Mode V/l�'; GFeAltW�z Control Delay Total Delay Queue Length 95th ( Turn Bay Length (ft) Starvation Cap Reductn Storage Cap Reductn 3/29/2012 2.0 20.0 20.0 20.0 22,0 83.0 83.0 83.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 Max Max Max Max 23.0 6.0 3.7 22.2 23,0 6.0 3.7 36.1 4E�E #914 96 Actuated Cycle Length: 105 Natural Cycle: 90 # 95th percentile volume exceeds capacity, queue may be longer. Splits and Phases: 4: Parking Garage & McFarlane 2014 AM Build Option 1 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations Lane Group Flow (vph Protected Phases Detector Phase wcf tti,1he:. Minimum Initial (s) Total Split (s Yellow Time (s) AITelr F s Lost Time Adjust ai118f Lead/Lag Recall Mode Control Delay eu:Te - Total Delay 257 282 1054 149 197 155 386 13 3 13 2 1 1 3 2 3 7.0 7.0 10.0 10.0 7.0 7,0 24.0 50.0 98.0 26.0 26.0 24,0 122.0 22.0 4.0 4.0 4.0 4.0 4,0 4,0 0.0 0.0 0.0 0,0 0,0 0,0 0.0 Lag Max Lead Lag LagLag .,. _ :,...." Lead Max C-Max C-Max Max None 112.1 47.0 295.1 99,0 118,4 74.7 9.9 k. 112.1 47.0 295.1 99.0 118,4 74.7 9.9 �- Queue Length 95th (ft) #574 317 #1939 #281 #385 Turn Bay Length (ft) 200 399 Starvation Cap Reductn (jJ1h9k Brat Storage Cap Reductn ed d� Actuated Cycle ength: 170 Natural Cycle: 120 o ftt 11:441 7d6c - Volume exceeds capacity,,, queue is theoretically infinite, # 95th percentile volume exceeds capacity, queue may be longer. Splits and Phases: o2 3: Grand Avenue & Main Hwy • 04 3/29/2012 2014 PM Build Option 1 Synchro 7 - Report Page 1 Timings 4: Parking Garage & Mc Farlane Lane Configurations Valurtlter(vpii ane Group Flow (vph Protected Phases ?err ed" h Detector Phase Minimum Initial (s) Total S Adjust Yellow Lost Time A Lead/Lag Recall Mode vfc;hia Control Delay Total Delay th 95th (ft) cuuee Queue Len inter[ L,tfl Turn Bay Length (ft) 96 Starvation Cap Reductn 0 ) 0 0 310 p�liek.�ap-Reilrctn Storage Cap Reductn 0 0 0 30 1015 20 594 2.0 20.0 20.0 20.0 lit (s) 23.0 147.0 147.0 147.0 Time (s) (s 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 Actuated Cycle Length: 170 Natural Cycle: 110 m Volume for 95th percentile queue is metered by upstream signal. Max Max Max Max 35.1 10.6 1.1 4.6 :5 s 490.6 12.0 1.1 5.0 45 573 ml m95 Splits and Phases: 4: Parking Garage & Mc Farlane SP08 1114 V, 3/29/2012 2014 PM Build Option 1 Synchro 7 - Report Page 2 3/29/2012 Timings 3: Grand Avenue & Main Hwy ane Configurations Lane Group Flow (vph Protected Phases oft o Detector Phase 165 194 783 143 211 167 448 0- 13 1 3 (s) 7.0 7.0 10.0 10.0 7.0 7.0 , _ ; C�linitllt�i;�`� �..�. � � = �� Total Split (s) 26.0 53.0 85.0 27.0 27.0 26.0 111.0 22.0 ';i=S) lQ:. •_ :_.;_ .�-16_ - r� Yellow Time �s� 4 4 4.04 4.0 .0 4.0 � ~ 3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0 Lead/Lag Lag Lead Lag Lag ,.. Lead Lag.,... s:. _ =__ -_s :ANY_ Recall Mode Max Max C-Max C-Max Max None Minimum Initial Control Delay uealayF Total Delay Queue Length 95th (ft) - Turn Ba Length Starvation Cap Reductn ' I Iba k=Ga 11 l Storage Cap Reductn td1 f VE7) Actuated Cycle Length: 160 (ff$dNfe'i'! Natural Cycle: 120 75.9 33.0 62.8 82.6 104.1 71.0 11.8 75.9 33.0 62.8 82.6 104.1 71.0 11.8 #330 191 #1104 225 #377 #305 288 e volume exceeds capacity, queue may be longe Splits and Phases: 3: Grand Avenue & Main Hwy 2014 Saturday Build Option 1 Synchro 7 - Report Page 1 Timings 4: Mc Farlane & Parking Garage Lane Configurations V; (vi1i» - Lane Group Flow (vph) Protected Phases Ymmtittedja Detector Phase c Minimum Initial Mid Spli Total Split (s) Yellow Time Lost Time Adjust Lead/Lag 0141 Recall Mode Control Delay Total Delay Queue Length 95th (ft) 1504 Turn Bay Length (ft) kikAfikalint Starvation Cap Reductn Storage Cap Reduc Actuated Cycle Length: 160 Natural Cycle: 115 .trz� Y e rrre m Volume for 95th percentile queue is metered by upstream signal. Max Max 22 27.0 Max 27 612 3/29/2012 764 133,0 133.0 133.0 Max 96 Splits and Phases: 4: Mc Farlane & Parking Garage 02 2014 Saturday Build Option 1 Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Sign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) Right turn flare (veh Median storage veh t1trt7t;gn:(f)_ pX, platoon unblocked vC1, stage 1 confvol vCu, unblocked vol tC, 2 stage p0 queue free % Volume Left cSH Queue Length 95th (ft) 46 rtfrol°:.blay,s.} r Lane LOS D Approach L D 4, Stop 0.95 0,95 0.95 0,95 0.95 0.95 19 20 20 4,0 4.0 4.0 1120 321 582 63 97 98 OS Average Delay Analysis Period 1. Free Free 227 966 1700 1700 1700 1700 min) 15 3/29/2012 2014 AM Build Option 1 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Hourly Clow rate (vph) l (s} Departure Headway (s DI 'ee�f( in1 Capacity veh/h) ti trol el,C� . r Approach Delay (s) HCM Level of Service rs do ap Jty Analysis Period 373 47 42 218 78 57 3/29/2012 2014 AM Build Option 1 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St \im• Lane Configurations Sign Control Peak Hour Factor 711'01413-frArk--: Pedestrians Free1E.T.1.5..74411e4:14.11C-aWI 095 0.95 0.95 0,95 0.95 ... 0.95 Walking Speed (ft/s) 4.0 4.0 4.0 61-411.011440117.-41Li:"-:11Liciffe-7-47---lai --; '-_; -'.:4-IIII.irl7*:-:::i-;ti!-i;t;,gf:-::it-a-E;llfi Right turn flare (veh) 142 3-WZA:1:1., I---i-. irEcinitillitliti4Att'.'''frifr Median storage veh), JSK,C6Afitifir:-T--11:4teel %7T,,,,,TAIIII 4:11E1.:14. -,--WW--.-itk4 3/29/2012 pX,platoonunblocked :A141041Pli, vC1, stage 1 conf vol vCu, unblocked vol ViegititS411 tC, 2 stage (s) 14kliAnFi p0 queue free % .1-1a Z4:14: 31-fleltS_Tiq 331 24! 100 '-'-'13PitrAL-.11-7-trAtiVa - Volume Left 0 0 cSH 1700 1700 Queue Length 95th (ft) 0 Lane LOS Approach LOS t$v-, Average Delay ThifiaotNitit*, „i1611 Analysis Period (mift- I4 n) 11.1.41f, 0 1700 729 0 12 B 4117.0tEA: ---111-714t 729 290 100 86 1.3 .._ 15 7,1471INH;. B :ME Of6firr= rtatt-,..;1 i 4!--.;:flAr4 I 2014 AM Build Option 1 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control (veh tv e_di fi fy _ ry r Median storage veh p �p Peak Hour Factor �.,EIt1T��f Pedestrians Larry i l - t} Walking Speed (ft/s) Right turn flare Xplatoon unblocked vC1, stage 1 confvol vest 2 vCu, unblocked vol tC, 2 stage Volume Left Queue Length 95th (ft Lane LOS Approach LOS Average Delay Analysis Period 3/29/2012 c. Free Free 0.95 0.95 0,95 0,95 0.95 0.95 4,0 4.0 4,0 1315 924 2014 AM Build Option 1 Synchro 7 - Report Page 9 Peak Hour Factor HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations 0 Sign Control Free Free 0. 5f= 0.95 Pedestrians 3 7 oW. Walking Speed (ft/s) 0 r Right turn flare (veh kl— Median storage veh pX, platoon unblocked v( _ allifil: or vC1, stage 1 conf vol VeSialt vCu, unblocked vol - =s"j tC, 2 stage p0�queue *free % ftv.( re Volume Left cSH Queue Length 95 Lane LOS 1`tip Approach LOS Average Delay Analysis Period (min 1504 628 1171 =� �•.��,:m=,� __�.,� :fix '.,-. ,�._�;�.: 113 582 1700 1700 1700 1700 279 6 F 3/29/2012 24.6 2014 PM Build Option 1 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Volume (vph) Hourly flow rate (vph) Volume Total (vph olu Volume Right (vph) Departure Headway Deal or - Capacity (veh/h) Approach Delay (s) ay_ HCM Level of Service ft ,rsecfi(uri Caaci Anaiysis Period (min) 3/29/2012 237 59 97 295 138 2014 PM Build Option 1 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations V 61001 Sign Control Peak Hour Factor Pedestrians Free Free 0.95 0,95 0,95 0.95 0.95 0,95 Walking Speed (ft/s) 4.0 Right turn flare (veh) 11060. Median storage veh) pX, platoon unblocked vCeoliin3o1%e vC1, stage 1 conf vol e vCu, unblocked vol lil5)_`s C, 2 stage p0 queue free % Volume Left cSH Queue Length 95th (ft) Lane LOS fAr Approach LOS Average Delay ieofio4 Analysis Period 3/2912012 477 775 471 100 ........ 100 84 1700 1700 1700 578 2014 PM Build Option 1 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control Peak Hour Fac heir Pedestrians Walking S eed (ft/s) P;ertkagt'` Right turn flare (veh) Median storage veh pX, platoon unblocked __. vC1, stage 1 conf vo vCu, unblocked vol tC, 2 stage (s) p0 queue free % gold .=(t Volume Left c Approach LOS Analysis Period (min 3129/2012 Stop Free 0,95 0.95 0.95 0.95 0.95 0.95 57 1560 602 605 96 100 100 157 1700 930 1700 2014 PM Build Option 1 Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Vtue, Sian Control Peak Hour Factor Pedestrians n9VtGf:'TM` Walking Speed (ft/s), Right turn flare (veh ed ty Median storage veh pX, platoon unblocked vC1, stage 1 confvol time2an, vCu, unblocked vol tC, 2 stake (s) p queue ueue free % (�t:& hvA:f4 et Volume Left c eta=ta' Queue Length 95th (ft) Lane LOS 80W- Approach LOS Average Delay I tars ct'ri tOj Analysis Period t Stop Free Free 0.95 0,95 0,95 0.95 0.95 0.95 15 16 16 4.0 4,0 4.0 1237 457 868 178 756 1700 1700 1700 1700 ..... ............ 79 F 3/2912012 2014 Saturday Build Option 1 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St 4, Lane Configurations -no __ Q Volume (vph) Hourly flow rate (vph) Departure Headway Capacity (veh/h) o 'l 0 1 s) _.; Approach Delay (s) HCM Level of Service Analysis Period 3/29/2012 226 65 48 173 62 2014 Saturday Build Option 1 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations Sign Control Free Free ee Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 urt;l%rfe} Pedestrians 33 33 36 Walking Speed (ft/s) Ri ht turn flare Median storage veh pX, platoon unblocked ur uflY�f%Iti vC1, stage 1 confvol 2�tagorf vCu, unblocked vol tC, 2 stage p0queue free % gel Volume Left cSH V4(ur�ar� Queue Len th 95th (ft) Lane LOS Approach LOS Average Delay n1rs�fiorGj Analysis Period 3/29/2012 4.0 4.0 4.0 397 717 393 100 00 77 ,. 1700 1700 1700 620 B 2014 Saturday Build Option 1 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations litraV Sign Control Peak Hour Factor 9 Pedestrians Walking Speed (ft/s) nt© Right turn,flare ledi ! o_ Median storage veh jfittaaN f. pX, platoon unblocked vC1, stage 1 conf vol 0.95 0.95 0.95 0.95 0.95 0.95 37 23 23 vCu, unblocked vol 1399 662 645 tC, 2 stage (s) p0 queue free 6 98 100 Vo c Lane LOS LOS Approach Average Delay Analysis Period 3/29/2012 15 2014 Saturday Build Option 1 Synchro 7 - Report Page 9 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2014 BUILD ALTERNATIVE #2 Page 43 MARCH 2O12 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations - - Ideal Flow (vphpl) 1900 1 *404 Lane Util. Factor 1.00 1 1.01-144aEk.O. .00 *too 'too 900 1900 1900 1900 1900 1900 1.00 too fro,ped/bfr 4o Jo-A-.;1 00 I�0 ---!;1614)(11K 1.00 1.00 100 too Flpb, ped/bikes Flt Protected Flt Permitted Peak -hour factor, PHF RTOR Reduction (vph) 1464703461*--Mr" Confl. Peds. (#/hr) fiNVOINifft Parking (#/hr) Protected Phases Actuated Green, G (s) Actuated 9./C Ratio 0.22 0.45 blifefTeeltre!-C-If Vehicle Extension (s) 2,5 v/s Ratio Prot OEMANII:=7±1,p v/c Ratio kriftf01/01"‘*ate. Progression Factor raltategaMg Delay (s) „ Approach Delay (s) 30,2 11(0604321-Lill HCM Volume to Capacity ratio tLi_ajePArrenitttekr„..-,„ Intersection Capacity Utilization 67.1401tT1 c Critical Lane Group 0.13 0.11 0,17 0.33 0.28 0.34 0.53 1.00 1.00 0.88 0.89 0.98 1.00 0.95 1.00 521117667 1.00 too - -0.95 0.99 too "2 0.95 099 1.00 1.00 /111* tr7, 3129/2012 re- 1900 191 1900 1900 1.00 1.00 711 1.00 too 1,00 1.00 1.00 1.00 " 0.95 0.95 0.95 0.95 0.95 0.95 0.95 /4-70-0-1 M-3C111171$09in• 0 0 f=-04 278 9 0 0 Illint.11"- - -- .:_, -- 1 3 2 2 1 27.2 61.2 41,0 41.0 0,33 0.33 2.5 2.5 2.0 29,0 29,0 -*4 0.23 0.23 -252: 1C527-711516AZAIL: 0.16 0.71 0.98 - 1.00 1,00 40, 54.8 86.7 74.1 S5-'414-111;:ire' 0.95 43- tfi 27.266.2 0.22 0.55 311,41.:At.:41.4111,-"Ti 2.5 ICU Level of Service 709 0.47 0.84 1.00 1.00 46.8 34.6 - 37.1 2014 AM Build Option 2 Synchro 7- Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations Ideal Flow Lane Util. Factor Flpb, ped/bikes Flt Protected atFI Flt Permitted Peak -hour factor, PHF RTOR Reduction (vph) Lail tE:-0h)_ Confl. Peds. (#/hr) Turn Type .,_ col Permitted Phases Effective Green, g (s) ofi dffa: it Clearance Time (s) v/s Ratio Prot v/c Ratio Progression Factor NOS Delay(s) Approach Delay (s) 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1,00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.47 1.00 0.95 0.95 0.95 0.95 0,95 0.95 00.00 0.01 1.00 46,8 98.0 98.0 98.0 5,0 5.0 5.0 0.29 c0.66 0.37 1,00 4.9 4.9 0.02 0.85 0.56 0.42 1.7 7.5 7.5 HCM Volume to Capacity ratio 0.72 A-461ycetrq _ Intersection Capacity Utilization 76.3% ICU Level of Service c Critical Lane Group 3/29/2012 2014 AM Build Option 2 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations Ideal Flow (vphpf tal- ane Util. Factor Flpb, ped/bikes Flt Protected dr Flt Permitted Peak -hour factor, PHF fi}:.Flp3=( RTOR Reduction (vph) Confl. Peds. (#/hr) :eavyet Parking (#/hr) 3/29/2012 4 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 *1,00 *1,00 1.00 1.00 1.00 1.0 0 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.75 1.00 - 'o=:'` 1.00 00 0.95 0,95 0.95 0,95 0.95 0.95 0.95 0,95 0.95 0.95 0,95 27 130 50 =�� .-.. �..._ _ Protected Phases 1 - 2 3 r 7 Actuated Green, G (s) 17.0 39.0 54.2 54.2 6.0 16.0 17.0 71.2 .s r Actuated g/C Ratio 0.15 0.34 0.47 0.47 n µ u y0.14 0,114 0.15 0.62 'q�r Vehicle Extension (s) 2.5 2.5 2.5 2.0 2.0 2.5 Cat7- v/s Ratio Prot 0.16 0.33 c0.40 0.09 0.09 0.25 t-. v/c Ratio 1.02 0.47 0.71 0.84 0.66 0.773 0.58 0.41 �ry.;. .4�f-�;��:� ��, a�fi;,'sy� �. � a�:�-`is�i n-' inn ��. n� - ...� _. .._. _ Progression Factor ii Er Delay (s 00 1.00 0,65 0.66 1.00 1.00 10.9 32.5 19.0 26,2 61.0 69,3 54.7 2.5 Approach Delay (s) 7 24.6 HCM Volume to Capacity ratio Intersection Capacity Utilization eventService is :1?e(dd.E' c Critical Lane Group 2014 PM Build Option 2 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane Lane Configurations deal Flow (vphpl) G Lane Util. Factor Phi Flpb, ped/bikes FtIL Flt Protected Flt Permitted Peak -hour factor, PHF RTOR Reduction Confl. Peds. (#/hr) FiritiCfg- Turn Type Permitted Phases Effective Green, g (s) Acts Clearance Time (s) v/s Ratio Prot arif $f t1Sl ITh v/c Ratio PIOftz I1 Progression Factor WA: les Delay(s) Approach Delay (s 1900 1900 1900 1900 1900 1900 HCM Volume to Capacity ratio Ie cng ..� ion Capacity Utilization si F?19:rrr` c Critical Lane Group 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.19 1.00 0.95 0.95 0.95 0.95 0.95 0.95 18.0 87.0 7 87.0 .0 5.0 5.0 5.0 5.0 c0.01 c0.63 0.37 0.05 0.83 0.08 0.48 1.00 1,00 0,70 0.71 eft" 0.70. 73.4% ICU Level of Service 3/29/2012 2014 PM Build Option 2 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations Ideal Flow (vphpl Lane Util. Factor Flpb, ped/bikes Flt Protected Flt Permitted Ca Peak -hour factor, PHF RTOR Reduction (vph) Confl. Peds. (#/hr) Parking (#/hr) 2k Protected Phases Actuated Green, G (s 1900 1900 1900 1900 1.00 1.00 *1,00 *1.00 0.82 1,00 1.00 1.00 0.95 1.00 0.95 0.98 1.00 1.00 0.95 0.98 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 1,00 1.00 1.00 1.00 .00 1.00 1751 0.95 0,95 0.95 0.95 0.95 0.95 0,95 0,95 0.95 0.95 0,95 1.00 1.00 1.00 1.00 .N 0s 1A0 1,00 1,00 1.00 108 123 13 14.3 30,3 39,7 39.7 16.0 16,0 Actuated gIC Ratio 0.15 0.31 0.41 0.41 0.17 0.17 PIO Cn` Vehicle Extension (s) 2.5 2.5 2.5 2.0 2.0 v/s Ratio Prot0,11 c0.25 0.22- _ ,..�.,,, �, v/c Ratio Prog 0.75 0.35 0.62 0.54 0,53 0.71x 1.00 (s) ession Factor 1.00 1.00 1.00 1.00 1.00 41.8 5 2 44.3 Delay Approach Delay (s) 257 41.8 HCM Volume to Capacity ratio Am� Intersection Capacity Utilization c Critical Lane Group ICU Level of Service 24.9 23 14.3 59.0 1A=50` 0.15 0.61 2.5 0.11 0.29 0.74 0.48 1.00 1.00 sd+. 58.8 12.2 2014 Saturday Build Option 2 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage Lane Configurations V616 (vplil:;_:_ Ideal Flow (vphpl) T [m ostltrrtell Lane Util, Factor ik Flpb, ped/bikes Flt Protected 1900 1900 1900 1900 1900 1900 1.00 1,00 1.00 1,00 0.95 1.00 1,00 0,99 Fit Permitted 0.30 1.00 1.00 ier 0.99 3/29/2012 Peak -hour factor, PHF RTOR Reduction 0.95 0.95 0.95 0.95 0,95 0,95 Confl. Peds. (#/hr) 22 Turn Type Perm Permitted Phases 9.t9atedieVit Effective Green, g (s) 82.0 82.0 82.0 fttated :gl Clearance Time (s) 5.0 5.0 5.0 v/s Ratio Prot . 0,38 c0,47 v/c Ratio 0.07 0.51 0.63 ;D' Progression Factor Delay (s) 4.1 7.2 9.3 Approach Delay (s) 7.1 9.3 }i)1Fk Gan:::>,: HCM Volume to Capacity ratio 0.53 Mail" Intersection Capacity Utilization c Critical Lane Group 60.8% 25 25 18.0 5.0 c0.01 0.04 39.0 ICU Level of Service 2014 Saturday Build Option 2 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations vi% Lane Group Flow (vph) Protected Phases ertGd-1:"se_s= Detector Phase Minimum Initial (s) Ot= Total Split (s) Yellow Time III=.1 Lost Time Adjust (s) 3/29/2012 29 226 190 278 266 409 175 675 13 2 2 1 3 13 2 2 1 1 3 23 7.0 7.0 7.0 10.0 10.0 7.0 7.0 19,0 57,0 46,0 46.0 38,0 38.0 19.0 65.0 22.0 4.0 4.0 4,0 4,0 4,0 4,0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lead/La Lag Lag Lag { Lead Lead La ...Lead 4��ii;,;s..�a��,� Recall Mode Control Dela Max Max Max C-Max C-Max Max 48.2 20.3 29.8 34.4 49.6 66.9 50.6 29.7 Total Delay 48.2 20.3 29.8 34.4 49.6 72.1 50.6 29.7 ueue Length 95th (ft) #179 187 183 274 289 #502 #280 #678 Turn Bay Length (ft) Starvation Cap Reductn i(f; a .0 1ted` fF_ gip:........_. �:..._ Storage Cap Reductn ROIR Actuated Cycle Length: 125 Natural Cycle:: 120 200 180 399 95th percentile volume exceeds capacity, queue may be longer. re ho �1un t tws? y ( Splits and Phases: 3: Grand Avenue & Main Hwy None 2014 AM Build Option 2 Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane MAX Lane Configurations Lane Group Flow (vph y Protected Phases 'it t Pass Detector Phase Minimum Initial (s) Total Split (s) Yellow Time Js I14v°(t Lost Time Adjust tag Lead/Lag Recall Mode Control Delay Total Delay 469 13 1076 2,0 20.0 20.0 20.0 22,0 103,0 103.0 103.0 4.0 4.0 4.0 4.0 s) 0.0 0.0 0.0 ._ 0.0 Turn BayLength(ft) dityf ,v� Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 125 tie 1� 9�1a Natural Cycle: 90 Max Max Max Max 28.0 5,0 1.7 8.2 28.0 5.0 1.7 12.4 m Volume for 95th percentile queue is metered by upstream signal. S •Iits and Phases: 4: Parking Garage c ar m2 I. 08 3/29/2012 2014 AM Build Option 2 Synchro 7 - Report Page 2 Recall Mode 'I� Control Delay Timings 3: Grand Avenue & Main Hwy ALNI Lane Configurations Lane Group Flow (vph) 257 282 13 Protected Phases Detector Phase Minim IVlin�t Total Split (s) 0, 117 Yellow Time (s) Lost Time Adjust (s) Lead/Lag 49 197 155 386 13 2' 2 1 1 3 23 7.0 7.0 7.0 10,0 10,0 7.0 7,0 22.0 47,0 46,0 46,0 25,0 25.0 22,0 68,0 22.0 ..<4.0 4.0 4° 4.0 4.0 • 0 0.0 0,0 0.0 0.0 0,0 0.0 0.0 0.0 Lead Lead Lead Lag Lag Lead La Max Max C-Max C-Max ax None 110.8 31.2 22.6 31.4 53.0 56.7 55.4 Total Delay 110.8 31.2 22.6 31.4 53,0 56.7 55.4 8.9 etuL Queue Length 95th (ft) #368 239 m#594 m#563 172 219 179 127 ,... Is1 Turn Bay Length (ft) Starvation Cap Reductn Storage Cap Reductn ocamtk Actuated Cycle Length: 115 e> vt adid - Volume exceeds capacity, queue is theoretically infinite. �o;�il�:�l:;.'F is �=m Qr�,tv�r��a �� _ r. # 95th percentile volume exceeds capacity, queue may be longer. Qt uhaiii �xrtini 200 180 399 �pyeie�, m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2 3: Grand Avenue & Main Hwy 2014 PM Build Option 2 it— m3 3/29/2012 Synchro 7 - Report Page 1 1-; Lane Configurations _ '7"V'61(.1401/701,17-itt,1-!1.-Fr let:::tj41N3Iaiit0411ffitl_111_:t-'1!`t 30 1015 20 594 "rw"-7r31:V167-0111-W 11,41,14111:111; 2 6 1f1-4,1I1I16-i1E12411:01:-Itl451 '17,7174,%11 Detector Phase 8 2 6 6 tWIhEhk 17:111'7411:1i--Alia'2_1FIE117::4Elt Minimum Initial (s) 20 20.0 20.0 20.0 ,72-27410E411n1E-A7tratRirrag:01,%;r1=11 -21141,711,-;14111,1:11 Total Split (s) 23.0 92.0 92.0 92.0 TIAISIEWC745 1:EVokitAliefin,ARBOMitPjTj7-1141,1 ffifF-4-gfriE Yellow Time (s) 4.0. _ 4.0 4,0 4.0 Lost Time Adjust s) . 0.0 0.0 0.0 ...0.0_ 7 Lead/Lag iheff. ,e'i:If?I*rrrf11-S1E-7rli17:,"e1_B"Ai7i11,_ Recall Mode Max Max Max Max 7„inift&11771,13f117-17N7114:441-7101,:27:0417X:3:1441.11rf Control Delay 22.6 16.9 3.2 5.2 kr:A.Ofi_k1"L747471C1.i„-S.O11"..-'s;70k',01.Zittk-LSGNj:-'"V_at,-;"'_:.*ftdf--",t11.1rt]"D-:_,, Total Delay 22.6. 16..9 3.2 5.7 4:4064101,0041fitt11411.._61MattEXT-111510.-',-1211t2A-z-y 4-41141-114,10111-1 Queue Length 95th (ft)._ 663 m5 103 _ Turn _77 96 #311#41114,1112111'-',ZW,X1 266 '41042010..i04611::7E,-ik:OTTZ Storage Cap Reductn 0 0 0 14101V:kle..4741;.-Vtr rilltidNi1gPi1„ Starvation Cap Reductn 0 Timings 4: Parking Garage & Mc Farlane Lane GroupFlow._„(vph Protected Phases 0:3141, Actuated Cycle Length:11,5 ff„Ptalik40407* Natural Cycle:11C m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Parking Garage & Mc Farlane LI-1"1:9 TO' 3/29/2012 4!;-'4111,-11:-Pirt?-1414:40741-4;17_141:j ITL:V1-21 !--51--414X;f-,AL iMVICIt3274Sei VITESZA„,„-fi 2014 PM Build Option 2 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations o1um_#(va _Np Lane Group Flow (vph) Protected Phases Detector Phase �Sitcl1� P Minimum Initial (s) n f ?us l: Total Split (s) p► uIt dip} Yellow Time (s) Lost Time Adjust a- 0 2 ° Lead/Lag TAW Recall Mode t Control Delay Total De 3/29/2012 t 65 194 432 351 143 211 167 448 7.0 7.0 10.0 10.0 7,0 7.0 9.0 44,0 44.0 44.0 25.0 25.0 19.0 63.0 22.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 s) o 0 0.0 0 0 0.0 0,0 0.0 0.0 0.0 Queue Length 95th (ft). Turn Bay Length(ft) seaiy%p Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 93.8 Lead Lag Lag Lead Lead Lead La Max Max Max Ped Ped Max None r 59.4 13.9 62.2 18.4 27.9 26 62.2 18.4 27,9 26.3 44,9 50.9 59.4 13.9 Control Type: Semi Act-Uncoord .==�stectil=1eclmac Queue shown is maximum after two cycles. 200 180 399 0.. .0 .0 0 0 n n 0 0 C Splits and Phases: 3: Grand Avenue & Main Hwy 2014 Saturday Build Option 2 Synchro 7 - Report Page 1 3/29/2012 Timings 4: Mc Farlane & Parking Garage Lane Configurations Lane Group Flow Protected Phases Detector Phase Minimum Initial (s) lv�it�i`i=ail Total Split (s) Yellow Time 27 612 764 22 20.0 20.0 20,0 2.0 87,0 87.0 87.0 23.0 4.0 4.0 4.0 4.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 F Lead/Lag . ._..... Recall Mode Max Max Max Max Control Delay 4 7.5 9.7 21.9 Total Delay 4.2 8,3 9.7 21.9 Queue Length 95th (ft) 12 220 327 26 InttriT..k;`..(f ( Turn Bay Length (ft) 96 Starvation Cap Reductn dapa e' `tP Storage Cap Reductn uu�d: Actuated Cycle Length: 110 ft 7-f1;ertt Natural Cycle: 110 Splits and Phases: 4: Mc Farlane & Parking Garage 2014 Saturday Build Option 2 Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Sign Control Stop Free Free Peak Hour Factor 0.95 0,95 0.95 0.95 0.95 0.95 bft{ycvtVl-=-.. _s Pedestrians ,._ 19 20 20 Walking Speed (ft/s)_ - 4.0 4A 4.0 Right turn flare (veh) b. Median storage veh) FliffWitintfi pX, platoon unblocked_ vC1, stage vCu, unblocked vo C, 2 stage itiU- p0 queue free of Volume Left cSH 1loli tof Queue Length 95th (ft) Lane LOS gy MO: Approach LOS Average Dela Analysis Period 3/29/2012 1120 321 582 63 97 98 :.,.._71 227 966 1700 1700 1700 1700 2014 AM Build Option 2 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St ane Configurations Hourly flow rate (vph) Volume Total (vph) Volume Right (vph) Departure Headwa g e ANIS Capacity (veh/h) mole"- Approach Delay (s HCM Level of Service !t3 Analysis Period 3/29/2012 Lk 373 47 42 218 78 57 373 47 42 218 135 2014 AM Build Option 2 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Peak Hour Factor �t�ilri�fl Pedestrians 4,0110( ( Walking Speed (ft/s) Right turn flare (veh) Median storage veh pX, platoon unblocked tC, 2 stage ( p0 queue free % Volume Left Queue Length 95th (ft) fat Lane LOS Approach LOS Average Delay Analysis Period 3129/2012 4- Free Free Stop µme. 0.95 0.95 0,95 0.95 0.95 0.95 15 15 19 4.0 4.0 4.0 1700 1700 1700 729 2014 AM Build Option 2 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane„Copfigurations, _ _ Y6101#411110142":VE4,-lat4-41.:707-S-1-4.1 Sign Control Stop Stop Free Free Peak Hour Factor, „„,„ rTt1p Pedestrians WalkingSReqd(ft/s), IMO-Ott Right turn flare (veh) VOICA(-ttrfitiPkfilt,-114K" Median storage veh) _ _ Vatiektqatriatali:1-Z:V--r pX, platoon unblocked to.P•ifigkeiftbAlalinliCiW vC1, stage 1 conf vol 0 95 0.95 0.95 0.95 0,95 0.95 „ 11A17138 7-3 li-EtY,',-,:-.--tZ,174111.71116&-ritikink 64 4.0 4.0 -4.0 .:41-,„1"11,12,11-*Nslitit :ED tc 114' ' *"1"ril,16fir,;:r14-itillVtitz; 3/29/2012 ;9014:6146-01ifber ti Vt-liiiZAS yCu, unblocked vol 1315 924 918 tC, 2 stage (s) ti-,TizllffVfie17;=-4 ALIF-J7* ntiA p0 queue free °/0 98 97 98 !-•71i-4.1- Alqit101-i-i1V-V47-35t14,t,, il, 4,-;i1iWilililiii-ifffr* :Eta: Ilk, VIV-31iFiR Volume Left 3 ---' 4161-115,-Pii;;15---,-Mt7k114:: c H 247 1700 707 1700 ef--"-MN61tifili,., ,i:- ,,,t ' li:,10:122'144-:it ii,'„:4',--,111117.4"1--,:tti-C7. Queue Length 95th (ft) Lane LOS 6-66104PC:IPEE-1_ =t4, Approach LOS Average Delay • IttiattaphtiMikolid Analysis Period (min) _ Z,r1Htlaa 0.3 W-1175.451it It - -I ;IXIS-K-ItPft CO *AA 1:::14 A-14 2014 AM Build Option 2 Synchro 7- Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Sign Control Peak Hou I I;o.Y:_ow Pedestrians t1 Walking S Right turn flare Median storage veh pX, platoon unblocked vC1, stage 1 conf vol t - 0 c6n vCu, unblocked vol in le ,:'mil° tC, 2 stage (s p0 queue ree % olrtiT(stx Volume Left cSH Queue Length 95th (ft Approach LOS Average Delay Analysis Period 3/29/2012 t 1' Free Free Cdi=SdG Factor 0,95 0.95 0.95 0.95 0.95 0.95 4.0 4.0 4.0 1504 628 117 136 42 0 0 u u 113 582 1700 1700 1700 1700 279 6 0 0 0 0 2014 PM Build Option 2 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Volume (vph) Hourly flow rate (vph Volume Total Volume Right (vph) Departure Headway t3 Cl it anon, Capacity (veh/h) of Ds.. Approach Delay (s) HCM Level of Se Analysis Period 60 3/29/2012 237 59 97 295 138 237 59 97 295 198 2014 PM Build Option 2 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Tar Sign Control Free Free Stop 0.95 0,95 0.95 0.95 0.95 0.95 eBG; Peak Hour Factor Pedestrians Walking Speed (ftls)" rorif Icl_. Rightturn flare 44-ifiej Median storage veh pX, platoon unblocked vC1, stage 1 conf vol ieber vCu, unblocked vol tC, 2 stage (s p0 queue free % Left a Volume cSH 11ajAnnif Queue Length 95th (ft) Ctfr 1"fay__- Lane LOS Approach LOS Average Delay Analysis Period 477 775 471 100 100 8 1700 1700 1700 578 1.4 B 3/29/2012 2014 PM Build Option 2 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy 'elgit,:ttitttlift_ro.Brt , Lane Configurations !f/0440'-f60'41ilfIrlit-f Sign Control Stop Free Free t- .0.4241-01;,i_4400-7-31SAW 1.0:04 0,95,i1.:ie:ir, Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 " er H4trr I-7016:V ftr -1141- 414:.60 3t- - Pedestrians 57 -0000 Walking Speed (ft/s) 4.0 149k tmettBkT910"04--v-, =0,1' Right turn flare (veh) Median storage veh) pX, platoon unblocked -7?:97,014,06-kkittle-004'61.,T1f4 r-er- 77'12:4 - = yO1stage 1 conf vol 0,?#.011k:2471:01t, :'-' '11:firH'Ill --kik-v-E, vCu, unblocked vol 1560 602 605 ttt07§kgrte4T-tj-3fr°:°°-'°''v :::AVT , tp„ ?st9e,(s) leiket-1-00°..; rt-04-0004t&°0-' '71-X,T00*11.0,k)U:1-9-",,FIrtk001010-4-47l7rill016-A121100,- flia7r54,-. pplueuefree c/o. al '''°-Ylikariltiffis°'" 3/29/2012 0000 0,000-0-it,-,000000 96 100 100 1303050;170i2JaiCk:::=ANL. :44410Nik:14g: 44-' 0,1410.-',e:40W0-1i°,31 "g:'-;" Volume Left 0 „A„„,„0„,„ cSH 157 1700 930 1700 Queue Length 95th (ft) Lane LOS Approach LOS Average Delay filtifs:PP - - Analysisp59.,d741n) ,.._„,0 D D 0.1 15 310":1-710:-000 ---1711.*--I15-ittli 2014 PM Build Option 2 Synchro 7- Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Peak Hour Factor Pedestrians Walking Speed (ft/s Right turn flare (veh t Free Free d 0.95 0.95 0,95 0.95 6.95 : -= _:ter• � -- =�� `� 4,0 4.0 4.0 Median storage veh) pX,platoon unblocked ....._:-�-. ram, vC1, stage 1 conf vol Cu, unblocked vol v tC, 2 stage (s)x p0 queue free % Volume Le cSH 1237 457 868 45 96 93 Queue Length 95th (ftt 79 Lane LOS Affikh t Approach LOS Average Delay Or*tF� Analysis Period F 3/29/2012 2014 Saturday Build Option 2 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations CgnC rt Volume (v Hourly flow rate (vph) Volume Total (vph p1 eL! ph) Volume Right (vph) Departure Headway ree t lr ti4 x Capacity (veh/h) t3htrQ el y ? Approach Delay (s HCM Level of Service ersEitraac Analysis Period 3/29/2012 2014 Saturday Build Option 2 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations ign Control Peak Hour Factor Pedestrians Walking Speed (ft/s) ee B.t e -= Right turn flare (veh) tacti:i Median storage veh pX, platoon unblocked vC1, stage 1 conf vol vCu, unblocked vol tC, 2 stage Free Free Stop 0.95 0.95 0,95 0.95 0.95 0.95 33 33 36 4.0 4,0 4.0 397 717 393 p0 queue free 100 100 77 Volume Volu`ne cSH Queue Length 95th (ft) Lane LOS Mt( Approach LOS Average Delay Analysis Period 3/29/2012 1700 1700 1700 620 2014 Saturday Build Option 2 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations YPTft-Ah% ... Sign Control Peak Hour Factor oiiy'"ffvue (u} Pedestrians to W{th ) Walking Speed (ftls) l? ice'"Thfal4 Right turn flare (veh) Median storage veh) p0ear si? "(ft pX, platoon unblocked 1154104,64 vC1, stage 1 conf vol vCu, unblocked vol tC, 2 stage (s) p0 queue free % C c Queue Length 95th (ft) or of fel .(5 -- Lane LOS Approach LOS Analysis Period 3/29/2012 2014 Saturday Build Option 2 Synchro 7 - Report Page 9 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2014 BUILD ALTERNATIVE #3 Page 44 MARCH 2012 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations :AAA A p - Ideal Flow 3/29/2012 vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor Flpb, ped/bikes Flt Protected !at(io (pro Fitt Permitted_j) I (iS Peak -hour factor, PHF ! 1 (v RTOR Reduction (vph) Confl. Peds. (#/hr) ROMA Parking (#/hr) d Ype a Protected Phases ri&*WI, Actuated Green, G (s) Actuated g/C Ratio Vehicle Extension (s) Lite: v/s Ratio Prot v/c Ratio (ICED, Dtr' Progression Factor L ier1 ntalDe_t Delay (s) *40 Approach Delay (s) HCM Volume to Capacity ratio :ert�:(��-, Intersection Capacity Utilization io : =min n ...:: c Critical Lane Group 1.00 1.00 *1,00 *1,00 0.98 1,00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 f 1-u_1s1 1.00 1.00 1,00 1,00 1,00 1.00 1.00 1.00 1,00 1.00 0,95 0.95 0.95 0.95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0 0 13 16,0 58.2 39.0 39.0 0.13 0,47 0.31 0.31 0.34 0.34 0.13 0.48 .�, - _ „_ _ ,\,;. :i'f �'� -,.;%. •f,4` - `aft"- :s _ ' �2 ::-';' 2.5 2.5 2.5 2.0 2.0 2.5 �0 0,13 0.14 0.14 ,16 0.57 0.27 0.44 0.46 1.00 1.00 0.89 0.89 61.5 21.3 33.0 33.4 35,9 1.00 1,00 35.9 41.3 39.2 61,2 0.80 0.96 1.00 1.00 77,9 56.8 2014 AM Build Option 3 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations Ideal Flow (vphpl) otak. ?a'st=t `e Lane Util. Factor p aeA/dikes Flpb, ped/bikes Flt Protected Flt Permitted ..10i n Peak -hour factor, PHF RTOR Reduction (vph) PV(91: ,r:(vph Conti. Peds. (#/hr) F Turn Type roCfha Permitted Phases e1.910.0r. n Effective Green, g Clearance Time (s) Dart v/s Ratio Prot v/c Ratio Progression Factor Eere0en101'__;., .. Delay (s) ve bf vi Approach Delay (s) rag HCM Volume to Capacity ratio AatCy_lgtf =)_ Intersection Capacity Utilization t i iy f Per dr' u c Critical Lane Group 1900 1900 1900 1900 1900 1900 1.00 1.00 1,00 1.00 ..... ....... 1.00 1.00 1.00 1.00 ti 0.99 1,00 0.95 1.00 ... __ ....... 0,47 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Perm 17.0 98.0 98.0 98.0 5Q5�o. 5.0 x 0 y/ i 5.0 c0,000.29 c0.66 ,.. �......:......... ,� a �. 0 0.012 mm 0.37 .85 a-:-s�.a�.�_ ,.:,any,.,..:- .:�:a,,.... -„ .... .. •ec :_ ,a ... 1.00 1.00 1.32 1.29 46.8 4.9 D -Ifi 46.8 4.9 3/29/2012 2014 AM Build Option 3 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations Yoffth Ideal Flow (vphpl) Lane Util. Factor 4I/b es` _3 Flpb, ped/bikes Flt Protected yM, Fit Permitted Peak -hour factor, PHF RTOR Reduction (vph) Confl. Peds. (#/hr) eele Parking (#/hr) 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 -.�} .� �%� ���� ���� =cam-4•� ..�... �:"�'=....:;��;.- :�;-....':� .... . 1.00 1.00 *1.00 *1.00 1.00 1.00 . .1,00 1.00 a�} 0.92 1.00 1.00 1,00 1.00 1.001.00 1.00 0.95 1.00 0.95 0.75 0 1. 1.00 1.00 1.00 4 v•z t 1,00 1.00 0.95 0.75 1.00 _. 1.00w......:....... 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 0.95 0.95 �,...,..,..... _ ru- . 0 0 0 0 27 130 Protected Phases 1 3 R'mited s Actuated Green, G (s) 18.3 34.4 45,7 45.7 16.1 16.1 'ENES�7�GGe;`�7�`C`sI�a�.'- ��.V-��!-�.4:."_;;T av°i,-.... .. .- ..._. ._ Actuated g/C Ratio 0.17 0.32 0.43 0.43 0.14664101 Vehicle Extension (s) 2.5 2.5 2.5 2.0 2,0 w•'i,- .. ':i. r'•F vv.. -'cif I onep app�a v/s Ratio Prot v� fi4 Ierrt v/c Ratio Progression Factor r601 kayf Delay (s) Approach Delay (s) eG HCM Volume to Capacity ratio Ac£ ate Cycle r h41: Intersection Capacity Utilization sierid�mrrti..t -_ c Critical Lane Group 0.16 c0.42 0.28 0.09 0.91 0.50 0.98 0.65 0.61 1.00 1.00 1.00 1.00 1.00 1.00 78,5 29.6 58.8 30.6 45.7 51.3 �D. 52.9 49.8 48.9 3 23 18,3 69.0 0.17 0.64 2.5 0,09 0,25 0.50 0.39 1.00 1.00 46.0 10.2 2014 PM Build Option 3 Synchro 7 - Report Page 1 Confl. Peds. (#/hr) if Turn Type P %otted Permitted Phases ct r atalga Clearance Time (s) erylc Approach Delay (s) HCM Volume to Capacity ratio Intersection Capacity Utilization s11, F?:e i.o mt.Y..... F _ l Critical Lane Group 3/29/2012 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane Lane Configurations V (vp ? m Ideal Flow (vphpl) qat. Lane Util. Factor I k ` ed151 Flpb, ped/bikes ra Flt Protected Flt Permitted (a)=m Peak -hour factor, PHF RTOR Reduction (vph) ............ ..... 1900 1900 1900 1900 1900 1900 1.00 1,00 1.00 1.00 i 1.00 1.00 1,00 1. 00 0,99 1.00 0.99 1.00 0.18 1,00 0,95 0.95 0.95 0.95 0,95 0.95 18 0 1 o U 24 24 17 10 Perm Effective Green, g (s) 18.0 82.0 82.0 82.0 5.0 5,0 5.0 5.0 n v/s Ratio Prot c0.010.37 c0.63 v/c Ratio 0.05 0.84 0.08 0,49 Progression Factor Delay (s) 39.2 16.8 ,1 39.2 16.8 7.0 2014 PM Build Option 3 Synchro 7 - Report Page 2 Flt Protected w(rot Flt Permitted . i 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 13 Actuated Green, G (s) 18.0 47.2 40.0 40.0 29,2 2 9.2 ff.tivGr � t � Actuated g/C Ratio 016 0.41 0,35 0.35 0.25 Vehicle Extension (s) 2.0 2.0 w..- v/s Ratio Prot 0.11 c0.32 0.15 0,09 vlc Ratio Unif trr Progression Factor inc�t1 Delay (s) HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations �c� u Ideal Flow (vphpl of 40sfm2 ,. Lane Util• Factor rpbe k Flpb, ped/bikes 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 RTOR Reduction (vph) Confl. Peds. (#/hr) Het=4'014. ( Parking (#/hr) Protected Phases 1'eliitie ,: t?�t7 1.00 1.00 *1.00 *1.00 0.68 1.00 1.00 1.00 u. 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 f;1t =80 1.00 1.00 at€Pert:.. ��:- =`�� � :.�- _. � .. �.._ �,�....::�0 3� .� q 0,860.27 0.91 0.43 �..8 - 5� 0.46 5.,.. 7 1.00 1.00 0.75 0.69 1.00 1.00 83.6 23.4 43.2 21.7 r Approach Delay (s) 51.1 • 5... 38.7 30.5 to 4- HCM Volume to Capacity ratio u ` ed cr Ler gfh Intersection Capacity Utilization WOW Cetikria c Critical Lane Group 62.1% ICU Level of Service 1.00 1,00 3 23 18.0 63.0 0.16 0.55 2.5 0.11 0.29 0,70 0.53 1.00 1.00 61.3 19.0 2014 Saturday Build Option 3 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage Lane Configurations Ideal Flow (vphpl) f t st -1 Lane Util. Factor ripe Flpb, ped/bikes Flt Protected 1101041 Flt Permitted -_..., Peak -hour factor, PHF dw h) RTOR Reduction (vph) Lone r `F1 `W`( f . Confl. Peds. (#/hr) Turn Type btteI Permitted Phases itte re Effective Green, g tuifed`ie Clearance Time (s) v/s Ratio Prot v/c Ratio Progression Factor tdl Delay (s) ] voftdr�i.. Approach Delay (s) HCM Volume to Capacity ratio ciaCli . Intersection Capacity Utilization Anaty�s P`ri'adl c Critical Lane Group 1900 1900 1900 1900 1900 1900 0.29 1.00 0.95 0.95 0.95 0,95 0.95 0.95 22 Perm 3/29/2012 82.0 82.0 82.0 23.0 5.0 5.0 5.0 5.0 0.07 0.53 0.66 0.97 0.73 1.00 5.2 7.1 12.0 37.2 7.0 12.0 2014 Saturday Build Option 3 Synchro 7 - Report Page 2 3/29/2012 Timings 3: Grand Avenue & Main Hwy Lane Configurations v Lane Group Flow Trnyp Protected Phases rt��f�d Detector Phase Minimum Initial (s) Total Split (s) `i"a{jli"t{ Yellow Time (s) Lost Time Adjust (s) dt pti (4) Lead/Lag vph) 129 226 237 231 266 409 175 675 Recall Mode Control Delay Total Dela Q r re t~ n (60ff (ft Queue Length 95th (ft) T t ial: k (st°( t Turn Bay Length �ft) Starvation Cap Reductn pillacl�Ca .._ Storage Cap Reductn Actuated Cycle Length: 125 oiot9z8( % eyen Natural Cycle: 110 ___ ........... 13 7.0 7.0 7,0 10,0 10.0 7,0 7.0 ., 21.0 59,0 44.0 44.0 38,0 38.0 21.0 65.0 22,0 - 8 40 ......,.. 4,0" 4.0 a, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lead Lag Lead Lead Lead Lag Max Max Max C-Max C-Max Max 62.2 14.3 33.5 34.0 36.6 40.8 78,5 57.7 62.2 14.3 33.5 34,0 36.6 45,9 78,5 57.7 167 121 233 230 289 #502 #257 #778 200 180 399 Splits and Phases: 3: Grand Avenue & Main Hwy 2014 AM Build Option 3 Synchro 7 - Report Page 1 3/29/2012 Timings 4: Parking Garage & McFarlane Lane Configurations Vd1u> :CV - Lane Group Flow (vph) Protected Phases Detector Phase Minimum Initial (s Total Split (s) Yellow Time (s) 469 13 1076 8.0 20.0 20.0 20.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Lead/Lag go,A, Recall Mode loR fin Control Delay euD-y Total Delay Turn Bay Length (ft) 1010,01142 Starvation Cap Reductn i b ck Ca ed - Storage Cap Reductn Max Max Max Max 28.0 5.0 4.0 16.6 28.0 t y 5.0 Y. (ftl 17 136 m3 m417 Ec Actuated Cycle Length: 125 tiffs ` Oj Natural Cycle: 90 peal=!.... m ._ _ ....... . m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Parking Garage & McFarlane 2014 AM Build Option 3 Synchro 7 - Report Page 2 3/29/2012 Timings 3: Grand Avenue & Main Hwy Lane Configurations YPtgaviit Lane Group Flow (vph Protected Phases P>.� .yam ..,� n...-r:.....0 ... ojrn1ti: d Detector Phase Minimum Initial (s) I i iif YJt`n p Total Split (s) ot,it(6lo Yellow Time (s) If1A; Lost Time Adjust Lead/Lag Lead aLagLead Lead Lag Max Max Max Ped Ped Max None Recall Mode _........ ........ Control Delay Total Delay Elie Queue Length 95th (ft) Sr*100 fs `<ft Turn Bay Length (ft) e 60: °(v h Starvation Cap Reductn 401,11t du: to Storage Cap Reductn 'dot • Actuated Cycle Length: 103.9 tuNl `yc; Control Type: Semi Act-Uncoord tillibetedlaptiMit Queue shown is maximum after two cycles. 257 282 716 338 149 197 155 386 1 3.,::W 2 1 .... _,.r.. - .w::.........,.,:� . rid. x 3 1 3 2 2 1 ......_....._3....... . 2 3 - .... a .... .. r� A..M. ��.. 7.0 7.0 7.0 10.0 10,0 7.0 7,0 4.0 4.0 4.0 4.0 _,• 4.0 Fu �. 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 75.8 22.3 53.9 32.3 53.4 t_ 75.8 22.3 55.0 32.3 53.4 58.0 47.5 11.6 #383 174 #871 348 180 #239 185 0 180 399 Splits and Phases: 3: Grand Avenue & Main Hwy 1 2014 PM Build Option 3 Synchro 7 - Report Page 1 3/29/2012 Timings 4: Parking Garage & Mc Farlane Lane Configurations Lane Group v Flow h) (p 0 1015 20 594 Protected Phases Detector Phase Minimum Initial i urrl "h Total Split (s) otal pe Yellow Time s) ,I_I= d Te) Lost Time Adjust frifitSab Lead/Lag o c``:=€ Recall Mode Control Delay Total Delay Q! Queue Length 95th (ft) ftn Turn Bay Length (ft) aY: 4*),' Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length:110 :sef(Wife� Natural Cycle: 110 s) 2.0 20,0 20.0 20.0 23.0 87.0 87.0 87,0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 Max Max Max Max 21.4 18.0 4.7 7.3 0-. 21.4 18.0 4.7 33 678 10 209 Splits and Phases: 4: Parking Garage & Mc Farlane 2014 PM Build Option 3 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations p)a. Lane Group Flow (vph) Protected Phases re i Detector Phase Minimum Initial(s) Total Split (s) to% , t ( Yellow Time Lost Time Adjust "al-sfn Lead/Lag Recall Mode vfCo'' Control Delay u'Q Total Delay Queue Length 95th (ft) Turn Bay Length (ft) ieltftY Starvation Cap Reductn =S,llltselrt ap Storage Cap Reductn 3/29/2012 t 165 194 540 243 143 211 167 448 ;Osto`' S iiffs�..... }Y� 13 23 2 2 1 �, ,... ,:. 3......... 13...,......... 2 1 7.0 7.0 7.0 10.0 10.0 7.0 7.0 23.0 48.0 45.0 45.0 25.0 25.0 23.0 68.0 22.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead Lag Lag Lead Lead Lead Lag Max Max C-Max C-Max Max None 84.8 15.8 22.1 44 •O.v 40.462.3 19.6 r"5 84.8 15.8 44.5 22.1 39.0 40.4 62.3 19.6 #245 108 #590 202 166 #250 #212 298 200 180 399 cl Actuated Cycle Length: 115 �, � _.. a _,�,.� .- Iff0 -2 _( Cep) $ feieiic Natural Cycle:, 110 n 'ol p -A ,ataCrdlit;.,=.>: # te 95th percentile volume exceeds capacity, queue may be longer. �....<�,. .., ...._ Splits and Phases: 3: Grand Avenue & Main Hwy 1 2 m3 2014 Saturday Build Option 3 Synchro 7 - Report Page 1 Timings 4: Mc Farlane & Parking Garage Lane Configurations Lane GroupFlow (vph Protected Phases e„° r(a Detector Phase 27 612 764 22 Minimum Initial (s) 20,0 20.0 20,0 2.0 �._. - ,..-.._ ........ Total Split 87.0 87.0 87.0 28.0 (s _ ...... o a) .-' I Yellow Time (s) _ Lost Time Adjust (s) 0.0 0,0 0.0 0,0 �= Lead/Lag Recall Mode Max Max Max Max Control Delay 5.4 7.3 12.4 20.8 Total Delay 20.8 Queue Length 95th (ft) t et a1 Lrt'k <.is _ Turn Bay Length (ft) sct pei,..._ Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length:115 Gfftli°`, k" etr c Natural Cycle: 115 m12 199 396 26 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Mc Farlane & Parking Garage 3/29/2012 2014 Saturday Build Option 3 Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations olu,11f:(Ve_/,,h)' Sign Control Peak Hour Factor flag?, Pedestrians Walking Speed (ft/s) Ptcefrldc Right turn flare (veh Voci Median storage veh penal pX, platoon unblocked vC1, stage 1 confvol 4.17 u, unblocked vol tC, 2 stage (s) p0 queue free :a < pa61=.(v Volume Left Value;li€ cSH Va 10. Queue Length_95th (ft) Qatf. Lane LOS A eat eIa. Approach LOS Average Delay Analysis Period t Stop Free Free 0.95 0.95 0.95 0.95 0.95 0.95 19 20 20 4.0 4.0 4.0 1120 321 582 63 97 98 T4�; Ei4_ 96 71 21 0 46 966 1700 1700 1700 1700 1.7 3/29/2012 2014 AM Build Option 3 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations f166,1042 Volume (vph) Ofo Fc Hourly flow rate (vph) Volume Total (vph) V of n of .h'. Volume Right (vph) Departure Headway (, ggre[JItton, X Capacity (veh/h) intil lly Approach Delay(s) 1:pa HCM Level of Service f tef it or Analysis Period 57 3/29/2012 373 47 42 218 78 373 47 42 218 135 2014 AM Build Option 3 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations T Sign Control Free Free Stop ..P-'6,-A I' 6V-F I4s I' Zi i411211I Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 -.1, 1 v:CC tceVr1 11"E Pedestrians 15 15 19 IilettEffa CH il.--Et itt it tl---Aitti-f_ Walking Speed (ft/s) 4.0 4.0 4.0 Right turn flare (veh) „a„ NE,,A•.kg..-z-41 A 0--"A '9--4"----, l1*.- 4A VAV ZAli_aJA W 4W,-=- ',..•.c - It w ,t9:4Vil Median storage veh) 3/29/2012 11.4166:11107,011121-1, pX, platoon unblocked loWl.itittet:11.1111.# vC1, stage 1 conf vol 'yes:*(2-ivtitto3: vCu, unblocked vol KE§Iffellittitti tC, 2 stage (s) 1.614-41.111116 pOlueue free % 'A.Oltd<Veb. Volume Left cSH V56!ON-61: Queue Length 95th (ft) 4drOalft011-1. ig1 " Lane LOS Of.,titk litt1101 COI Ertt:Ittt2 Approach LOS 331 '•-••"4 100 V 411 V4V. V.4;,.4. tit ;&-v-w&-&*--7 & 729 290 ittit. EttrAt EttIMEISII-14E1tEt tt, " - v 0 42 1700 1700 1700 729 Average Delay 1,3 ,---t, % , t -N-- , — g vog t ',to st ---° V 157ei - Analysis Period (min) 15 f_t & v-V,.-vv.v4b..Adt44,* 1311 V-V....tVere ettv 41 1141.14141.4.111ttitt itt t t 1-! Hill ttt it kit! '117.1.121 W-ee e ,,eeee 13.. e. AVVW &_--.A1&&„ , a't t5;:i gvy:c:vx-v--JA V1 TA ?A-. & &J.& t: :I 2014 AM Build Option 3 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations V91 m ;; Vh° : t e= Sign Control Peak Hour Factor girt _; sue,: f� 1w1d Y: ` � te.( b Pedestrians Walking Speed (ft/s) Right turn flare (veh Median storage veh Uptr `slalt)_ pX, platoon unblocked is r fliS v u vC1, stage 1 confyvol vCu, unblocked vol .41.03 tC, 2 stage Stop Free e. 0.95 0.95 0.95 0.95 0.95 0.95 .;3 64 8 8 4,0 4.0 4.0 1315 924 918 98 7 p0 queue free % 98 �ea�pacr� v�ih�^ 13 ,........,, ..,.ate>,. ,.. .....- Volume Left s.. 247 1700 707 1700 cSH lulu Queue Length 95th (f 4 Lane LOS C Approach LOS Average Delay Analysis Period 3/29/2012 2014 AM Build Option 3 Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Sign Control Peak Hour Factor 711411 ,ta t Pedestrians Walking Speed (ft/s) l?ct Bfijc> is Right turn flare (veh eaat Median storage veh) p., resG rial°eft) pX, platoon,unblocked offitoth,y tm vC1, stage 1 conf vol vCu, unblocked vol tC, 2 stage (s) t. ..may-. p0 queue free %o 'r:fut�caastt�£lv�f` Volume Left cSH lram tci aq t Queue Length 95th (ft) Lane LOS i41 4ela Approach LOS if Average Delay nolkit5n i3 Analysis Period 3/29/2012 t t 1 4, StopFree Free 0.95 0.95 0.95 0.95 0.95 0.95 10 37 37 4.0 4.0 4.0 1504 628 1171 94 93 136 42 0 279 582 1700 1700 1700 1700 2014 PM Build Option 3 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St 14 Lane Configurations Of nfrnl Volume (v Pak Hourly flow rate (vph) Volume Total (vph) dmeftwulltl Volume Right (vph) Departure Headway (s) t?10r ° 11;0t ; Capacity (veh/h) fne-.sioa, Approach Delay (s) A.. HCM Level of Service 1.01441 gip, Analysis Period 237 59 97 295 138 60 3/29/2012 2014 PM Build Option 3 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Sign Control Peak Hour Factor Ior fle Pedestrians Walking Speed (ft/s) eg Right turn flare Median storage veh) Ups(farsig?_(j.: pX, platoon unblocked 11n104 vC1, stage 1 conf vol v sta e:.Er vCu, unblocked vol tC, 2 stage p0 queue free % Volume Left Vo; cSH vong Queue Length 95th (ft) Lane LOS 4lothlaY: Approach LOS Average Delay "ter "efi _c Analysis Period 3/29/2012 Free Free Stop 0.95 0.95 0.95 0.95 0.95 0.95 477 775 471 100 1700 1700 1700 578 100 84 2014 PM Build Option 3 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations YOrtjefiNNI-1.1 Sign Control t \* _ Free 4„.. Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 H?Tyit6.1401411iii- " Pedestrians 57 L6'011-11.11„ Walking Speed (ft/s) 4.0 tir961.00064 1 41;.41 Right turn flare (veh) lqatiWS: -; =_ Median storage veh) PeibnigiN pX, platoon unblocked vC1, stage 1 confvol vCu, unblocked vol 0,41.1110,4 (6L tC, 2 stage (s) t)41 r, - p 0 queue free % EPINftilltY1011„. 1560 96 :LA 3211 - 605 -AAA, „*- 1U II[ a,4 100 100 '793C 4.o 771;1 ILIIIT101Q mt. Volume Left TOWtheRiet - cSH 157 'TrId Queue Length 95th (ft) Lane LOS Approach LOS LOS Average Delay MOCpa- Analysis Period (min) -111 at - Riv7telki41113Ablitlikggi ' ..414 3 11#.11L-. 930 1700 15 4-- 3/29/2012 111.1-13 U7. araati.. a, 414 2014 PM Build Option 3 Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Vol i (1Gh Sign Control Peak Hour Factor Pedestrians to /i' .1T F(l Walking Speed (ftls) Right turn flare etiar tY1e" Median storage veh pX, platoon unblocked cnfl ftit vC1, stage 1 calif vol vCu, unblocked vol tC, 2 stage (s) p0 queue free % i1tclty v Volume Left c Stop t Free Free 4, 0.95 0,95 0.95 0.95 0.95 0.95 4.0 4.0 4.0 1237 457 868 45 96 93 84 49 C 178 756 1700 1700 1700 1700 _ Queue Length 95th (ft) 79 5 0 0 0 0 Lane LOS ASpoat.Ie(Ca Approach LOS Average Delay Analysis Period 3/29/2012 2014 Saturday Build Option 3 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Pnitei Lane Configurations Volume (vph) Hourly flow rate (vph) Volume Total (vph) Volume Right (vph) Departure Headway pe�l e. 4l!lG Capacity (veh/h) Approach Delay (s) + r44 HCM Level of Service Ifffrsctdl� apac7fy Analysis Period (min) 226 65 48 173 81 62 3/29/2012 2014 Saturday Build Option 3 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations 9o1m.C(v�ri. Sign Control Free Free Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 H r[ylor`[avtt_ Pedestrians 33 33 36 Walking Speed (ft/s IteriihtDro: kagE Right turn flare (veh Median storage veh) pX, platoon unblocked vC1, stage 1 conf vol i 21ag12 q9L vCu, unblocked vol tC, 2 stage (s) p0 queue free % Volume Left ie cSH glo.a8 i Queue Length 95th (ft) Lane LOS Approach LOS Average Delay �rirsf�r� C Analysis Period (min• 3/29/2012 4.0 4.0 4.0 397 717 393 .... __............ 2014 Saturday Build Option 3 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control rdP-<; Peak HourFactor H V Pedestrians t. Walking Speed (ft/s) `er01 tB[kage Right turn flare Mn tom. Median storage veh pX, platoon unblocked vC1, stage 1 conf vol V2,_92 c vCu, unblocked vol tC, 2 stage ( "..ss p0 queue free % Volume Left cSH umio ac Queue Length 95th (ft) antra eI Lane LOS prad*T Approach LOS Average Delay. 11te1.-� ". Analysis Period 0.2 3/29/2012 2014 Saturday Build Option 3 Synchro 7 - Report Page 9 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2034 BUILD ALTERNATIVE #2 Page 45 MARCH 2O12 HCM Volume to Capacity ratio utedGyC Lr:..fh r§:. Intersection Capacity Utilization 'Obisigkdif c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Atsi Lane Configurations Ideal Flow (vphpl) Lane Util. Factor 1fpbXHelbil Flpb, ped/bikes Fit Protected i3O Flt Permitted Co 15, rt Peak -hour factor, PHF d}. "Mr`": RTOR Reduction (vph Lin Confl. Peds. (#/hr) Ha V=Vehiol's ( /« Parking (#/hr) Protected Phases Actuated Green, G 1.00 1.00 *1.00 *1.00 0.99 1.00 1.00 1.00 0.95 1.00 0.95 0.99 1.00 1.00 0.95 0.99 1.00 1.00 1.00 1.00 1.00 1.00 21_: 84 1.00 1.00 3/29/2012 1.00 1.00 1.00 1.00 1.00 {1.0(0 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 N.. a 39.0 30 s) 29.8 73.8 40.0 40.0 9• 9. ff� tiGr�en Actuated g/C Ratio 0.21 0.49 0.29 0.29 z. 5 Vehicle Extension (s) 2.5 2.5 2.5 2.0 2.0 2' OAt 0 18 v/s Ratio Prot .'-- /s.I� 'ati v/c Ratio 0.38 0.29 0.43 0.67 0.65 0.53 1.02 ntta .,.. Progression Factor 1.00 1.00 0.91 0.92 0 1.00 1.00 1.00 � - w'd;-z- ...... 74.5 Delay O 50.0 21.9 39,7 �e��l o�f�=S.� .� .�r mom. �..�_ �_�d,.�: ,����. �.... 4 �....: �� _ .-...,.�... _.... z Approach Delay (s) 32.1 4.4 63.0 70.3 z, ... 0.98 76.1% ICU Level of Service 2034 AM Build Option 2 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane paw Lane Configurations POre00610011 --2_33',"' 7-1,A 111 8 li V V,--- iii 1 ittkii Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 tikitila:100iftlie(04041 4, 0e' -,00:.,,Ok 00.7V0r. 4-0) --'-a -4, 14-4! -AU: Lane Util. Factor 1.00 1.00 1.00 1.00 rt5T0f1)01:41145-it II 0 -01,09K 107, I; jjoo,--g:JOt1 Ii o 2 5 5 .-_. Flpb, ped/bikes 1.00 1,00 1,00 100 it: Fit Protected 0.99 1.00 0.95 1.00 0101,1001-45, 64- 7-0,5:,4 1- ii- -,;:: l',3-:', ': ' 5 2j' '" : Flt Permitted 0.99 1.00 0.45 1.00 2011(51 Air 975-4:::-„5151"5 4 56at,1 ria"trI fr-LE Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 kiMPIAtt 1747 i. 5 Itirr 5075 7 -0 1 0,g t, 5'i* +-10„ 3/29/2012 RTOR Reduction (vph) , 1,4 'O:rP'ti(i*i1::ti-7--'g:.- Confl. Peds. (#/hr) .707404/MR-100 Turn Type 01661A k4,400$7'' 004 5 001 Permitted Phases 401r704-0,1: Effective Green, g (s)_ 4,bitirdS, Wre 2. Clearance Clearance Time (s) Lie 0j'it,06151* A=11 11 118 if vow xi: Ici-116#4 ik:ZI:i:= --, v/s Ratio Prot c0.00 0.32 c0.73 ivr R2P411"-°11 °140.04r°" ' 0.401' - 0.02 A: 0791" ITI i:°!' : , _ 00-0 0 0 w-- 0,40, - 0y. 11* -- - ,-Ik-A .7: Pat41beOtat 4 4 -: - -;, 75 *LS: A -44 LI W.i: ' ,,,.. "4-- A Progression Factor 1.00 1.00 0.71 0.59 Jjaerinig tiaii011:1':::1 V' __ 4 Alt--1 5 5 7 ,, 7-,1:74,4-2j5 4 Delay (s) 54.2 4.7 1,9 10.0 Welt sbir, it :it _.5 2 A ' .- 5 ''''' '1:14---Irtr- A proach Delay (s) _,,, 9.9 qldtitr"4 -- (.'- 511 ki 11,17,:744:1"ki, 10 1---5,-42 Perm V't t,_ f..0-0 --,0001-0TI,00 2.°. 5041-0. 41.."400 6 7t0V S*413, --- r-IA 4 1...J111Vk CI42 17,0 113.0 113.0 113.0 '..,..-7,,,,.,.:.....7A5 -1,- - ,-- -1 2;---.f1tk.-=---1- 5.0 5.0 5.0 5.0 24255 HCM Volume to Capacity ratio 0.79 rA440.4141k-fe:refl:t1010' ';:°: 41.40, Intersection Capacity Utilization, 81.9% APtIO67101061. 1°,!° 4° 0L. 5i'010744 c Critical Lane Group 61.Y.191.„ 1„ 01. -.41.MPikt. ICU Level of Service , ° itt;;E: - ;31;4. -q, 3k, *W- 5z '44 - fax- Ak. 7.-, 2. D 0 10 42,151 25 2. 2034 AM Build Option 2 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations Ideal Flow (vphpl) Lane Util. Factor Irp plies Flpb, ped/bikes Flt Protected r?) Flt Permitted Peak -hour factor, PHF RTOR Reduction (vph) Confl. Peds. (#/hr) leav001es6, Parking (#/hr) Protected Phases 1 3 ptnfePias`s Actuated Green, G (s Actuated g/C Ratio aranc{7ms Vehicle Extension (s) v/s Ratio Prot v/c Ratio 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 *1.00 *1,00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 0.95 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0,75 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 Progression Factor Delay Approach Delay (s) Att�p 0 . HCM Volume to Capacity ratio 27 130 5 19.0 41.0 62.2 62.2 16.0 16.0 0.15 0.33 0.50 0.50 0.13 2.5 2.5 2.5 2.0 2.0 " . 44 0.18 0.37 c0.44 A .�C .. 0.10 1.09 0.54 0.75 0.88 0.800. 94 1.00 1.00 0. 63 0.64 ,00 134.4 37.9 18.9 27.3 79.4 99.4 Intersection Capacity Utilization c Critical Lane Group 19.0 81.2 0.15 0.65 2.5 0.09 0.28 0.62 0.43 1.00 1.00 59.9 12.0 2034 PM Build Option 2 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane 1' Lane Configurations, 6111:1:41 II ,tf-2 ' 1 2: 2111 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 al '8t*-0- (44 Lane Util. Factor 1.00 1.00 1.00 etobrioditikw It II 11* jj q: 4.ti 141::„ Flpb, ped/bikes 1.00 1.00 1.00 Ftti:,-- I -SI ,13:- 11,011, I' lb ol il - Flt Protected 0.98 0.95 1.00 PasFiallota „1" lit 4101 Fit Permitted 0.98 ailltvWeitiff,- 37,k,-IX' t '' Peak -hour factor, PHF RTOR Reduction (yph),,,, Confl. Peds. (#/hr)_ Turn Type frolaAkkost Permitted Phases, clitionfo:04: Effective Green, g (s) 18.0 ts,41.141/04,04P]t 4 - Clearance Time (s) 5,0 itreOrftgiRili --S3-1W- vis Ratio Prot c0.01 1.00 too 1.00 CT-4X -16BArii„ 0.95 0.95 0.95 : 21 4,4 Pt 24 24 v/c Ratio Progression Factor kcibobr Delay (s) .4 Zett011 Approach Delay (s) 0.07 1.00 46.8 46,8 HCM Volume to Capacity ratio #0,4f6 (IL IntersectionCapacity Utilization *40:01 c Critical Lane Group = 0,15 1.00 0,95 0.95 0 It 17 10 - - Perm 5610 , sw, AA, AAA& I 4. 6 " 97,0 97,0 4An- :,1, AAAA -1,YA A AA 5,0 5.0 5.0 -64,e, Wig -A VA -AA !At 44,0'4 ", it c0.69 0.40 w0:10 0-:, -41 0,95 tIt 97.0 <-42FA 0.76 78.7% -t 15 0.10 0.52 -1-41:1841, 0.64 0.79 5.5 A iloy0 I ICU Level of Service s :m- 11,14, 4- 6 34-2W- 3/29/2012 Iff 23: :s s„-cs „ww ' rVj a- ,, &'q ata , ir 'VI 'AAA 2034 PM Build Option 2 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations AA* (411:4I! Ideal Flow (vphpl) titgit-Wt4M Lane Util. Factor WWI 17i Flpb, ped/bikes '1"'1 -RAZ 111 Fit Protected 110W*Or -11.1 A 1.00 A4A Vehicle Extension (s) 2,5 2.5 2.5 2.0 2.5 OttOrrS v/s Ratio Prot 0.12 0,32 --Stinerrt- 41, ,:"*Ari A• Fit Permitted '-$40(11,04klitc,1 Peak -hour factor, PHF 0.95 0.95 iijSWIM/ 11 - 1110111 RTOR Reduction (vph) 0 0 nr*:640011;:m IM 11 ft I Confl. Peds. #/hr) 108 123 1011 Parking (#/hr) Tur,4-44464 .4t44 ,Y A 0,95 14172111"--416 -7111 0.98 1.00 1.00 1.00 1,00 . tilt 41i.400411_1_41t1.441k 1 11 0.98 1,00 1.00 1,00 1.00 r 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 4.0:811 'III Itelt. 14- '1 v- ."::6t1r- 111 ' '1111:1-.si o 0 o 0 3,1111,111 1 121 Protected Phases 1 3 2 2 peeltapA Otei',T A41 ,A_ .. k- -, A; 7 t 4i444 4 -AA 441 44,44 --A tit A Air Actuated Green, G (s) 18,0 48,2 39.0 39.0 30.2 30,2 18.0 62.0 ffoiAW',----4,70- "- -,.7 - croo70 z. tzto.0or .301 VA ;11 )` -A 4t44, ,,,-; ,A, t4t = Al :4_44-14-44:4_ A4 ;et 4i4444 :-,k-,- / „ -10- ;AA:, _44, 41., - 4 44\4, Actuated gIC Ratio 0.16 0.42 0.34 0.34 0.26 0.26 0.16 0.54 Peib,41-11*01 s 0 IIUIIIN V - 3 2 3 44440 4 zvc 447 ; 444 19 04 723 1900 1900 1900 1.00 1.00 1.00 41i -gg'1160' -44 :a- 1410111t. 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 110 1100 I1 0.95 1.00 0.95 6 ijii 1,„ 1.00 0.95 r 3/29/2012 0 '1,i- 11 1900 1900 1900 1900 1900 1900 1900 1900 '11 50: -1541A %J „Lk, 4_111 too too *too *1 00 1.00 A•,1- x,4 - 4u.:„ _0-• , 4444 -4014 1-1 4444, - _ 2,0 v/c Ratio Progression Factor 1.00 1.00 0.80 1.00 , 1.1411-16101,2,40kig,4%, 42;;Okfc OR, -°.7? w„„f PrligtOK-- A 4-, - 4A-fM*62-„, 69.5 -063 _ Delay(s) 53 a Approach Delay (s) ,1 z7.0.00:010§," :144- t111'1,141.,- 34.9 38 6 eirbtdrttlii HCM Volume to Capacity ratio Aidju 0466114) Intersection Capacity Utilization 58,3% A1014- Piridditmr#7 11- 1'-- IV& ID c Critical Lane Group 440; ' 4344444f,t 4=44441-4" 0.12 c0.28 0.24 0.10 117-11: 4: Q01 t 0.79 0.29 0.82 0,72 0.37 0.49 4irat6A;% - 144 _tL 4,4 44A444 iit6;40AB- 0.70 e 14-'4 4444;_ 0 77 0 60 1.00 1.00 67.5 21,3 1444 -0444" 44444,"4,_4'4Ittirtif 4i484t: 4 33,8 4. 4441--1•14'7 [44445141....1144144. 8 1'" - (fa! tkol Ir 7pt ICU Level of Service B 2034 Saturday Build Option 2 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage Lane Configurations - o ume,EVphf Ideal Flow (vphpl) Pitt Lane Util. Factor Flpb, ped/bikes Fit Protected Flt Permitted (iFtaw (P . Peak -hour factor, PHF RTOR Reduction (vph) Confl. Peds. (#/hr) F k% (et Turn Type Ptbte.d. ry,l Permitted Phases tua1 Effective Green, g Gtuatt/Gt itlp` Clearance Time (s) tre rpp_t.:_h v/s Ratio Prot v/c Ratio Progression Factor „cre en 1DeJa Delay (s) Approach Delay (s) HCM Volume to Capacity ratio AQf~tQCy-4in9=t` Intersection Capacity Utilization c Critical Lane Group 0.27 1.00 1.00 ICU Level of Service 3/29/2012 2034 Saturday Build Option 2 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy -tAl Protected Phases fir Detector Phase Minimum Initial (s CtnIDmli(s Total Split (s) Yellow Time (s) Lost Time Adjust (s) Lead/Lag Recall Mode v. Control Delay Total Delay urC enh(t ) Queue Length 95th (ft) Ir) rr lLLl dug tif.t-a Tu rn-Bay Length (ft) s'e x �13E61p' )1.. Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 140 _max.;=. ,�,,,, �«:• _�;�,._--., Natural Cycle: 120 Volume exceeds capacity, queue is theoretically infinite. w4Eae s)bN(is�ax1raftettWo 3,-'e # 95th percentile volume exceeds capacity, queue may be longer. t Gene sl sv, t fax 0i ft tW yc Max 3/29/2012 143 251 210 307 295 452 194 745 7.0 -..._ ..,; 7.0 7.0 7.0 10,0 10.0 7.0 26,0 73.0 45.0 45,0 47.0 47.0 26.0 71.0 22.0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0.0 0.0 0.0 0.0 00 0.0 `0 �' z ✓A _ v Lag Lag Lead Lead Lag Lead Max Max C-Max C-Max Max None 54,2 20.1 40 49,6 63.7 58.1 - a J 54.2 20.1 4 .2 48,4 49.6 T.. . 3 196 200 236 358 336 #571 #284 #835 200 180 399 Splits and Phases: 3: Grand Avenue & Main Hwy 2034 AM Build Option 2 Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane Lane Configurations Lane Group Flow Protected Phases Detector Phase Minimum Initial (s) PartlAPIEW Total Split (s) Yellow Time (s) lei irrris`% Lost Time Adjust (s) TI Lead/Lag Lito Recall Mode Control Delay Total Delay Tu Queue Length 95th (ft tnt n l..(i kOJ t Turn Bay Length (ft) p itysrp Starvation Cap Reductn b:4 l? �k ape Storage Cap Reductn UG Actuated Cycle Length: 140 R;nc�' t211Of` Natural Cycle:p90 tnypti�rIt d_ =' ,_ -.gin: f- - m Volume for 95th percentile queue is metered by upstream signal. 15 1188 2.0 20,0 20,0 20.0 22.0 118.0 118.0 118.0 4.0 4.0 4,0 4.0 0,0 0.0 0.0 0,0 Max Max Max Max 30.7 4.8 1.9 11.3 30.7 4.8 1.9 20.5 19 153 m1 m132 96 Splits and Phases: 4: Parking Garage & McFarlane 111 3/29/2012 2034 AM Build Option 2 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations Lane Group Flow (vph)fr- Protected Phases r tfe l%wsew Detector Phase 3 1 3 ...�' � a� Minimum Initial (s) s L 1L Total Split (s) 24.0 49.0 54.0 54.0 25,0 25.0 24.0 78.0 22.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 3/29/2012 Yellow Time Lost Time Adjust *CO*r1b Lead/Lag � C Recall Mode Control Delay Total Delay 0161411 Queue Length 95th (ft) oNaran Turn Bay Length (ft salt( Starvation Cap Reductn ptI 6o C p` F K Storage Cap Reductn Actuated Cycle Length: 125 Natural Cycle: 120 - Ct%trbt;Tj Volume exceeds capacity, queues theoretically infinite. tinfaitaairtith 'm tr:tti ey le--_ . `_ # 95th percentile volume exceeds capacity, queue may be longer. e Qf u h %rf� s rim-Af er:1..ro-T cf r „ m Volume for 95th percentile queue is metered by upstream signal, 283 312 � Nlrvo o 13 634 532 165 217 171 427 -Y.4- x JVIIi, �_..... a...x.�... 1 3 2 3 0.0 0.0 0.0 0,0 0.0 0.0 0. 0,0 Lead Lead Lead Lag Lag LeadLag Max =.t 130.7 36.3 22.2 32.0 72.2 60,7 8.6 130.7 36.3 25.2 32.0 64.5 72.2 60.7 8.6 #435 292 m#632 m#606 #209 #294 208 143 200 180 399 Splits and Phases: 3: Grand Avenue & Main Hwy 2034 PM Build Option 2 Synchro 7 - Report Page 1 Timings 4: Parking Garage & Mc Farlane Lane Configurations ::112±:i7 " 1,. Lane Group Flow (vph) 35 1121 „V Protected Phases 8 6 Detector Phase 8 2 6 6 NV c' llitel fr -4''' ii ;IPARTE* _RE R 1 ;11111E :111-17E , :,4alikli-LI:!:7 Minimum Initial (s) 2.0 20:2 20.0 20.0 7 _ v_ ,1-. 1,, fit ',,; TV Trivrit V it:Rfiii/PUIWEVe IV:.': IMO- Total Split (s) 23.0 102.0 102.0 1010 1 t i,11 fVe, tisi,l4 A v Yellow Time (s) 4.0 r14.04.0 . 4.0 YA&1 o3,wOrm„ wa,, Lost Time Adjust (s), 0.0 0.0 0.0 0.0 bit 16 1: ,It/IT' -I. GT 15 RIUN Lead/Lag LORIzittiN11, Recall Mode 31. Control Delay 25.0 21.6 OLIENT6Y1t- 71 143 01 4fr oQ, Total Delay Of.41M1900tbiirl Queue Length 95th (ft) wt* aralotitcy-s Turn, Bay Length (ft) 6t0114/ Starvation Cap Reductn Sbbk pect Storage Cap Reductn _IV vak, Max Max Max Max - — 3.1& 25.0 25.9 3.1 6.2 r EER 39 #1009 m5 328 - v- 7.4.„ ,aa ErasetollgtcR' Int I Actuated Cycle Length: 125 Msit4togqitellto Otarin Natural Cycle: 110 1 it 31 rut # 95th percentile volume exceeds capacity, queue may be longer. 1-Viiiiolo*IiiStOuttafteivtWr607Z-li m Volume for 95th percentile queue is metered by upstream signal. 96 259 & 0 0 a -Par 1r- <I , = 3/29/2012 At „AA - Itk---M a Tat az at - „V VI r.Nt- - tx, ye-E*..zERRILE;Rn,,R- AR, _ AVVV*1 -*- ,„-vava 'EP alt: „ „at ARRE----n-REER- 2-,-E .7777 74-11k VA" 77,a, 1 13 13131233 ;VX, ... .334, " y;:rir iNr 7!f'. --;77 777%.77%.7.-17% v. tit-113, -j %77.,77. -'7711;g - 2V-V-V, 1 " YA 4YA Avlattr VV1131311 VV-- V - 2034 PM Build Option 2 Synchro 7 - Report Page 2 Timings 4: Parking Garage & Mc Farlane Splits and Phases: ft 02 4: Parking Garage & Mc Farlane 3/29/2012 2034 PM Build Option 2 Synchro 7 - Report Page 3 Timings 3: Grand Avenue & Main Hwy Lane Configurations ....___ ........... Lane Group Flow (vph) 3/29/2012 183 214 478 387 158 233 185 496 Protected Phases 1 3 v 2 2 34 Detector Phase 3 1 3 ..-.:.,.-. 1.� 8 1 lchas =x r__ .i Minimum Initial (s) 7.0 10.0.7.0 7.0 frirfi mIt . ; tJ Total Slit s23.0 49.0 44.0 44,0 26.0 26.0 23.0 67,0 22.0 - Yellow Time (s) Lost Time Adjust Lead/Lag 4,0 4.0 4.0 4.0 4.0 4.0 s) 0.0 0,0 0 0 0.0 0,0 0,0 0.0 0,0 Lead Recall Mode Max Max Max C-Max 4 � C-Max ._0 Control Delay 70.5 15.5 38,3 32.6 38.5 40.2 68.5 21.9 .-,�.�.. „�,� .:_. -_..,. r... Total Delay 70.5 15.5 38.3 32,6 38.5 40.2 68.5 21.9 ,y Queue Length 95th (ft) 365 1802 #246 350 #2 48 117 #495 nits Turn Bay Length (ft) base*Pay Starvation Cap Reductn (ba G I Storage Cap Reductn Actuated Cycle Length: 115 040001 Natural Cycle: 110 ont; T ; # 95th percentile volume exceedsr capacity, queue ma be longer. Queu ho "is .ax r m to _yid .. 200 180 399 Splits and Phases: 3: Grand Avenue & Main Hwy 1 db.m3 2034 Saturday Build Option 2 Synchro 7 - Report Page 1 IMILI taA -A, 4' 44 1.r1..41f. - 7 - 11?---WilizAr4, '" 44 47 14 4 - 4 44„ Ae, 44 4 44s 4 4- WA. .,. 741 _44. 44__ -944-, _44 , r bf' 4.. al.'. 1k. 11 _41444 -•4 4-4„ 4:- 4:(1- 4411, Detector Phase 6 6 2 8 401,h10 I if 11, Minimum Initial (s) 20.0 20.0 20.0 2.0 StiffO011):11011,4,.:v 81: "if7 0Q,r 44 :4444 Total Split (s) 92.0 92.0 92.0 23.0 Yellow Time (s) 4.0 4.0 4.0 !AkRt04,11.r(-1-7,tsti Lost Time Adjust (s) 0.0 0.0 0.0 0.0 I$I, 11m4gb 41'4-5441.40 let Lead/Lag _ Recall Mode Rajb-111'11 Control Delay 11,06#1:40 Total Delay #00,_ Queue Length 95th (ft) m10 191 402 Timings 4: Mc Farlane & Parking Garage Lane Configurations 4+ WIlibe,P001...li... I. ,-"1„ ./. A.42ia7 ,..... Lane Group Flow (vph) 29 676 845 - -, , I--06- Protected Phases 6 25 Toilt8PON, "4i 4,44.4 4' 44 6/fOrti#V6. btitA ; Turn Bay Length (ft) 96 at, )k- Max Max 4.1 Max Max wo90 10.8 23.0 '-(6,0 TO( 5.9 4.1 6.2 10.8 23.0 rAle -I114, 30 4i4 3/29/2012 4-44'44 44 .4...44. ft f- -4 44 -4 t 4 -4 4 44 --sit kL. 444-44 ..., 411--44.1-', mIXT, 17,614117- 44L4 4, 744 e 44.A- , - 7.0e101IYIPIJI ,14, „„_ _ 0 156 Starvation Cap Reductn Storage Cap Reductn trio 4' 4r; 57 D101001 Actuated Cycle Length: 115 -.13,konm Natural Cycle: 110 001101901Preq04:' USE ii,,A..,„15.11! m Volume for 95th percentile queue is metered by upstream signal. 0 4.0 0 0 '1 Of ofor Splits and Phases: 4: Mc Farlane & Parking Garage 44.: 2034 Saturday Build Option 2 Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Peak Hour Factor Pedestrians_ i; (t} Walking Speed (ftls) lrOkitiloJ Right turn_flare *foti p. Median storage veh) 1p fre(,iti pX, platoon unblocked Wedifttii vC1, stage 1 confuvol vCu, unblocked vol t 1 4, ........ __.. StopFree Free 0,95 0.95 0.95 0.95 0.95 0.95 19 20 20 E _ 4.0 4,0 4.0 1236 351 642 Volume Left 78_._ 24 c a Queue Length 95th (ft) Lane LOS ale Approach LOS Average Delay Analysis Period 3/29/2012 E 2034 AM Build Option 2 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Bart G ;ntr j Volume (vph) Hourly flow rate (vph) MEM Volume Total (vph) Vol = fie Lit h) Volume Right(vph) flak Departure Headway Ca `ntrl)Ia Approach Delay (s) pr HCM Level of Service j tttte cti r ' Analysis Period 3/29/2012 63 412 53 46 241 86 412 53 46 241 149 0 53 6.3 5.1 6.3 5.6 6.4 acity (veh/h) 561 680 538 611 530 20.6 10.3 11.6 vl oferic~ b; 2034 AM Build Option 2 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations V slu_rpe e Sign Control r 0,95 0.95 0.95 0.95 0.95 0.95 --�. 15 15 19 Peak Hour Factor o f aV Ca( Pedestrians Walking Speed .101450 Right turn flare (veh Median storage veh) pX, platoon unblocked vC1,ystage 1 conf vol vCu, unblocked vol ii tC, 2 stage p0 queue free % 4,0 4.0 4.0 363 801 316 _...x. _._ .. ...._ 100 84 100 _....._ 8.4 Volume LeftTg ,. cSH 1700 1700 1700 705 Queue Length 95th Lane LOS fir€ Approach LOS NiAAW Average Delay Analysis Period 3/29/2012 ..........__.... 4 ft) 0 1 2034 AM Build Option 2 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control Stop Free „.. 177i JI A - a Peak Hour Factor 0.95 0.95 0.95 0.95 OW - Pedestrians ONO , Walking, Speed (ft/s) P00.406(1ir Right turn flare (veh) 40-04,- Median storage veh) 054010901AGY pX, platoon unblocked vC1, stage 1 conf vol V0006.416Tith1s 17: vCu , unblocked vol 1447 1014 tc)ihrea=-4q4,-- it 11 tC, 2 stage (s‘)' - 2/.'"" k>k4-°- irtk Y't - p0 queue free /0 98 tek- ,_kt IIWL 4 _ Volume Left goltflofg cSH 4.0 •- „.. 217 1700 Votei Cac 6 Ji. 0- Queue Length 95th (ft) Lane LOS POR6at..<„, Approach LOS Average Delay irsCityjC Analysis Period (min) 7 714 iT71,7 , 0.95 Free „ -„Ntilt 0.95 tA„ . utt trt.k44. 1008 ii -7-:1% •13,14 A... -T;:z7,77-F1‘ V4A " 4 --Efic 1:1 - 15 . A 654 1700 2 -v\ B 0.3 15 98 mf„z-ov- u t A 7- -it7k 7141T7 ritt, llttet Vitt lz,k 3/29/2012 4- al 7-14, _J---„tA l- 4 • t'›'-!":711 - L.lk , '';•4444g4 " , Ak. \1:l.k4 100-kl 1148 A„ --kk4'1 - 2034 AM Build Option 2 Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations olrr7e fei1%h) _ Sign Control ` Peak Hour Factor Pedestrians _.ram. ; ..... le idtl(ft} Walking Speed (ft/s) ert ON'i Right turn flare 4e)artj -5 Median storage veh U re ms. pX, platoon unblocked v c MK fg v tur vC1, stage 1 conf vol vCu, unblocked vol t- sit [e= - tC, 2 stage (s) p0 queue free % Vluit4 Volume Left olu Rai cSH skit Queue Length 95th (ft) C 10-P` IayT Lane LOS Approach LOS f�. Average Delay f(iteorrCc Analysis Period 3/29/2012 t j Stop Free Free 4, . ........... . 0.95 0.95 0.95 0,95 0.95 0.95 10 37 37 4.0 4.0 4.0 1655 688 1292 2034 PM Build Option 2 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St -, Lane Configurations 1gi 0rtr0t Volume (vph) e w C��I��L=fr�Fa�taP . Hourly flow rate (vph) 249 62 101 309 144 63 Volume Total (vph) 262 65 106 325 218 Volume Right (vph) 0 65 0 325 0 Departure Headway (s) 6.7 5.5 5.9 5.2 6.1 Degree-t t00zatio Capacity (veh/h) Approach Delay (s) 13 4 513 613 578 663 565 11.0 12.7 HCM Level of Service B leY5Gtl�a�a)yJi��[z�o ' 413°lg Analysis Period (min) 15 3/29/2012 2034 PM Build Option 2 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Irs nY '(4b/61= Sign Control Peak Hour Factor HQurf flo rir e; p Pedestrians Walking Speed (Ws) et Right turn flare (veh) MaltyY .. Median storage veh pX, platoon unblocked cflpfirt v if vC1, stage 1 conf vol v u, unblocked vol tC, 2 stages) p0 queue free % Volume Left cSH f e#f6~p: Queue Length 95th (ft) Lane LOS pah C lay(a a" Approach LOS Average Delay tnt se fir - p Analysis Period 3/29/2012 Free Free Stop 0.95 0. 95 0.95 0.95 0.95 0.95 11 11 19 4.0 4.0 4.0 525 853 517 100 100 81 1700 1700 1700 545 1.4 2034 PM Build Option 2 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Sign Control ad Peak Hour Factor Pedestrians Lao Walking Speed (ft/s) Right turn flare (veh) Median storage veh) pX, platoon unblocked „;;:conch vC1, stage 1 confvol Cet,. G' yCo vCu, unblocked vol buy$ tC, 2 stage (s p0 queue free % Volume Left col., r 11 cSH fnff ate park Queue Length 95th (ft) Pei Lane LOS ;POT ,. Approach LOS Average Delay ,6:11 Analysis Period Free Free 0.95 0.95 0.95 0.95 0.95 0.95 ......._......... 3/29/2012 2034 PM Build Option 2 Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations � of g1i•(v Sign Control Peak Hour Factor `ruIdv�iat V HtSu Pedestrians Walking Speed (ftls) br t (oc' t „ Right turn flare lI ltatyt_ Median storage veh 1.1p tre n n (ft) pX, platoon unblocked vC1, stage 1 confvol �2}ti t7tag vCu, unblocked vol , 2 stage (s) p0 queue freeyo �otule Tta Volume Left cSH Uolu Queue Length 95th CO-tl lays):, Lane LOS Approach LOS 4/ Stop F Free ree 0.95 0, 15 16 16 4.0 4.0 4.0 1365 502 957 26 96 92 93 55 0 0 146 699 1700 1700 1700 1700 (ft) 123 F 6.0 [nrs� i1nCa-cit . (�I�z��srt s Analysis Period (min )15 -�, :- Average Delay 3/29/2012 2034 Saturday Build Option 2 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations Volume (vph) Hourly flow rate (vph) Volume Total (vph) t%aluiefivpl Volume Right (vph) Departure Headway (s) Peg* (Jz_,. Capacity (veh/h) iel$4a. Approach Delay (s) Ap adLLLC}-F== HCM Level of Service tnt se: n w p Analysis Period 3/29/2012 251 73 54 191 89 68 2034 Saturday Build Option 2 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Lane Configurations Io,e`(vent1, Sign Control ;Greif Peak Hour Factor Hrly'o Pedestrians.f .) Walking Speed (ft/s) ernf 1,'o-ka ;a~`- Right turn flare l.(veh) anA.'' — -.x. Median storage veh Ufret pX, platoon unblocked vC1, stage 1 confvol vCu, unblocked vol tC, 2 stage (s) p0 queue free % cSH Queue Length 95th (ft) i`tatr DIi Lane LOS Approach LOS Average Delay ecf an C Analysis Period (min f Free Free 0.95 0.95 0.95 0.95 0.95 0.95 4.0 4.0 4.0 3/29/2012 2034 Saturday Build Option 2 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Aturrilkt ) Sign Control Peak Hour Factor ourc�vt. (ti Pedestrians are, Walking Speed (ft/s laoent ek Right turn flare Median storage veh X, platoon unblocked vC1, stage 1 conf vol G2ge coCvv Cu, unblocked vol v tC, 2 stage p0 queue free % Volume Left Queue Length 95th Lane LOS Appao( Approach LOS Average Delay *r f itrse sn pa Analysis Period (min 3/29/2012 0.95 0.95 0.95 0.95 0.95 0.95 1539 725 2034 Saturday Build Option 2 Synchro 7 - Report Page 9 Traffic Analysis Technical Memorandum Coconut Grove BID Improvements Phase II 2034 BUILD ALTERNATIVE #3 Page 46 MARCH 2012 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations pure§140-(ir Ideal Flow (vphpl) Lane Util. Factor ra013 'pellkes t . Flpb, ped/bikes Flt Protected td. apr Flt Permitted Peak -hour factor, PHF RTOR Reduction (vph) Confl. Peds• (#/hr) Parking (#/hr) u`t Protected Phases t'e1;`ttd Peas- Actuated Green, G Actuated g/C Ratio Vehicle Extension (s) vls Ratio Prot vlc Ratio raiar Progression Factor mien Del r ! Delay (s) Approach Delay (s 3/29/2012 �` 1+)p�;=..-�.'4.?,pa... as%'F'.'tu�;:.. __'_=�G.'icz:,�r_:r:...'-�`..:�€.:..":.",'.::'..x•R.. -.sue°�:.'"."��,�..z�az.. �:._:..- «.:mr....:�....,:-.. -.�:--.:.�.<,,.,�-�.,,-...,�.... -H 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1,00 1.00 *1.00 *1.00 1.00 1.001.00 1.00 HCM Volume to Capacity ratio Atu . e; e e itl9 Intersection Capacity Utilization dal%Qer ad ` 11tt :. c Critical Lane Group 1.00 1.00 1.00 1.00 �-: :pie,; >s ,,, .,. -� :,, �•1: � ,.. _a.�; ,.: ,., � . 0.95 1.00 0,95 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 ...... rya,..... .., ..; ._....g v� 1 � � - 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 8 0 =cufo 47.0 47.0 0.20 0.49 0.32 0,32 0.28 0.28 2.5 2.5 2.5 2.0 2.0 A,. s� 0.14 0.15 0.16 0.18 0.40 0.29 0.48 0.49 0.64 0.88 1,00 1.00 0.93 0.93 1,00 1.00 60,0 25.9 44.6 45.2 58.2 75.5 65.1 0 33,8 86.8 0.20 0.53 0.56 0.98 1.00 1.00 65.1 65.1 2034 AM Build Option 3 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & McFarlane Lane Configurations Uri (vE, Ideal Flow (vphpl) alot"im. Lane Util, Factor Flpb, ped/bikes Flt Protected Flt Permitted Peak -hour factor, PHF u.r( RTOR Reduction (vph) Confl, Peds. (#/hr) nit _ Turn Type a ctdP%es Permitted Phases tctaten4)1; Effective Green, g (s) Clearance Time (s) rant rp v/s Ratio Prot s °att[?er vlc Ratio Progression Factor hG rid Delay (s) 9 e ApproachDelay (s) HCM Volume to Capacity ratio Ago* of Lei th (e Intersection Capacity Utilization at.-1to c Critical Lane Group . .. ......... ......... 1900 1900 1900 1900 1900 1900 1 1,00 01.001.00 1.00 1.00 0,99 1.00 0.95 1.00 R� 0.99 1.00 0.45 1.00 0.95 0.95 0.95 0.95 0,95 0.95 n n n 0 0 ................. ___....... ... 17.0 138,0 138.0 138.0 ....___ _........ 0.32 c0.73 0.38 0.02 0.88 1.00 0.09 0.33 T 4.1 0.2 6.2 4.1 ICU Level of Service 3/29/2012 2034 AM Build Option 3 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy Lane Configurations urn Ideal Flow (vphpl) 1k tal ast t '' . Lane Util. Factor ce% Flpb, ped/bikes rts., Flt Protected Flt Permitted d�av(pelA Peak -hour factor, PHF RTOR Reduction (vph) Confl. Peds. (#/hr) V101-_41 Parking (#/hr) Protected Phases tot-, fft2 1Ph Actuated Green, G (s Actuated g/C Ratio Vehicle Extension (s) tart, v/s Ratio Prot v/c Ratio Progression Factor i1c rieital[&la Delay (s) teeiI Approach Delay (s) 3/29/2012 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 *1,00 *1,00 1.00 1.00 1.00 1.00 0.92 1.00 1.00 1.00 1,00,..1.00 1.001.00 0,95 100 0.95 0.75 1.00 1.00 1.00 0 1.0 1.00 1.00 0.95 0.75 1.00 1.00 y___ .... 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 27 130 50 18.0 40.0 63.2 63.2 16.0 16.0 2.5 2.5 2.5 2.0 2.0 a .. 0.18 c0.46 0.31 0.10 1.19 0.55 0.92 0.61 0.80 0.94 1.00 1.00 0.64 0.62 1.00 1.00 172.6 39.0 27.3 15.9 79.4 99.4 102.5 23.6 90.7 HCM Volume to Capacity ratio 0,97 Intersection Capacity Utilization Army %rI(m c Critical Lane Group �?U:�tp�a::C.4�Y0CX1� 3 23 18.0 81.2 ,.n_ ..., � ..�,....._ 0.14 0.65 2.5 .v°5 - -3y995 0.09 0.28 0.66 0.43 1.00 1.00 63.1 12.0 26.6 81.6% ICU Level of Service D 2034 PM Build Option 3 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Parking Garage & Mc Farlane paw Lane Configurations _('gip.}. Ideal Flow, (vphpl) To, f their ().: Lane Util. Factor lrx p°( Flpb, ped/bikes Fit Protected t ^ 1ad� Fit Permitted tatla1(pF Peak -hour factor, PHF RTOR Reduction (vph if 4.i9.m_.... Confl. Peds. (#/hr) Turn Type Permitted Phases iat r! Effective Green, g fOr Clearance Time (s) v/s Ratio Prot ratio v/c Ratio UI1tfOC Progression Factor irf�errt�t1 Delay (s) lei I 1900 1900 1900 1900 1900 1900 1.00 1.00 0.98 0.98 1.00 1,00 1 1.00 1.00 1.00 I fQ0 ,m = T 0D 1.00 1.00 1 0u :0 0.95 1.00 0.15 1.00 0.95 0.95 0.95 0.95 0.95 0.95 24 24 17 10 0.07 1.00 46.8 Approach Delay (s) 46.8 priflr. HCM Volume to Capacity ratio dilate - .. e t: eh9:. _(s of Intersection Capacity Utilization c Critical Lane Group 3/29/2012 97.0 5.0 c0.69 0.89 1.00 A.t 20.2 20.2 97.0 97.0 5.0 5.0 0.40 0.10 0,52 0.64 0.79 3.0 5.5 2034 PM Build Option 3 Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Avenue & Main Hwy k. Lane Configurations vphpl) Ideal Flow Lane Util. Factor rfl5eolkl Flpb, ped/bikes Flt Protected Flt Permitted af;.lof Peak -hour factor, PHF RTOR Reduction Lit tap. Conti. Peds. (#/hr) 404 Parking (#/hr) T�r_r Protected Phases ptr(ttd-I Actuated Green, G .eiv1 Actuated g/C Ratio Vehicle Extension (s) ��eaG vls Ratio Prot v/c Ratio Progression Factor 144 Yi' Delay (s) Approach Delay (s) of 'eracie`ctr HCM Volume to Capacity ratio Gelj Lett,. Intersection Capacity Utilization c Critical Lane Group 3/29/2012 t 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 _.. s �,r 1.00 1.00 1.00 1.00 *1,00 *1,00 , 0.69 1.00 1.00 1.00 0.95 1.00 0.95 1.00 �e- 1.00 1.00 0.95 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 0.95 0.95 0,95 0.95 0.95 0..95 0.95 0,95 0,95 0.95 0.95 108 123 32,2 54.2 43.0 43.0 17.0 17.0 0.27 0.41 0.36 0.36 2,5 2.5 2,5 2.0 2.0 0.12 c0.35 0.17 0.55 0.30 0.97 0.46 1.00 1.00 0.75 0.69 44.1 24,8 53.1 22.4 43.6 0.10 0.69 0.91 ;5. 1.00 1.00 64.4 88.6 78,9 23 32.2 75.2 2.5 0.12 0.32 0,45 0.52 1.00 1.00 40,1 14.4 2034 Saturday Build Option 3 Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis 4: Mc Farlane & Parking Garage Lane Configurations Ideal Flow (vphpl) Lane Util. Factor Flpb,ped/bikes Flt Protected Flt Permitted ate Peak -hour factor, PHF lio' RTOR Reduction (vph) Ott c ig 15)_. Confl. Peds. (#/hr) Turn Type grad Permitted Phases Effective Green, g cttafd fat Clearance Time (s) vlc Ratio Progression Factor tieererrl Delay (s) Approach Delay (s) Witt 1900 1900 1900 1900 1900 1900 HCM Volume to Capacity ratio u t (cle. e Intersection Capacity Utilization c Critical Lane Group 1.00 1.00 1.00 1.00 ...... _..... 1.00 1.00 1.00 1,00 0.95 1.00 y 1.00 0.99VW 0.25 1.00 1.00 0.99 0.95 0.95 0,95 0.95 0.95 0.95 y .. 22u ._ 13 25 25 Perm 3/29/2012 87.0 87.0 87.0 23.0 5.0 5.0 5.0 5.0 0.09 0.58 0.72 0.23 0.36 1.00 1.5 4.4 13,3 .,.E 4.3 13.3 2034 Saturday Build Option 3 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations, fi e (vp :x x Lane Group Flow (vph) Protected Phases WOW Detector Phase Total Split (s)a 6C Yellow Time (s) lieCrC(s Lost Time Adjust Lead/Lag Recall Mode Control Delay Total Delay Queue Length 95th (ft) Turn Bay Length (ft) Starvation Cap Reductn Storage Cap Reductn Re U toe e Actuated Cycle Length: 165 11e 1: (6° Natural Cycle: 120 Volume exceeds capacity,ueue is theoretical) infinite. .,.......,. _ -..ram � # 95th percentile volume exceeds capacity, queue may be Jonger. QtretT siw�a is iaXisiUt air tv�fes - y ; 251 262 255 295 452 194 745 ..r� 1...3...,_ 13...„.;.; ..._2 7.0 7.0 10,0 10.0 7.0 7.0 30,0 85.0 58,0 58.0 55.0 55.0...0 30.0 ~�y 88.0 22.0 4.0 4.0 4.0 4,0 4.0 4.0 4• 0.0 0.0 0.0 Max 0.0 0.0 0.0 0.0 Lag Lag Lead Lead La gLead 63.9 23,9 45.2 45,8 56.4 69.9 68.4 49,7 Splits and Phases: 3: Grand Avenue & Main Hwy 2 None 03 '317.1 3/29/2012 2034 AM Build Option 3 Synchro 7 - Report Page 1 Timings 4: Parking Garage & McFarlane ,, N Lane Configurations i 1u ea .01 Lane Group Flow (vph tYie. Protected Phases irtittl:esi Detector Phase Minimum Initial (s) 111mupltf .(J Total Split (s) Yellow Time t 518 15 1188 8.0 20.0 20.0 20.0 22.0 143.0 143.0 143.0 3�°ld__g6°1a 1- 7sa s) - - 4.0 -4.0 t...... 4.0 Lost Time Adjust (s) tatit t:striw= Lead/Lag 544 Recall Mode Control Delay Total Delay Queue Length 95th (ft) Turn Bay Length (ft), Starvation Cap Reductn Storage Cap Reductn yTe►Ot Actuated Cycle Length: 165 4 P9%a}11E Natural Cycle: 90 Otl yi m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: Parking Garage & McFarlane 0.0 0.0 0.0 0.0 Max Max Max Max 35.4 4.1 0.2 6.9 tt0 0 35.4 4.1 0.2 19.6 21 148 m0 m290 3/29/2012 2034 AM Build Option 3 Synchro 7 - Report Page 2 Timings 3: Grand Avenue & Main Hwy Lane Configurations Lane Group Flow (vph) -:- . Protected Phases Detector Phase 6 Minimum Initial (s) iliiurglit( Total Split (s) I nt Slit°I) Yellow Time (s) e`r Lost Time Adjust € ►I o i Lead/Lag Recall Mode / tlo-T Control Dela 0"0u, Total Delay ODE kW Queue Length 95th (ft) r rl 1iil C Turn Bay Length (ft) Starvation Cap Reductn ib ciC p d to Storage Cap Reductn ,gyp 283 312 792 217 171 427 dj 3 23 3 1 3,..Tr$ fl, 7.0 7.0 7,0 10.0 10.0 7.0 7.0 D . T 23.0 48.0 55.0 55.0 25.0 25.0 23.0 78.0 22.0 n �, IK brad sn n i p °fr$4°iq 4(Lo=�kU/b LUU/at�iu`"<r.0 .., 4.0 4.0 4.0 4.0 4.0 4.0 4.0 s) 0.0 0.0 0 Lead Lead Lead Lag Lag Lead ag Ys :Yes Max Max Max C-Max C-Max Max None Actuated Cycle Length: 125 14114.10 S air Natural Cycle: 120 C 16 Yt ct f ao dll ) . Volume exceeds capacity, ueue is theoretically infinite. ; eMs64fib pia rm�ftt # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Grand Avenue & Main Hwy 164.9 37.4 52.3 18.5 64.5 72.2 63.8 8._ #454 295 m#916 m284 #209 #294 210 143 2034 PM Build Option 3 3/29/2012 Synchro 7 - Report Page 1 Timings 4: Parking Garage & Mc Farlane Lane Configurations AILI i (u h)" : "" Lane Group Flow (vph Protected Phases Detector Phase fhs° Minimum Initial (s) Total Split (s) Yellow Time (s) Lost Time Adjust (s Lead/Lag Recall Mode Control Dela Total Delay Queue Length 95th (ft) tellfikf jstt} Turn Bay Length (ft) Starvation Cap Reductn ail Storage Cap Reductn Actuated Cycle fft,. 4 Natural Cycle: 110 # 95th percentile volume exceeds capacity, queue may be longer. u" e s 001 i is ffe faro yc( ss- m Volume for 95th percentile queue is metered by upstream signal. 35 1121 22 656 2.0 20.0 20.0 20.0 23.0 102.0 102.0 102.0 4.0 4.0 4.0 4.0 0.Orax 0 .0 0.0 Max Max Max Max 25.0 21.6 3.1 5.7 xh .;, �q 25.0 39.0 3.1 6.2 39 #1009 m5 328 96 3/29/2012 2034 PM Build Option 3 Synchro 7 - Report Page 2 Timings 4: Parking Garage & Mc Farlane Splits and Phases: "4 o2 06 4: Parking Garage & Mc Farlane ir 09 3/29/2012 2034 PM Build Option 3 Synchro 7 - Report Page 3 Timings 3: Grand Avenue & Main Hwy Lane Configurations Lane Group Flow (vph Jay Protected Phases 10,446 Detector Phase 3/29/2012 214 597 268 158 233 185 496. 1...3,......; 2 ?.... . 13 2 2 �� (, o •. � . - � -� ri" �„ u - ,;.. > �=:.i�.&..=.-a>,..... ��..:. ..:=..-.✓sue �;�.",.-".�.�„-....�c. .,-a.a... �...- .. 7.0 Minimum Initials 7,0 7.0 0 0 1 0 7 7.0 ( ) o Mimi Total Split (s Yellow Time (s 91,4 Lost Time Adjust (s) Lead/Lag Recall Mode Control Delay Total Delay .i.....j.�y. u�tre Seri fh-1 Queue Length 95th (ft) [tit tiar fDit (f A. : Turn Bay Length (ft) s ° 4:1Y101 Starvation Cap Reductn Storage Cap Reductn Actuated Cycle Length: 120 e Natural Cycle:110 24,0 50.0 48.0 48,0 26.0 26,0 24.0 72,0 22,0 4,0 4.0 4,0 4.0 4,0 4.0 0,0 0.0 0.0 Lag Lag Lag ... Leach Lead Lag Lead Max Max Max C-Max C-Max Max 47.6 22.4 54.7 22.8 55.9 66.3 44.4 10.5 47.6 22,4 54.7 22.8 55.9 66,3 44.4 10,5 #279 184 #685 m182 188 #296 #251 185 200 180 399 # 95th percentile volume exceeds capacity, queue may be longer. "u h f?t 4 t ur` 4. r w; y e m Volume for 95th percentile queue is metered by upstream signal. 3: Grand Avenue & Main Hwy 11111111 2034 Saturday Build Option 3 Synchro 7 - Report Page 1 Timings 4: Mc Farlane & Parking Garage Lane Configurations VoImp: Lane Group Flow (v Protected Phases mitt a s Detector Phase Minimum Initial (s) Total Splits) Yellow Time (s) Lost Time Adjust (s) Lead/Lag La=9=?p Recall Mode Control Delay Gt ugey Total Delay Queue Length 95th (ft) µuei n arias Turn Bay Length (ft) tP11 Starvation Cap Reductn Sllbk :dp)ed:ctiji Storage Cap Reductn Rdud Sri ti Actuated Cycle Length:120 sef (/ Natural Cycle:115 �antl m Volume for 95th percentile queue is metered by upstream signal. 44 *' 20.0 20.0 20.0 2.0 _ 92.0 92.0 92.0 28.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 Max Max Max Max 1.6 4.6 13,9 21.3 _y 1.6 4.8 14.3 21.3 m0 13 486 29 96 Splits and Phases: 4: Mc Farlane & Parking Garage 3/29/2012 2034 Saturday Build Option 3 Synchro 7 - Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations gtitrlit (ref Sign Control Peak Hour Factor I`ou.��flo� Pedestrians OIL x. Walking Speed (ft/s) 'kr00.0 Right turn flare (veh Median storage veh) iNtithiltaf ( T pX, platoon unblocked vC1, stage 1 confvol C2 1 2 ; pn ua vCu, unblocked vol tC, 2 stage (s) 0 queue free % Volume Left cSH aty Queue Length 95th (ft) only(. Lane LOS Approach LOS Average Delay Analysis Period t 4, 7 i 2 1:11' t Stop Free Free 0.95 0.95 0.95 0.95 0.95 0.95 19 20 20 4.0 4.0 4.0 1236 351 642 78 24 0 0 u u 193 917 1700 1700 1700 1700 s 68 2 0 0 0 0 (min) 15 3/29/2012 2034 AM Build Option 3 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations_ Agapitozlir: Volume (yEri), _ Hourly flow rate (vph) Volume Total (vph), VatifflaWMPtr: „ Volume Right (vph) l! Departure Headway (s) 6,3 uflznX71,10;k Capacity (veh/h) 561 680 D.§§11414it.:AL Approach Delay (s) 20.6 P,Ofto:0141:Fil 1 t1LT 412 53 46 538 tarMil 10: HCM Level of Service )1)"0461fIizattt--774 Analysis Period (min) lilt: 4., .4. 241 241 5.6 6.4 149 t -*";:k" 3/29/2012 XI IT if „rf 4q: t It rt9 -3-"4 530 11.6 -•, it 4 15 - *V % kt *T. t4,IL -1:‘:11-11-17 -11 - 2034 AM Build Option 3 Synchro 7 - Report Page 4 Peak Hour Factor Pedestrians ?e w�. th t). Walking Speed ft/s) Per=Bffikaq Right turn flare (veh ge1Mnt - Median storage veh) W.-. pX, platoon unblocked carctit vo(l vC1, stage 1 conf vol vC; stye vCu, unblocked vol HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Sign Control Son ee �•,.-.. Fre 0.95 0.95 0.95 0.95 0.95 0.95 15 15 19 4,0 4,0 4.0 363 801 316 ...._........_.. tC, 2 stage (s) p0 queue free % 100 84 T. Volume Left V m igi cSH —Idtiicor Queue Length 95th (ft) Lane LOS A "prc b Approach LOS Average Delay Analysis Period 1700 1700 1700 705 B 3/29/2012 2034 AM Build Option 3 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy 114 Lane Configurations W Sign Control ,S� g. top Free Free 0.95 0.95 0,95 0,95 0.95 0,95 . .. __ ........ Peak Hour Factor p flo Pedestrians Walking Speed (ft/s) P re n [0 _n... Rightturnflare (veh jcfi1tY Median storage veh am pst ni (l pX, platoon unblocked i( 4flt6 i vC1, stage 1 conf vol Uc2te vCu, unblocked vol tC, 2 stage (s) 64 4.0 4.0 4,0 1447 1014 1008 0 queue free % 98 97 98 ...,c,..... Volume Left iolui .,. ,,.. cSH a[i Queue Length 95th (ft Lane LOS #pp ach j Approach LOS 50, Average Delay Analysis Period 3/29/2012 217 1700 654 1700 2034 AM Build Option 3 Synchro 7 - Report Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr 4\ t i45/415: v5„IgNif Lane Configurations Viii0R/6thr 4 ;a ft oK az-kg_ Ix -11„ Sign Control Stop — Free Free 0 4: 6111=- 455 $1- Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 airitiktPfbaltaak. te a•„„ • Pedestrians 10 Lif*Mital rii191 a: • Walking Speed (ft/s) 4.0 RiKirtatAgC"-- ft"-t Right turn flare (veh 0(460,41, Median storage veh) POilk,464-61114155-- pX, platoon unblocked 01601M067' vC1, stage 1 conf vol vCu, unblocked vol Ira tC, 2 stage (s) tret1it-, 5415 p0 queue free % 0 93 ::#1.14N: .:55411557 71115-545 5 5; 4 , Volume Left _ VPItraditli cSH 961001 Queue Lengthft 95th ( ,) to1froaeL Lane LOS PrrAghatOIC§EaA Approach LOS ii..t1fl..a, 1655 688 1292 iirx-ivt-ott - Average pelay, Inrsptih ,pjtyCirgati-01: Analysis Period (min), ',11511 89 1497,4. '-aa= 381 = ' 44 ,aba. , 523 1700 1700 1700 1700 07 ""515§klifil 5 ita; 0 0 0 .11.7 - — Eir teilivh, 5f15-'"„ 37 37 4.0 4.0 51": N1-145 -‘54-45 41' -511515 0.95 151 3/29/2012 ' 11 IF:15' 55 45 -154 '72 'Cf-air afitt-li 'Cr 11 5'1151,45415.4151-51141/554 54" TA 4?"11452. a 14151-11115 rtX55ft52555 via,..aa-tftvaavt tii.av "5-44; aV tagratta tatal -Jft. aRttV Vaval:m attaVaa va-tr aatt trittitilittt-3,11 :1;"" attat -114,55 755 "Ji"" ""fa• '11 *Cat 1 45,8 15 5455 j$55A, 3, 4a Tat e sr- V: --09 1,11 15 454 ! „ a, al 4,0 atV a aaa 'a Tat Ott statt . V Vt M'Vta tkt-Attit 2034 PM Build Option 3 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations DtgotwrEvilef Volume (vph) 1,;,4$010,0:„ Hourly flow rate (vph) Volume Total(vpn. VitatMONE" Volume Right (yph),_ Departure Headway (s) VetgQtjadagl Capacity (veh/h) Alt4001.1 Approach Delay (s Aroh HCM Level of Service iiirtakO4a4rUtitzaAnalysis Period Period (min) 15 r...4. k -7egg, 262 65 Ot0 t _ 40,6,5.A 6.7 5.5 5.9 5.2 6.1 613 578 663 565 1--;. 11.0 12.7 325 218 152:: 325 0 IMer* erTbe 3/29/2012 4,14,4 4,44-_,4",--ri -4, 2034 PM Build Option 3 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Virginia St Lane Configurations Sign Control Peak Hour Factor H u _fC4 rat Pedestrians Walking,Speed er ei ogig- - Right turn flare (veh Median storage veh pX, platoon unblocked vC1, stage 1 conf vol 2taK of . vCu, unblocked vol tC, 2 stage Volume Left cSH Vs) 1.,1:- Queue Length 95th (ft) Lane LOS Approach LOS 3/29/2012 \ Free Free Stop 0.95 0,95 0.95 0.95 0.95 0,95 11 11 19 4.0 4.0 4.0 ..... ___.......... 525 853 517 1700 1700 1700 545 2034 PM Build Option 3 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Sign Control Peak Hour Factor Iourljf w r' Pedestrians ie PO* Walking Speed (ft/s) iec'ritBI k g: Right turn flare M6rn'ti Median storage veh :UFe[grr:.(- pX, platoon unblocked 144 vC1, stage 1 confvol t� 2 et u, unblocked vol tC, 2 stage p0 queue free % v Volume Left VegY cSH V fine Queue Len * ol" Lane LOS th 95th (ft) Approach LOS Average Delay Analysis Period Stop Free 0,95 0.95 0.95 0.95 0.95 0.95 57 .y _ ..... 4.0 1717 659 663 94 100 100 885 1700 0.2 i�yft I atii f . ; t mini15 3/29/2012 2034 PM Build Option 3 Synchro 7 - Report ,Page 9 HCM Unsignalized Intersection Capacity Analysis 9: Mary St & S.Bayshore Dr Lane Configurations Vef(e, age Sign Control Grp;- Peak Hour Factor lqy flra=(v! Pedestrians Walking Speed (ft/s) ?rcci 31oa Right turn flare ett Median storage veh pX, platoon unblocked lien vC1, stage 1 conf vol vCu, unblocked vol 10)r tC, 2 stage (s) t p0 queue free % Volume Left VoiU 6 R cSH tole Queue Length 95th (ft) Lane LOS Aptch Approach LOS Average Delay first ; eia rf- Analysis Period Free Free 0.95 0.95 0.95 0.95 0.95 0.95 15 16 16 4.0 4.0 4.0 1365 502 957 26 96 92 93 55 0 146 699 1700 1700 1700 1700 123 6 0 0 0 0 6.0 3/29/2012 2034 Saturday Build Option 3 Synchro 7 - Report Page 3 HCM Unsignalized Intersection Capacity Analysis 12: Grand Avenue & Mary St Lane Configurations allletat Volume (vph) puiTor Hourly flow rate (vph) 251 Volume Total (yph)251 le.61-6,0C79Orti 1-415,11: Volume Right (vph) 0 811! I =I Departure Headway (s),,, AteetibtIVAI Capacity (y0/h) 6/Ott 54 Approach Delay(s) Aroh1Ot '.- HCM Level of Service th: saCk Liuga af , , - Analysis Period (min) 15 tr ke JT, WL =„4„ 6.k, r-tittaf' la_ 1 Vi-.1„ 69 51 181 85 65 "“' 73 73 54 191 89 68 54 191 -110 73 0 191 03 4,9 5.7 5.0 5.7 4-4.- 4# 698 596 683 600 JIILL 8.4 10.6 158 art 0 = OIS te3/4 114. 41.42, At-44' 3/29/2012 ' '34-i4TA 2034 Saturday Build Option 3 Synchro 7 - Report Page 4 HCM Unsignalized Intersection Capacity Analysis 23: Grand Avenue & Viriginia At Aik.. 11, Lane Configurations 4-410/611,1, f.xt- 3 3 Sign Control Free Free Stop 3/29/2012 41 „„,,f144 4,444, w 1--.4 4. „... rOoli!xx3itil 31-43 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 HigilitidiNitti VIA 1. in. ill507111.0 litt 3: 1)1 111-Qr I3 Hll 1.3 Pedestrians 33 33 36 iffkittH Ix it.111.40:11/1411' 3131413311_ '1 LI int till Lit Walking Speed (ft/s) 111 11 "-,rfl*-1• k xt s! aA 41: 4.0 66411P0174641 1414 tit3t-t- ittg x , Right turn flare (veh) kitilittillitt; 11: .01 Median storage veh) Pala g ft1i i 4ttt pX, platoon unblocked , XIT vC1, stage 1 conf vol „ V-0.-Xt#4006".;tttt-t vCu, unblocked vol 434 W6IME LT It -I1tit31-14 tC, 2 stage (s) „Ii=1 -11-1Z-- "It; Ittt pOlueue free °/0 100 PPilit401T toe4 -444 w if XXI _ -At kv, Volume Left /iueNh cSH jWo -X-k Queue Length 95th (ft) xintOetal(-Srti WW1 Avvr„. Lane LOS -0120,41It):01:- Approach LOS 4.0 4.0 'VVV,V it, X ilt,1-„g1414,391. 0 0 0 . 1700 1700 1700 594 „11X lix! , X1: 0 0 27 tt 0 „ 14 785 :W.A. 14 100 4141 ftftf--flft f kttftifftit 0tt41.. xtr, 427 444 VA- v.- A 1:44-411-ftt Tiftftftt-ft „Verv.14 -t# f 444;4 -1--4` V 11-Aritif. tr":-N141111121111111,-,I II:11 I it 3,11-- I 73 1011.1( tvit f rva ft_ 1: V -1,- rr„ — Average Average Delay _ 2.3 licfaeittigh- Ni4yltlif2iffoW -x 4- -4, 4 - :, „ --, 11i ,,,,.-i, ttriEl- x.., : re Analysis Period (min) ,.f 1,4 14 •••,„• 41- "" r A X - -A AiA-Ai v-Vv- 15 4 A tXxX tx--tt41 4, .. ,V,VVVVV V;`.. 14 1,• t ftd.- • v -V t fit --xtitttt, )-ttitx eL 444414441.44 „ 4 3xt ifil,r‘t, ',III _Ix, tD 14 Ott 2034 Saturday Build Option 3 Synchro 7 - Report Page 8 HCM Unsignalized Intersection Capacity Analysis 26: School Entrance & Main Hwy Lane Configurations Yam (ve l Sign Control Peak Hour Factor Pedestrians L , fd%(ftr Walking Speed (ftls) }[ o' Right turn flare (veh) d it_ s Median storage veh pX, platoon unblocked uCtconcft ur vC1, stage 1 conf vol vCu, unblocked vol tC, 2 stage (s) Volume Left al'ane= ig cSH of�te"aty Queue Length 95th (ft) Lane LOS a Approach LOS Average Delay of 4flpi ataCt Analysis Period (min Stop Free Free 0,95 0.95 0.95 0.95 0.95 0.95 3, 37 ....v....._tt, 2 3 23 1,1 o r 4,0 4.0 4.0 1539 725 710 209 1700 864 1700 15 _...., 3/29/2012 2034 Saturday Build Option 3 Synchro 7 - Report Page 9