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HomeMy WebLinkAboutTraffic Impact StudyELECTRA NE 36th Street & NE Miami Court Ptivir $0,44! • !ttilski • Class II Traffic Impact Study By: Submitted Into the public record in connection with item PZ• 3f on .13-c c, Priscilla A. Thompson City Clerk RICHARD GARC;IA Sc .ASSOCIATES, INC. November 14, 2005 05- O/ 56 Electra Condominium Traffic Impact Study ENGINEER'S CERTIFICATION I, Richard Garcia, P.E. # 54886, certify that I currently hold an active Professional Engineers License in the State of Florida and am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. In addition, the firm Richard Garda & Associates, Inc. holds a Certificate of Authorization # 9592 in the State of Florida. I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61 G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. PROJECT DESCRIPTION: Electra Condominium Traffic Impact Study PROJECT LOCATION: NE 36th Street & NE Miami Court City of Miami, Florida Submitted Into the public record in connection with item ?Z.31 on ea.}3-0m Priscilla A. Thompson City Clerk Florida Registration No, 54886 Date RICHARD GARCIA & ASSOCIATES, INC. i Electra Condominium Traffic Impact Study TABLE OF CONTENTS ENGINEER'S CERTIFICATION EXECUTIVE SUMMARY IV 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION / LOCATION 3 3.0 TRIP GENERATION 6 4.0 TRAFFIC DISTRIBUTION 7 5.0 TRAFFIC ASSIGNMENT 8 6.0 TRAFFIC COUNTS 9 7.0 EXISTING CONDITIONS 11 8.0 INTERSECTION LEVEL OF SERVICE ANALYSIS 13 9.0 RECOMMENDATION 14 Submitted Into the public record in connection with item P2.31 on a•12•3,0(e Priscilla A. Thompson City Clerk �.J RICHARD GARCIA & ASSOCIATES, INC. ii Electra Condominium Traffic Impact Study LIST OF FIGURES Figure 1: Location Map 4 Figure 2: Site Plan 5 Figure 3: Existing TMC's 10 Figure 4: Existing Lane Geometry 12 LIST OF TABLES Table 1: Intersection Level of Service Summary v Table 2: PM Trip Generation Summary 6 Table 3: Cardinal Distribution 7 Table 4: PM Peak Hour Site Traffic 8 Table 5: Intersection LOS 13 APPENDICES Appendix A: Trip Generation Appendix B: Trip Distribution Appendix C: Traffic Counts (TMC's) Appendix D: Intersection Analysis KaRICHARD GARCIA & ASSOCIATES, INC. Submitted Into the public record in connection ; ith item p2__ 31 on P Priscilla A. Thompson City Clerk Electra Condominium Traffic Impact Study Executive Summary The proposed subject development is a High-rise Condominium Building with 147 dwelling units and 12,030 square feet of Specialty Retail. The existing use is a vacant lot. Therefore, it was not analyzed. The Trip Generation calculations of this project reveal there will be 88 net vehicles per hour (vph) in the PM peak hour. Of the 88 vehicle trips, 50 vph (55 %) are entering while 39 (45 %) vph are exiting. The subject project is located in TAZ 500 and has had the proposed site traffic assigned to the surrounding roadway using the MUATS Cardinal distribution. Intersection traffic counts were collected, averaged and adjusted for seasonal variations and used in the intersection analyses. This analysis was performed for the existing condition, and for the proposed future condition comprising of the background growth, committed development and the project traffic. The results indicated the intersections will remain at there existing Levels of Service. The intersection analyses revealed the following results: Submitted Into the public record in connecti n w'th item 1'7.3 \ On a ra u e Priscilla A. Tho pson City Clerk RClla, RICHARD GARCIA & ASSOCIATES, INC. iv Electra Condominium Traffic Impact Study Table 1: Intersection Level of Service Summary �;�'�` k A.`�•`r:-u��t�' 's` ��, �'� �'�''�y�f`zi,� � s r�.��`' Yr'z"�� �� �i„"."r t'��, $ v�,.S',�t Intersection Existing Proposed Delay LOS Delay LOS N. Miami Ave 8 36 St. N. Miami Ave 8 38 St Off -ramp N. Miami Ave 8 38 St On -ramp N. Miami Ave 8 46 St. NE 36 St 8 NE Miami Ct** 25.7 C 29.7 C 36.3 D 28.4* C* 14.7 B 17.4 B 6.7 A 6.7 A 18.5 C 24.7 C Note: ' Although delay went down the v/c went up due to the additional traffic. ** LOS for the critical movement (i.e. SB Approach). Additionally, the intersections analyzed will have only some minimal delay increase most of which is due to the background and committed development traffic. The existing operating condition may not be representative of the peak 15-minute condition due to the close proximity of the signals at Interstate 1-195. However, the Florida Department of Transportation (FDOT) is aware of this condition and is working toward making improvements. Furthermore, these conditions are neither caused by nor aggravated by the subject development. In summary, this project does not pose a negative impact as sufficient roadway capacity exists to support this development. Submitted Into the public record in connecti+n ith item ?Z .31 on o c. Priscilla A. Thompson City Clerk RICHARD GARCIA & ASSOCIATES, INC. v Electra Condominium Traffic Impact Study 1.0 Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed development of the site located at the northeast corner of NE 36th Street and North Miami Avenue. The subject project lies between North Miami Avenue and NE Miami Court in the City of Miami, Florida. The traffic impacts to the nearby intersections that was most affected by this development were evaluated. Additionally, the intersections around the Interstate 1-195 as well as the intersection of North Miami Avenue and NE 46th Street were analyzed. These intersection analyses were performed for the existing and proposed conditions during the PM Peak Hours. This report follows the methodologies adopted by the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic Impact Studies Manual. Lastly, this report has evaluated the following: • Trip Generation • Traffic Distribution • Traffic Assignment • Traffic Counts • Existing intersection LOS • Proposed Intersection LOS • Recommendations Submitted Into the public record in connecti ith item 171•31 on a .y3 bb Priscilla A. Tho pson City Clerk KaRICHARD GARCIA & ASSOCIATES, INC. 1 Electra Condominium Traffic Impact Study 2.0 Project Description / Location The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed development. The existing use is a vacant lot; therefore, it was not analyzed. This proposed land use are as follows: • Land Use 232: High-rise Residential Condominium 147 DU (dwelling units) • Land Use 814: Specialty Retail with 12,030 square feet. Site access is provided via two driveways on NE Miami Court. Figure 1 depicts the site's location map while Figure 2 is a site plan. Submitted Into the public record in connect' n 'th item P2.31 on 3 a3 Du, Priscilla A. Thompson City Clerk RICHARD GARCIA & ASSOCIATES, INC. 3 Electra Condominium Traffic Impact Study Figure 1: Location Map * Submitted Into the public record in connecti f ith item ?i - 31 on } a3 b 6 Priscilla A. Thompson City Clerk KaRICHARD GARCIA & ASSOCIATES, INC. 4 Electra Condominium Traffic Impact Study Figure 2: Site Plan u. 4( 2 Submitted Into the public record in connecti n ith item F2.31 on ,9 Priscilla A. Thompson City Clerk (A Y 3,,ain4- 44-441-110 7,- it 4 _- 4 --"-fPal0 ifl II grww 41111:11 44111;44 P ..saw. 55m-'5SSUAg 1214-7-eALINPA linti:glAlgraintiMPe i liming" spisirk---- OP. 4AI . e a ..-1q§sr!' 1 gl'qq"*IP .?-2''''' -,- --•• - I' Jr• - ren...g KaRICHARD GARCIA & ASSOCIATES, INC. PIT J33tILS 419C 3N 5 Electra Condominium 3.0 Trip Generation The trip generation characteristic for the subject project was obtained from ITE's Trip Generation Manual, 7th Ed. ITE's Land Use 232: Highrise Residential Condominium and Land Use 814: Specialty Retail were used to determine the trip generation rates for the proposed development. Traffic Impact Study The Trip Generation calculations results of the proposed development are summarized below. The ITE rates and percentages for PM Peak Hour Trips are included in Appendix A. Table 2 below summarizes the greatest traffic impact associated with the subject development during this peak period. It is important to note that no internal capture was used in order to perform a conservative analysis. Table 2: PM Trip Generation Summary Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS IN OUT TOTAL Trips Trips TRIPS High-rise Residential Condo 147 DU 232 35 21 56 Specialty Retail 12,030 SF 814 14 18 33 Proposed Vehicle Trips 50 39 88 Submitted Into the public record in connecti+n ith item ? 2 • 31 on a 23 b Priscilla A. Thompson City Clerk KA, RICHARD GARCIA & ASSOCIATES, INC. 6 Electra Condominium Traffic Impact Study 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 500 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in Appendix B. The corresponding traffic distribution being assigned to the following directions are outlined in Table 3. The Corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the year 2005 Cost Affordable Plan. Table 3: Cardinal Distribution DIRECTION DISTRIBUTION % 12.68 3.42 5.61 14.58 15.89 24.01 11.67 12.14 100.00 Submitted Into the public record in connecti• n ith item ?2.31 on a- s3 ae Priscilla A. Thompson City Clerk KaRICHARD GARCIA & ASSOCIATES INC. 7 Electra Condominium Traffic Impact Study 5.0 Traffic Assignment The PM peak hour trips from Table 1 have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, these peak hours represents the worse case. Table 4 was developed to depict PM Peak Hour Assignments. Table 4: PM Peak Hour Site Traffic Assignment: IN OUT Total North 6+6=12 5+5=10 22 East 2+3=5 1+2=3 8 South 7+8=15 6+6=12 27 West 12+6=18 9+5=14 32 TOTAL 89 Note: Some rounding exists. Submitted Into the public record in connects n ith item PZ• 3\ on a a3 iota Priscilla A. Thompson City Clerk Ka, RICHARD GARCIA & ASSOCIATES INC. 8 Electra Condominium Traffic Impact Study 6.0 Traffic Counts Manual Turning Movement Counts (TMC) were taken at the nearby intersections of North Miami Avenue and NE 36th Street and two other intersections as follows: ■ N. Miami Avenue & 1-195 Ramps ■ N. Miami Avenue & NE 46th Street Although these intersections would not be the most impacted, they were analyzed to predict if any impact would exist north of the subject site. Figure 3 represent a summary of the existing PM TMC's that have been seasonally adjusted. Submitted Into the public record in connecti n w th item PZ • 31 on y ?.3�06 Priscilla A. Tho pson City Clerk [Pga RICHARD GARCIA & ASSOCIATES, INC. 9 Electra Condominium Traffic Impact Study Figure 3: Existing TMC's NE48St z �-9 E--12 5 z D i‘ NE 46 St KnA RICHARD GARCIA & ASSOCIATES, INC. �t Submitted Into the public record in connecti n with item pZ.31 on a b Priscilla A. Tho pson City Clerk 10 Electra Condominium Traffic Impact Study 7.0 Existing Conditions Geometry: N. Miami Avenue North Miami Avenue is a four -lane divided Non -State Road. It provides connectivity in the north -south direction and has auxiliary left turn lanes at most major intersections. On street parking is not allowed but bus stops do exists. Geometry: NE 36th Street NE 36th Street is also a 4 lane divided, State Road. As such, it is maintained and operated under the jurisdiction of the FDOT. It provides connectivity in the east -west direction and has auxiliary left turn lanes at most major intersections. On street parking is allowed in some areas but not near the subject site. Geometry: NE Miami Court NE Miami Court is a 2 lane non -divided, non -state local collector. It provides the local access to the subject site and to the property immediately east. Submitted Into the public record in connecti•n 'th item ?Z•31 on a y3 bV Priscilla A. Thompson -., City Clerk RCARICHARD GARCIA & ASSOCIATES, INC. 11 Electra Condominium Existing Lane Geometry The existing approach lanes are depicted in Figure 4 below. Figure 4: Existing Lane Geometry Traffic Impact Study E- NE 48 St E �I E WW 4T NE 48 St MARICHARD GARCIA & ASSOCIATES, INC. Submitted Into the public` record in connection with item PZ 31---on �3 1=-6O Prisci mpson City Clerk 12 Electra Condominium Traffic Impact Study 8.0 Intersection level of Service Analysis Intersection analyses were performed for the seasonally adjusted existing condition and the proposed condition at the stop controlled intersection and the signalized intersection using the Synchro traffic software. The results indicate the LOS are within acceptable guidelines for these types of facilities. Table 8 provides a summary of the results while the Corresponding tab provides the program output. The capacity analysis was done for the Existing (without site traffic) and proposed conditions (with site traffic, background growth, and project traffic) for the PM peak hour at the following intersections: • N. Miami Avenue & NE 36 Street • N. Miami Avenue 8. 1-195 Ramps (On/Off Ramps) (NE 38th Ave) • N. Miami Avenue 8. NE 46 Street Table 5: Intersection LOS �a. „' L -g4` r,,,J ja ..:J ,. _»-«.. Ma ,....,. .. a, ,. iE. .. .. ,.a. ... ., ... "���-1 aik,..��;+6k�.raIIp`�a�'Q��r .t ...����£*4'="��"t'}3 Existing ' >` '�t ^., r...Y.i�'���*..'�t�l,it�i.�1•, Proposed Intersection Delay LOS Delay LOS N. Miami Ave & 36 St. N. Miami Ave 8 38 St N. Miami Ave & 38 St. N. Miami Ave 8 46 St. NE 36 St & NE Miami Cr* 25.7 C 29.7 C 36.3 D 28.4* C* 14.7 B 17.4 B 6.7 A 6.7 A 18.5 C 24.7 C Note: * Although delay went down the v/c went up due to the additional traffic. ** LOS for the critical movement (i.e. SB Approach). actia RICHARD GARCIA & ASSOCIATESr INC. record in connection with item ?2.31 on _- s3 Ito Priscilla A. Tho pson City Clerk 13 Electra Condominium Traffic Impact Study 9.0 Recommendation The results of the analysis contained in this report find that the levels of service thresholds are maintained within the existing Level of Service. That is the intersections will continue to operate at the same level of service as currently exist. Additionally, the intersections analyzed will have only some minimal delay increase and in some cases will have a lower delay as the intersection will increase its efficiency. As such, sufficient roadway capacity exists to support this development. Furthermore, the impacts to the northern intersection of NE 46th Street and Miami Avenue are unchanged despite the conservative analysis. KaRICHARD GARCIA & ASSOCIATES, INC. Submitted Into the public record in connecti . n ith item ?z. \ on a- oco Priscilla A. Tho pson City Clerk 14 Electra Condominium Traffic Impact Study Submitted Into the public' record in connecti n ith item -p?2.AL on,A a3 06 Priscilla A. Tho pson City Clerk Appendix A: Trip Generation KIA RICHARD GARCIA & ASSOCIATES, INC. Appendix TABLE 1 Electra 1 Condominium TRIP GENERATION Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL % Trips % Trips TRIPS High-rise Residential Condo Specialty Retail 147 DU 12,030 SF 232 814 0.38 2.71 63% 44% 35 14 37% 56% 21 18 56 33 Proposed Vehicle Trips 55% 50 45% 39 88 NOTES: From ITE Trip Generation, 7th Edition using the Rates. CD C C 3 o Er -o a 3. N al J 3 O2 ET= \J rf -r1\ C 0'0 W Electra 1 Condominium Summary of Trip Generation Calculation For 147 Dwelling Units of High -Rise Residential Condo / Townhouse November 09, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.18 2.08 1.00 614 7-9 AM Peak Hour Enter 0.06 0.00 1.00 9 7-9 AM Peak Hour Exit 0.28 0.00 1.00 41 7-9 AM Peak Hour Total 0.34 0.59 1.00 50 4-6 PM Peak Hour Enter 0.24 0.00 1.00 35 4-6 PM Peak Hour Exit 0.14 0.00 1.00 21 4-6 PM Peak Hour Total 0.38 0.62 1.00 56 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 9 AM Pk Hr, Generator, Exit 0.28 0.00 1.00 41 AM Pk Hr, Generator, Total 0.34 0.59 1.00 50 PM Pk Hr, Generator, Enter 0.26 0.00 1.00 38 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 18 PM Pk Hr, Generator, Total 0.38 0.62 1.00 56 Saturday 2-Way Volume 4.31 2.11 1.00 634 Saturday Peak Hour Enter 0.15 0.00 1.00 22 Saturday Peak Hour Exit 0.20 0.00 1.00 29 Saturday Peak Hour Total 0.35 0.59 1.00 51 Sunday 2-Way Volume 3.43 1.88 1.00 504 Sunday Peak Hour Enter 0.16 0.00 1.00 24 Sunday Peak Hour Exit 0.14 0.00 1.00 21 Sunday Peak Hour Total 0.30 0.55 1.00 44 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Submitted Into the public record in connecti n with item ?z-. 3 \ on a r3 o b Priscilla A. Thompson City Clerk Electra 1 Condominium Summary of Trip Generation Calculation For 12.030 T.G.L.A. of Specialty Retail Center November 09, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 533 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 14 4-6 PM Peak Hour Exit 1.52 0.00 1.00 18 4-6 PM Peak Hour Total 2.71 1.83 1.00 33 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 39 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 43 AM Pk Hr, Generator, Total 6.84 3.55 1.00 82 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 34 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 27 PM Pk Hr, Generator, Total 5.02 2.31 1.00 60 Saturday 2-Way Volume 42.04 13.97 1.00 506 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 246 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Submitted Into the public - record in connecti n w'th item 1'2.31 on 1 }3 oe Priscilla A. Tho pson City Clerk Electra Condominium Traffic Impact Study Appendix B: Trip Distribution Submitted Into the public record in connecti n with item P 2.31 _on a 2-3 0 b Priscilla A. Tho mason City Clerk KIA RICHARD GARCIA & ASSOCIATES, INC. Appendix Electra 1 Condominium Project Cardinal Distribution (TAZ 500) PM Peak Trips DIRECTION DISTRIBUTION % IN OUT Total 12.68 3.42 5.61 14.58 15.89 24.01 11.67 12.14 6 2 3 7 8 12 6 6 5 1 2 6 6 9 5 5 11 3 5 13 14 21 11 11 100.00 50 39 89 Note: Based on Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report, January 2005. Miami -Dade Interim 2005 Cost Feasible Plan was used as obtained from Miami Dade MPO. Submitted Into the public record in connection wi h item p2.3 l on y �3 0 Priscilla A. Tho pson City Clerk Electra 1 Condominium Project Trip Assignment Assignment: IN OUT Total North 6+6=12 5+5=10 22 East 2+3=5 1+2=3 8 South 7+8=15 6+6=12 27 West 12+6=18 9+5=14 32 TOTAL 89 Electra 1 Condominium Project Trip Assignment 3 18 i 49TH_ .1i/H 47711 47TH 51ST 388°"N 40111 48TH 4TM 45111 49711 48TH 47TH 47111 Traffic Analysis Zones 49 1ST !TTH 28TH 49 44TH 415T 27TH 28TH 45TH........... 43RD _. `2ND 384 45TH 44TH 38TN _30TH j95.. 50TH 50TH 4BT5{ rwD 38TH y 383 44711 50TH 50TH -41 BUTTONWOOD Project Site g Q 7TH 37TH -. O44 49r 111 Nv" y 35TH 34TM 498 315T 23Rp 21ST 30 vm 27 24TH - 23RD 495 y 22ND _ 22ND 500 14 D 27TH 501 24TH 24711 502 23RD 23RD 22ND 32HD 50T 22ND 21ST g 35TH 504 3157 _ 30TH i 30TH 330 Z3TH 2TTH _. 28TH 25TH 2ATH 23t0 k 505 Nr Submitted Into the public record in connecti n w th item ? Z . 3 \ on z 2'3\ o co Priscilla A. Tho pson City Clerk Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report Submitted Into the public record in connection Aith item ? 2.31 on ,lye ID to Priscilla A. Tho pson City Clerk January 2005 Prepared by: Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Group Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY Submitted Into the public record in connecti• n ith item P2 •31 on) Priscilla A. Th • mpson City Clerk CARDINAL DIRECTIONS TOTAL I NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 129 41 46 111 144 155 117 89 832 PERCENT 15.50 4.93 5.53 13.34 17.31 18.63 14.06 10.70 497 TRIPS 161 64 55 123 193 198 146 136 1076 PERCENT 14.96 5.95 5.11 11.43 17.94 18.40 13.57 12.64 498 TRIPS 638 658 345 853 1426 924 576 607 6027 PERCENT 10.59 10.92 5.72 14.15 23.66 15.33 9.56 10.07 499 TRIPS PERCENT 225 93 79 191 331 303 202 247 1671 13.46 5.57 4.73 11.43 19.81 18.13 12.09 14.78 500 TRIPS 678 183 300 780 850 1284 624 649 5348 PERCENT 12.68 3.42 5.61 14.58 15.89 24.01 11.67 12.14 501 TRIPS PERCENT 13.95 5.88 5.09 11.37 12.73 22.70 13.85 14.42 389 164 142 317 355 633 386 402 2788 502 TRIPS 344 150 116 244 291 613 325 386 2469 PERCENT 13.93 6.08 4.70 9.88 11.79 24.83 13.16 15.63 503 TRIPS 1343 521 570 957 1490 2194 1403 1706 10184 PERCENT 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 504 TRIPS 617 222 274 229 1153 1292 716 894 5397 PERCENT 11.43 4.11 5.08 4.24 21.36 23.94 13.27 16.56 505 TRIPS 934 380 570 400 2148 2499 1567 1502 10000 PERCENT 9.34 3.80 5.70 4.00 21.48 24.99 15.67 15.02 506 TRIPS 732 277 254 434 719 1304 893 909 5522 PERCENT 13.26 5.02 4.60 7.86 13.02 23.61 16.17 16.46 507 TRIPS 593 309 290 197 1085 1232 1107 927 5740 PERCENT 10.33 5.38 5.05 3.43 18.90 21.46 19.29 16.15 508 TRIPS 45 101 79 10 53 238 146 74 746 PERCENT 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 509 TRIPS 339 134 88 47 589 847 705 631 3380 PERCENT 10.03 3.96 2.60 1.39 17.43 25.06 20.86 18.67 510 TRIPS 18 23 10 3 17 73 54 44 242 PERCENT 7.44 9.50 4.13 1.24 7.02 30.17 22.31 18.18 - 34 - 1/18/05 Electra Condominium Traffic Impact Study Submitted Into the public record in connection ith item 172.3 \ on oe Priscilla A. Th. mpson City Clerk Appendix C: Traffic Counts (TMC's) Kila RICHARD GARCIA & ASSOCIATES, INC. Appendix Table: T-3 Electra 1 Condominium EXISTING & PROPOSED PM PEAK HOUR TMC'S INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PHF SF PM PEAK SEASONALLY ADJUSTED (EXISTING) BACKGROUND GROWTH RATE 2% No. of Years 3 Committed Developments Net Traffic w/o Project Site Traffic (VPH) Total Traffic (PROPOSED) T 2 3 4 5 6 7 8 0 10 11 12 13 1 N. Miami Ave & 36 St. SOUTHBOUND SBR 198 Lt, a 0 E oo Z m IL, . ~ rn 0 1.01 200 12 0 212 0 212 SBT 378 1.01 382 23 0 405 0 405 SBL 133 1.01 134 8 0 143 12 155 TOTAL 709 716 44 0 760 12 772 WESTBOUND WBR 115 1.01 116 7 0 123 10 133 WBT 412 1.01 416 25 0 442 3 445 WBL 62 1.01 63 4 0 66 12 78 TOTAL 689 695 36 0 631 26 656 NORTHBOUND NBR 129 1.01 130 8 0 138 15 153 NBT 1050 1.01 1061 65 0 1125 0 1125 NBL 11 1.01 11 1 0 12 0 12 TOTAL 1190 1202 74 0 1275 15 1290 EASTBOUND EBR 25 1.01 25 2 0 27 0 27 EBT 454 1.01 459 28 0 487 18 505 EBL 88 1.01 89 5 0 94 0 94 TOTAL 667 673 36 0 808 18 626 TOTAL 3055 3086 189 0 3274 70 3344 2 N.MiamiAve & 38 St. SOUTHBOUND SBR 365 Tuesday, November 08, 2005 1 0.94 1.01 369 23 0 391 0 391 SBT 240 1.01 242 • 15 0 257 12 269 SBL 0 1.01 0 0 0 0 0 0 TOTAL 606 811 37 0 648 12 660 WESTBOUND WBR 11 1.01 11 1 0 12 0 12 WBT 117 1,01 118 7 0 125 0 125 WBL 5 1.01 5 0 0 5 0 5 TOTAL 133 134 8 0 143 0 143 NORTHBOUND NBR 5 1.01 5 0 0 5 0 5 NBT 999 1.01 1009 62 1071 10 1081 NBL 624 1.01 630 39 0 669 0 669 TOTAL 1828 1844 101 0 1745 10 1756 EASTBOUND EBR 0 1.01 0 0 0 0 0 0 EBT 0 1.01 0 0 0 0 0 0 EBL 2 1.01 2 0 0 2 0 2 TOTAL 2 2 0 0 2 0 2 TOTAL 2368 2392 146 0 2538 22 2560 Submitted Into the public record in connecti w' h item Z- 31 on P-3 46 Priscilla A. Tho pson City Clerk © Richard Garcia and Associates, Inc 2005 Table: T-3 Electra 1 Condominium EXISTING & PROPOSED PM PEAK HOUR TMC'S 0 z Z 0 l= w IX INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PHF SF PM PEAK SEASONALLY ADJUSTED (EXISTING1 BACKGROUND GROWTH RATE 2% No. of Years 3 Committed Developments Net Traffic w/o Project Site Traffic (VPH) Total Traffic (PROPOSED) 2 3 4 5 6 1 9 9 10 11 12 13 3 14. Miami A4e & St. 46 SOUTH60UND SBR 19 Tuesday, November 08, 2005 rn c 1.01 19 1 0 20 0 20 SBT 345 1.01 348 21 0 370 12 382 SBL 3 1.01 3 0 0 3 0 3 TOTAL 367 371 23 0 383 12 405 WESTBOUND WBR 9 1.01 9 1 0 10 0 10 WBT 12 1.01 12 1 0 13 0 13 WBL 9 1,01 9 1 0 10 0 10 TOTAL 30 30 2 0 32 0 32 NORTHBOUND NBR 10 1.01 10 1 0 11 0 11 NBT 996 1.01 1006 62 0 1068 10 1078 NBL 29 1.01 29 2 0 31 0 31 TOTAL 1035 1045 64 0 1108 10 1119 EASTBOUND EBR 35 1.01 35 2 0 38 0 38 EBT 17 1.01 17 1 0 18 0 18 EBL 29 1.01 29 2 0 31 0 31 TOTAL. 81 82 5 0 87 0 87 TOTAL 1513 1528 84 0 1622 22 1644 4 'NE Miami Ct NE 36 St. & SOUTHBOUND SBR 10 Tuesday, November 08, 2005 rn 0 1.03 10 1 0 11 25 36 SBT 0 1.01 0 0 0 0 0 0 SBL 10 1.01 10 1 0 11 14 25 TOTAL 20 20 1 0 22 38 81 WESTBOUND WBR 10 1.01 10 1 0 -IT— 11 5 16 WBT 874 1.01 681 42 0 I 722 ----- 0 722 WBL 0 1.01 0 0 0 0 0 0 TOTAL 884 691 42 0 733 5 738 NORTHBOUND NBR 0 1.01 0 0 0 0 0 0 NOT 0 1.01 0 0 0 0 0 0 NHL 0 1.01 0 0 --I0 0 0 0 0 TOTAL 0 0 0 0 0 0 EASTBOUND EBR 0 1.01 0 0 0 0 0 0 EBT 716 1.01 723 44 0 767 0 767 EBL 10 1.01 10 1 0 11 45 56 TOTAL 726 733 45 0 778 45 823 _ TOTAL. 1430 1445 88 0 1533 89 1622 Notes: 1 Intersection Name 2 Intersection Approach 3 Intersection Approach Movement 4 TMC data provided by RGA, Inc. 5 Date of Count B PHF=Peak Hour Factor ea defined by HCM (Highway Capacity Mama]) 7 Seasonal rector obtained from FDOT B Seasonally Adlusted TMC = CountSF (These are the volumes utilized in the existing condition intersection LOS. 9 Committed development estimated from information gathered horn North Bay Village, trip generation estimate end assignment. 10 Net Traffic = Peak Seasonally Adjusted TMC + Backgound 11 Site traffic assignment. 12 Total Traffic = Net Traffic +Site Traffic (These are the volumes utilized in the proposed intersection LOS analysis) • Traffic Volumes Extrapolated from Intersection No.1 Submitted Into the public record in connectio wi h e item Z • 3 on Priscilla A. pson City Clerk ® Richard Garcia and Associates, Inc. 2005 Table: T-3 Electra 1 Condominium EXISTING & PROPOSED PM PEAK HOUR TMC'S INTERSECTION NO. INTERSECTION NAME 1 APPROACH MOVEMENT PM PEAK HR COUNT Date of Count87 PHF SF PM PEAK SEASONALLY ADJUSTED (EXISTING) BACKGROUND GROWTH RATE 2% No. of Years 3 Committed Developments Net Traffic w/o Project Site Traffic (VPH) Total Traffic 2 3 4 ^ p 11 12 (PROPOSED) 13 Notes: 1 Intersection Name 2 Intersection Approach 3 Intersection Approach Movement 4 TMC data provided by RGA, Inc. 5 Date of Count 6 PHF=Peak Hour Factor as dented by HCM (Highway Capacity Manual) 7 Seasonal factor obtained from FOOT 8 Seasonally Adjusted TMC = Count • SF (These are the volumes utilized in the existing condilion intersection LOS. 9 Committed development estimated from Information gathered from North Bay Village, trip generation estimate and assignment. 10 Net Traffic = Peak Seasonally Adjusted TMC + Backgound 11 Site traffic assignment. 12 Total Traffic = Net Traffic + Site Traffic (These are the volumes utilized in the proposed intersection LOS analysis) * Traffic Volumes Extrapolated from Intersection No. 1 Submitted Into the pub is record in connecti w th item 1'Z- 3) on -1- 3 0 Priscilla A. Thompson City Clerk © Richard Garcia and Associates, Inc. 2005 N MIAMI AVE From North Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Suite 4 Hialeah Gardens, FL 33018 PH: 305.595.7505 FAX: 305.675.6474 Groups Printed- Unshifted NE36ST NMIAMIAVE From East From South File Name : 36ST_M-1 Site Code : 00000000 Start Date : 11 /10/2005 Page No : 1 NE 36 ST From West Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr U Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. J Total j Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 J 1.0 1.0 1.0 j 1.0 j 1.0 1.0 04:00 PM 56 121 57 04:15 PM 60 83 38 04:30 PM 53 92 39 04:45 PM 70 117 45 Total 239 413 179 05:00 PM 05:15 PM 05:30 PM 05:45 PM 1 1 0 2 4 235 182 184 234 48 98 33 121 30 105 22 98 835 133 422 53 91 30 3 177 28 91 25 0 144 47 79 33 0 159 31 99 20 1 151 Total 159 360 108 4 631 Grand Total Apprch % 398 773 287 8 1466 27. 52. 19. 1 7 6 Total % 6.6 1 9 4.8 0.1 24.5 0.5 20 13 15 9 57 3 169 3 170 1 151 3 132 10 622 36 31 27 32 126 28 114 20 5 167 39 40 111 15 1 167 30 25 89 18 2 134 28 12 82 22 0 116 30 105 396 75 8 584 238 818 132 19. 67. 10. 7 8 9 4.0 13" 2.2 18 1206 1.5 0.3 20.1 127 184 174 230 243 831 12 235 283 289 291 109 8 253 192 9 11. 86. 4 9 4.2 32. 2 4 2 226 2 1 208 1 0 258 5 1 281 4 973 5 1 280 0 6 319 1 0 318 5 4 330 11 11 1247 23 15 2220 1.0 0.7 0.4 0.3 37.1 5.7 12 10 7 5 110 34 375 10 5 5 8 77 98 90 123 124 97 113 12 33 17 27 89 1 0 4 2 7 102 141 118 144 505 732 701 711 791 2935 22 1 156 780 17 2 148 22 0 124 38 2 161 28 457 99 5 589 62 832 188 76. 17. 1 2 1.0 1 8 3.1 To -61 0) CO N N MIAMI AVE Out In Total I 23551 1 14661 398 r 7731 2871 81 Right Thru Left Peds North 1 38211 1/10/2005 4:00:00 PM 1/10/2005 5 45.00 PM Unshifted 4-1 r Left Thru Right Peds 23 253 15 1 9671 1 22201 Out In Total N MIAMI AVE 1 31871 C m CD co co 0 rn 0 z m W o_ W -11 12 1094 1.1 0.2 18.3 778 735 758 3051 5986 c W CIO 04:45 Volume Peak Factor High Int. Volume Peak Factor Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Suite 4 Hialeah Gardens, FL 33018 PH: 305.595.7505 FAX: 305.675.6474 File Name Site Code Start Date Page No :36ST_M-1 :00000000 : 11/10/2005 :2 N MIAMI AVE From North NE 36 ST From East N MIAMI AVE From South NE 36 ST From West Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left I Ped 1 s App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 04:45 PM n Volume 198 378 133 5 714 Percent 27. 52. 1896. 0.7 770 117 45 2 234 04:45 PM 70 117 45 2 234 0.763 115 412 62 19. 68. 10. 2 7 3 22 98 9 11 600 1.8 3 132 05:00 PM 28 114 20 5 167 0.898 129 105 11 8 1198 0.9 0.7 32 243 5 1 281 10. 87. 8 6 05:15 PM 30 283 0 6 319 0.939 25 454 88 5 4.4 79. 4 15. 0.9 4 5 110 27 2 05:00 PM 10 123 22 V N 0 Out 1 12531 N MIAMI AVE In Total 1. 7141 1 1981 3781 1331 51 Right Thru Left Peds 19671 North 11/10/2005 4:45:00 PM 11/10/2005 5:30:00 PM Unshifted Left Thru Right Peds 111 10501 1291 8J 485I L 1 198] F7ii Out In Total N MIAMI AVE 4 c N N 0, N 0 m z m rn w o�rn o -4 W 0) H :Of 572 144 1 156 0.917 3084 791 0,975 cf)a)aa) Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Suite 4 Hialeah Gardens, FL 33018 PH: 305.595.7505 FAX: 305.675.6474 Groups Printed- Unshifted File Name Site Code Start Date Page No MIAMI_-2 :00000000 : 11/8/2005 :1 N MIAMI AVE From North NE 38 ST From East N MIAMI AVE From South NE 38 ST From West Start Time Rig Thr u Leftht Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr I u Ped s AppLeft. Total Rig ht Thr u Left Ped I App. s Total Int. } Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 i 04:00 PM 111 63 0 4 178 4 24 3 2 33 7 229 174 1 411 0 0 0 0 0 622 04:15PM 94 59 1 2 156 3 7 2 0 12 3 227 134 0 364 0 0 0 0 0 532 04:30 PM 98 69 0 3 170 5 20 0 0 25 1 252 142 0 395 0 0 0 0 0 590 04:45PM 81 60 0 1 142 1 14 1 2 18 3 234 157 1 395 0 0 2 0 2 557 Total 384 251 1 10 646 13 65 6 4 88 14 942 607 2 1565 0 0 2 0 2 2301 05:00 PM 132 60 0 2 194 1 43 1 0 45 2 217 141 0 360 0 0 0 1 1 600 05:15PM 79 53 0 2 134 7 42 2 0 51 0 278 168 0 446 0 0 0 0 0 631 05:30 PM 73 67 0 1 141 2 18 1 0 21 0 270 158 0 428 0 0 0 1 1 591 05:45 P M 65 61 0 0 126 6 23 4 0 33 0 134 121 0 255 0 0 0 0 0 414 Total 349 241 0 5 595 16 126 8 0 150 2 899 588 0 1489 0 0 0 2 2 2236 Grand Total 733 492 1 15 1241 29 191 14 4 238 16 184 1 119 5 2 3054 0 0 2 2 4 4537 59. 39. 12. 80. 60. 39. 50. 50. Apprch % 1 6 0.1 1.2 2 3 5.9 1.7 0.5 3 1 0.1 0.0 0.0 0 0 Total % 1 2 6. 1 8 0.0 0.3 27.4 0.6 4.2 0.3 0.1 5.2 0.4 6 6. 2 3 0.0 67.3 0.0 0.0 0.0 0.0 0.1 w w z 0 0 v CA 0 0 Out 18721 N MIAMI AVE In Total r 1241( [ 311131 ( 7331 4921 11 151 Right Thru Left Peds 41-1 4 I North /11812005 4:00:00 PM 11/8/2005 5:45:00 PM Unshifted Left Thru Right Peds 2 506j 3054 I 3560( Out In Total N MIAMI AVE 4 -1 m co tall (C) m w m 0 z m 0 O '• Y Q. 0 N O ± Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Suite 4 Hialeah Gardens, FL 33018 PH: 305.595.7505 FAX: 305.675.6474 File Name Site Code Start Date Page No : MIAMI_-'2 :00000000 11/8/2005 :2 N MIAMI AVE From North NE 38 ST From East N MIAMI AVE From South NE 38 ST From West Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig Thr ht u Left Ped s App. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 04:45 PM n Volume 365 240 0 6 611 11 117 5 2 135 Percent 5 3 3 0.0 1.0 8.1 86 3.7 1.5 05:15 Volume Peak Factor High Int. 05:00 PM Volume 132 60 Peak Factor 79 53 0 2 134 7 42 2 0 51 0 2 194 0.787 05:15 PM 7 42 2 0 51 0.662 5 999 624 1 1629 0.3 63 383. 0.1 0 278 168 0 446 05:15 PM 0 278 168 0 446 0.913 0 0 2 2 0.0 0.0 50" 50. 0 0 0 0 0 0 4 0 04:45 PM 0 0 2 0 2 N MIAMI AVE Out In Total [ 1012] I 6111 I 1623j 3651 2401 01 61 Rht Thru Left Peds North 11/8/2005 4:45:00 PM 11/8/2005 5:30:00 PM Unshifted J Left Thru Right Peds L 624i 9991 51 1l 16291 1 187j Out In Total N MIAMI AVE 2451 f—� cn 0 C 0.500 Int. Total 2379 631 0.943 co Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Suite 4 Hialeah Gardens, FL 33018 PH: 305.595.7505 FAX: 305.675.6474 Groups Printed- Unshifted File Name Site Code Start Date Page No : MIAMI_-1 :00000000 : 11/9/2005 :1 N MIAMI AVE From North NE 46 ST From East N MIAMI AVE From South NE 46 ST From West Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 1 85 1 2 89 2 3 1 3 9 5 227 9 1 242 9 3 7 3 22 362 04:15 PM 2 85 1 1 89 2 1 2 0 5 3 237 10 0 250 3 4 7 3 17 361 04:30 PM 4 98 0 2 104 0 4 3 3 10 1 236 11 3 251 6 5 11 4 26 391 04:45 PM 3 81 0 0 84 2 2 2 0 6 3 248 7 1 259 5 6 5 3 19 368 Total 10 349 2 5 366 6 10 8 6 30 12 948 37 5 1002 23 18 30 13 84 1482 05:00 PM 5 88 1 1 95 3 2 2 1 8 3 229 3 1 236 13 3 8 3 27 366 05:15 PM 7 78 2 4 91 4 4 2 2 12 3 283 8 2 296 11 3 4 5 23 422 05:30 PM 3 70 1 4 78 0 3 1 3 7 1 247 6 4 258 10 2 6 4 22 365 05:45 PM 7 81 1 0 89 4 7 3 0 14 4 139 9 0 152 16 4 9 1 30 285 Total 22 317 5 9 353 11 16 8 6 41 11 898 26 7 942 50 12 27 13 102 1438 rand GTotal 32 666 7 14 719 17 26 16 12 71 23 186 63 12 1944 73 30 57 26 186 2920 92. 23. 36. 22. 16. 95 39. 16. 30. 14. Apprch %4.5 6 1.0 1.9 9 6 5 9 1.2 3.2 0.6 2 1 6 0 Total % 1.1 8 0.2 0.5 24.6 0.6 0.9 0.5 0.4 2.4 0.8 63' 2.2 0.4 66.6 2.5 1.0 2.0 0.9 6.4 N 0 L 132I Right 4-1 N MIAMI AVE Out In Total L 19201 I 7191 6661 71 141 Thru Left Peds North 26391 1/9/2005 4:00:00 PM 1/9/2005 5:45:00 PM Unshifted I r Left Thru Right Peds 1 631 18461 231 121 1 19441 I 26991 Out In Total N MIAMI AVE I 7551 C r N N m rn LO 1 0 0 Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Suite 4 Hialeah Gardens, FL 33018 PH: 305.595.7505 FAX: 305.675.6474 File Name Site Code Start Date Page No MIAMI_-1 :00000000 : 11/9/2005 :2 N MIAMI AVE From North NE 46 ST From East N MIAMI AVE From South NE 46 ST From West Start Time Rig ht Thr u Left Ped s App. 1 Total Rig ht Thr u Left Ped s App. Total Rig ht Thr l u Left Ped s App. Total Rig ht Thr u Ped App. Left s 1 Total Int. Total I Peak Hour From 04:00 PM to 05:45 PM - Peak 1 Intersectio n Volume 19 345 3 92. 2 Percent 05:15 Volume Peak Factor High Int. 04:30 PM Volume 4 98 Peak Factor 04:30 PM 5.1 7 0.8 1.9 374 7 78 2 4 91 0 2 104 0.899 of 1 9 12 9 6 36 25. 33. 25. 16. 0 3 0 7 4 4 2 2 12 05:15 PM 4 4 2 2 12 0.750 10 996 29 7 1042 1.0 6 2.8 0.7 3 283 8 2 296 05:15 PM 3 283 8 2 296 0.880 35 17 28 15 36. 17. 29. 15. 8 9 5 8 95 11 3 4 5 23 05:00 PM 13 3 8 3 27 0 rn LJ CO -`o cu N MIAIV1I AVE Out In Total 3741 Li 19! 3451 31 71 Right Thru Left Peds 14 1 10331 1 291 996i 101 j 1407j North 11/9/2005 4:30:00 PM 11/9/2005 5:15:00 PM Unshifted 47 T r Left Thru Right Peds 71 [ 3891 Out 710421 1 14311 In Total N MIAMI AVE Submitted I record in cc item PZ.31 Priscilla ~—c o 0 0 Z 7 Q w cY) m co 0 0.880 1547 422 0.916 Ito the public inectign with on ob A. Thohipson City Clerk Print Date: Nov/09/2005 MIAMI-DADE NORTH Category 8700 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report Week Dates SF PSCF 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 O1/11/2004 - O1/17/2004 0.99 1.02 4 01/18/2004 - 01/24/2004 0.99 1.02 5 01/25/2004 - 01/31/2004 0.99 1.02 * 6 02/01/2004 - 02/07/2004 0.98 1.01 * 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 02/15/2004 - 02/21/2004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0.97 1.00 * 10 02/29/2004 - 03/06/2004 0.97 1.00 * 11 03/07/2004 - 03/13/2004 0.97 1.00 * 12 03/14/2004-03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1.00 * 14 03/28/2004 - 04/03/2004 0.97 1.00 * 15 04/04/2004 - 04/10/2004 0.98 1.01 * 16 04/11/2004 - 04/17/2004 0.98 1.01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05/01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/16/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0.99 1,02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1,00 1.03 25 06/13/2004 - 06/19/2004 1.00 1.03 26 06/20/2004 - 06/26/2004 1.01 1.04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 29 07/11/2004 - 07/17/2004 1.04 1.07 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21/2004 1.02 1.05 35 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 - 09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 1.08 38 09/12/2004 - 09/18/2004 1.06 1.09 39 09/19/2004 - 09/25/2004 1.05 1.08 40 09/26/2004 - 10/02/2004 1.03 1.06 41 10/03/2004 - 10/09/2004 1.01 1.04 42 10/10/2004 - 10/16/2004 1.00 1.03 43 10/17/2004 - 10/23/2004 1.00 1.03 44 10/24/2004 - 10/30/2004 1.00 1.03 45 10/31/2004 - 11/06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 .<--- 1.04 47 11/14/2004 - 11/20/2004 1.01 1.04 48 11/21/2004 - 11/27/2004 1.01 1.04 49 11/28/2004 - 12/04/2004 1.01 1.04 50 12/05/2004 - 12/11/2004 1.00 1.03 51 12/12/2004 - 12/18/2004 1.00 1.03 52 12/19/2004 - 12/25/2004 1.00 1.03 53 12/26/2004 - 12/31/2004 0.99 1.02 MOCF = 0.97 Traffic Signal Asset ID 48TH 47TH 47TH 45TH 44TH 42ND NW 36 ST Submitted Into the pu l record in connection item Pz.3\ one Priscilla A. Thornp City C 20470 0'1 TIMING DATA FOR 2047 N MIAMI AVE & 36 ST PAT OF EWG G Y NSG Y 1 T 80 28 2 4 52 4 2 T 57 27 2 4 68 4 3 T 57 27 2 4 68 4 4 T 80 26 2 4 54 4 5 T 60 26 2 4 54 4 6 T 52 32 2 4 63 4 7 T 16 32 2 4 63 4 (SEC: 129 TYPE: NA) S Y M CYC Submitted Into the public record in connecti• n ith item 12. 31 on- Priscilla A. Thompson City Clerk 90AM M1 0/1 105AM PEAK M2 M 105AM PEAK 90EVE 0/5 90AVG M2 0/1 105AM PEAK M1 M 105PM PEAK 8 T 60 28 2 4 52 4 9 T 80 28 2 4 52 4 10 T 80 26 2 4 54 4 11 M 32 32 2 4 63 4 12 T 60 26 2 4 54 4 13 T 80 30 2 4 52 2 14 T 80 28 2 4 52 4 15 T 57 27 2 4 68 4 16 T 65 26 2 4 54 4 17 T 60 28 2 4 52 4 18 T 16 32 2 4 63 4 19 T 80 26 2 4 54 4 20 T 60 28 2 4 52 4 21 T 60 28 2 4 52 4 22 T 60 28 2 4 52 4 23 T 42 29 2 4 31 4 24 T 0 25 2 4 17 4 MIN: 20 15 90MID-DAY M1 0 90SCHOOL FLASH 90AVG M2 0/6 105PM PEAK M1 90MID-DAY M1 0 90MID-DAY M1 0 90SCHOOL FLASH 105AM PEAK M2 M 90AM PEAK M2 90MID-DAY M1 0 105PM PEAK M2 90AM M1/M2 90PM-M1 90MID-DAY M1 0 90MID-DAY M1 0 70NIGHT 7/7 7 52RECALL TEST PHASE: 0 -2- / e,, G(w) 03, ''''2 G(t) _.- G(g) — 2 G(total) 6 5 Y 4 ,+ `� R .._ SPLIT CONTROLLER NUMBER (/ = STOP) TA FOR 2059 N MIAMI AVE & 39 ST WFYREWWFGYR 10 4 1 7 15 1 4 1 10 4 1 7 15 3 4 1 10 4 1 7 15 3 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 3 4 1 10 4 1 7 15 8 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 22 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 3 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 8 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 4 1 7 15 1 4 1 10 15 1 ENTER THE 2059❑ TIMING DAT OF NS 1 T 5 47 2 T 84 60 3 T 99 60 4 T 5 15 5 T 5 47 6 T 84 60 7 T 50 55 8 T 5 47 9 T 37 47 10 T 0 15 11 M 65 41 12 T 5 47 13 T 5 47 14 T 5 47 15 T 84 60 16 T 78 47 17 T 5 47 18 T 50 55 19 T 0 15 20 T 5 47 21 T 5 47 22 T 5 47 23 T 42 27 24 T 0 15 MIN: 10 (SEC: 129 TYPE: S Y Submitted into the public record in connecti• n : itt item (>2.31 on ,-9 Priscilla A. Thomp o City Cler SA) M CYC 90AM M1 0/1 105AM PEAK M2 M 105AM PEAK 7 58EVE 0/5 90AVG M2 0/1 105AM PEAK M1 M 105PM PEAK 90MID-DAY M1 0 90SCHOOL FLASH 7 58AVG M2 0/6 105PM PEAK M1 90MID-DAY M1 0 90MID-DAY M1 0 90SCHOOL FLASH 105AM PEAK M2 M 90AM PEAK M2 90MID-DAY M1 0 105PM PEAK M2 7 58AM M1/M2 90PM-M1 90MID-DAY M1 0 90MID-DAY M1 0 6 70NIGHT 7/7 7 58RECALL TEST PHASE: < /( /\ G(w) 7 i--.2 Gam,, G(f) i S10 G(g) — G(total) Sc,. Cr Y 4- 4 4- R ( I SPLIT .5s 1 o' CL` (ems ENTER THE CONTROLLER NUMBER (/ = STOP) 2064❑:% TIMING DATA FOR 2064 N MIAMI AVE & 46 ST PAT OF NSW F Y R EWW F G Y R 1 T 65 48 9 4 1 4 18 1 4 1 2 T 37 63 9 4 1 4 18 1 4 1 3 T 37 63 9 4 1 4 18 1 4 1 4 T 65 18 9 4 1 4 18 1 4 1 5 T 65 48 9 4 1 4 18 1 4 1 6 T 37 63 9 4 1 4 18 1 4 1 7 T 10 63 9 4 1 4 18 1 4 1 8 T 65 48 9 4 1 9 T 65 48 9 4 1 10 T 65 18 9 4 1 11 M 10 63 9 4 1 12 T 65 48 9 4 1 13 T 65 48 9 4 1 14 T 65 48 9 4 1 15 T 37 63 9 4 1 16 T 32 48 9 4 1 17 T 65 48 9 4 1 18 T 10 63 9 4 1 19 T 65 18 9 4 1 20 T 65 48 9 4 1 21 T 65 48 9 4 1 22 T 65 48 9 4 1 23 T 10 28 9 4 1 24 T 0 21 9 4 1 MIN: 11 9 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 4 18 1 4 1 18 1 (SEC: 129 TYPE: S Y SA) M CYC 90AM M1 0/1 105AM PEAK M2 M 105AM PEAK 7 60EVE 0/5 90AVG M2 0/1 105AM PEAK M1 M 105PM PEAK 90MID-DAY Ml 0 90SCHOOL FLASH 7 60AVG M2 0/6 105PM PEAK M1 90MID-DAY M1 0 90MID-DAY M1 0 90SCHOOL FLASH 105AM PEAK M2 M 90AM PEAK M2 90MID-DAY M1 0 105PM PEAK M2 7 60AM Ml/M2 90PM-M1 90MID-DAY M1 0 90MID-DAY Ml 0 6 70NIGHT 7/7 7 63RECALL TEST Submitted Into the public record in connect n with item ?2•3) on--y� Priscilla A. Th mpson City Clerk 0(0 PHASE: ( 12 4/ <----- G(w) 4 603 G(s) I G(total) 27, 3 7 2. Y 4 4 R 1 I SPLIT 2S 77 CAL. ItJ Electra Condominium Traffic Impact Study Submitted Into the public record in connecti n w'.h item P2-31 one. s3 ob Priscilla A. Tho pson City Clerk Appendix D: Intersection Analysis KRA RICHARD GARCIA & ASSOCIATES, INC. Appendix Table: T-8 SW 67 Avenue & SW 15th Street Condos 1000400 4000 ���00*m*.v:: Intersection Existing Proposed Delay LOS Delay LOS N. Miami Ave & 36 St. N. Miami Ave & 38 St. N. Miami Ave & 38 St. N. Miami Ave & 46 St. NE 36 St & NE Miami Ct** 25.7 C 29.7 C 36.3 D 28.4* C* 14.7 17.4 B 6.7 A 6.7 A 18.5 C 24.7 Note: * Although delay went down the v/c went up due to the additional traffic. ** LOS for the critical movement (.e. SB Approach). Existing TMC's (Seasonally Adjusted) Electra 1 - Class 11 Submitted Into the public record in connection s, ith item P2.3t on a3 bb Priscilla A. Thompso City Cler HCM Signalized Intersection Capacity Analysis 1: NW 36 ST & N. Miami Ave Electra 1 - Class II Existing PM Peak Condition Lane Configurations 413, IdeafFlow vphpl) 1900 1900: Total Lost time (s) 4.0 4.0 Lane` tit. Factor 1.00 0.95 Frt.... 1.00 . 0.99 Fit Protected 0.95 1,00 Satd. Flow (prot) 1770 3511 Fit Permitted 016 1.00 Satd. Flow (perm) 290 3511 ............... .............................. Volume (vph) 89 Peak -hour factor, PHF ......................... ................... Ad1. Flow (ph) Lane Group Flow (vph) Tura Type Protected Phases .............................................. .................................................. Perlritted Phases Actuated Green, G (s) 28.2 Effective Green, g (s) Actuated g/C Ratio 0.27 0.27 Clearance Tate r s) 4 0 4 0 Vehicle Extension (s) 3.0 3.0 Lane>Grp Cap (vpt) 78 v/s Ratio Prot ...................................................................... vfs Ratio Perm c0 31 i v/c Ratio 1.17 0.52 Uniform Delay, d1 > 38 4 32 7 Progression Factor 1.00 1.00 incremen#al Delay. d2 Delay (s) 192.2 33.2 Level of Service F Approach Delay (s) 57.9 Approach LOS E HCMAvera€je C©ntrol Delay HCM Volume to Capacity ratio Actuated Cycte Length (s);; Intersection Capacity Utilization c Critical Lane Group 1 WEL 4\ ' #t.SF ......ice..: 41, 900 1900 # 90t3 > 1900 1900 19l)t3 # 900 1 00 ¥ 00 19i ti SaL 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 0.95 1.00 1 00 1770 1863 1583 0.32 1.00 10 599 1863 1583 459 25 ' 63 416: 116 0.98 0.98 0.98 0.98 0.98 0.98 91 468 : 26 64 424 118 91 494 0 64 424 118 Perm Perm Perm 28.2 28.2 943 0.14 25.7 0.80 105.0 92.5% 4.0 0.95 0.98 1.00 3480 0.95 3305 1t 4.0 4.0 1:00 0 95 1.00 0.95 0.95 1.00 1770 3357 417 1 00 325 3357 11 1061 130 134 382 200 0.98 0.98 0.98 0.98 0.98 0.98 .............................................................................. 11 1083 133 137 390 204 0 1227 0 137 594 0 Perm Perm 2 28.2 28.2 28.2 68.8 28,2 28.2 28,2 68,8 0.27 0.27 0.27 0.66 0 4,0 4.0 40 3.0 3.0 3.0 3.0 161 j 500 425 ;' 2166 0.23 0,11 0,07 0.40 0.85 0.28 314 364 30.3` 1.00 1.00 1.00 1 6 12.6 0.4 33.1 49.0 30.7 C D! C 43.7 lCM Level of Service Sun► of lost time (s) ICU Level of Service 037 0.57 99 1.00 11 11.0 8 11.0 B 68.8 68.8 688 688 0.66 0.66 4.13 4.0 3.0 3.0 213 2200 0.18 0042 0.64 0.27 118 7.6 0.89 0.85 ........................................ 13.4 0.3 23.0 6.7 ....................................... C A 9.8 A .............. 80 E Submitted Into the public record in connection ith item P2.31 on ox, Priscilla A. Thompson City Clerk Richard Garcia & Associates, Inc. HCM Signalized Intersection Capacity Analysis 2: Off -ramp & N. Miami Ave Electra 1 - Class 11 Existing PM Peak Condition t 4, Lane Configurations Ideal; Flow (vphpl) Total Lost time (s) Lane UM. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 1900 > 1900 1900 1900 1900 190E 4.0 4.0 4.0 4.0 1.00 1.00 0.95 0.95 1.00 0.85 1.00 1.00 0.95 1.00 1.00 1,00 1770 1583 3539 3539 0,95 1.00 1.00> 1.0E 1770 1583.,,. 3539 3539 Volume (vph) 378 447 0 1266 269 0 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 402 476 0 1347 286 0 Lane Group Flow (vph) 402 476 0 1347 286 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g'(s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) custom 28.2 28.2 28.2 28.2 0.27 0.27 4.0 4 6 3.0 3.0 68.8 68.8 68.8 68.8' 0.66 0.66 4.0 4.0 3.0 3.0 ......................p.......................... Lane>GrGap (vph) v/s Ratio Prot 475 425 2319 2319 c0.38 0.08 vfs Ratio Perm 0.23 on v/c Ratio 0.85 1.12 Uniform Delay. di 36.3 38.4 Progression Factor 1.00 1.00 IncrementalDelay, d2 13.1 80,5 Delay (s) 49.4 118.9 Levet of Service D F Approach Delay (s) 87.1 Approach LOS :r'::::::::::... HCMAverage Control Delay HCM Volume to Capacity ratio ............................................................ Actuated Cycle Length (s) Intersection Capacity Utilization ..................................................................... . c Critical Lane Group F 36.3 0.74 105,0 66.2% 0.58 0.12 10,1 6,8 0.88 0.76 0.9 0.1 9.8 5.2 A A 9.8 5.2 A A >; :N Level of'Se :i Sum of lost time (s) ICU Level of Service 8.0 Submitted Into the public record in connection ith item ? ?-• 3 I on 0 t• Priscilla A. Thompson City Clerk i itkXXAD64 Richard Garcia & Associates, Inc. HCM Signalized Intersection Capacity Analysis 3: NE 38 St & N. Miami Ave Electra 1 - Class II Existing PM Peak Condition Lane Configurations Ideas Flow (vphpl) Total Lost time (s) Lane Uti1. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted) Satd. Flow (perm) Volume (vpt) Peak -hour factor, PHF .............................................. Adt Flow (vph)• Lane Group Flow (vph) .................................. . Tura Type Protected Phases .......................................... Perm tted Phases Actuated Green G (s) Effective Green, g :(s) Actuated g/C Ratio ................................................. Clearance T€me (s) Vehicle Extension (s) Lane G rp Cap (vph} v/s Ratio Prot of Ratio Perm v/c Ratio Uniform Ashy, dl Progression Factor ........................... .................... Incremental Delay d2 ?;. Delay (s) ................................................. Level of Service Approach Delay (s) Approach LOS T......r�...:.IT.....R.:..... ...... 1900 <1900 1900 1900 900 1904> 1900 1900 #900 4.0 1.00 0.99 1.00 '< 1839 ................ . 1.00 1839 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3537 0.30 1.00 561 3537 1900 1900 1900 4.0 095 0.91 100 3219 1�00 3219 0 0 0 5 118 11 '' 630 1009 5 0 242 369 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 0 0 5 128 12 685 1097 5 0 263 401 0 0 0 0 145 0 685 1102 0 0 664 0 Perm pm+pt Perm 5 2 12.9 83.1 83.1 12.9 84.1 84.1 0.12 0.80 0.80 4,0 3.0i 5.0 3.0 3.0 3.0 226 796 2833 c0.25 0.31 0 08 c0.44 0.64 0.86 0.39 43 8 12.1 30 1.00 1.28 0.82 6,1 8.1` 03 49.9 23.7 2.8 ................................................. ................... ...................... D C A 0.0 49.9. 10.8 D 6 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group A 14.7 0.82 150 75.9°/o HCM Level of Service Sum of lost time (s) ICU Level of Service 13.0 :> c. 49.0 50.0 0.48 5.0 3.0 1533 0.21 Submitted 10:4., the public record in connection vith item ?2-.) on.., �3 Priscilla A. Th.mpson City Clerk X O1 .IG eat Richard Garcia & Associates, Inc. HCM Signalized Intersection Capacity Analysis 4: NE 46 St & N. Miami Ave Electra 1 - Class II Existing PM Peak Condition -- 4- Lane Configurations Ideal<Flow (vphpl) Total Lost time (s) Lane OW. Factor Frt .............................................. . .Pit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF ............................................. Adj.-flow (vph) Lane Group Flow (vph) Turn Type Protected Phases .................................................. Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Tme (5): Vehicle Extension (s) Lane Grp Cap (vPh) v/s Ratio Prot vfs'latro Perm v/c Ratio Uniform Delay 41 Progression Factor lncremerttal Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 4 +t, vi ft, 900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 100 1.00 100 0.95 1.00 0.95 0.94 0.96 1.00 1.00 1.00 0.99 0.98 0.99 0.95 100 0.95 1.00 1723 1760. ... 1770 3534 1770 3511 0.89 0.86 0.52 1.00 025 1.00 1562 1542 963 3534 460 3511 29 17 38 9 12 9 29 1096 10 3 348 19 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 32 18 38 10 13 10. 32 1093 11 3 378 21 0 ... 88 0 ..; 0 33 0 32 1104 0 3 399 0 7.5 85 0.08 .................... 50 '... 3.0 126 cti 06 0.70 470 1.00 15,6 62.6 62.6 HCM Average s Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s),; Intersection Capacity Utilization c Critical Lane Group 6.7 0.40 105.0 44.2% 7.5 8.5 0.08 50' 3.0 125 0.02 0.26 45.3 1.00 1.1 46.4 D 46.4 87.5 87.5 88.5 88.5 0.84 0.84 5€ 50 3.0 3.0 812 2979 ;1 c0.31 .. 0.03 0.04 0.37 1.3 1 9 1.47 1.43 01 0.3 2.1 3.0.... A A 3.0 .. D' A HCM Level of':S 6 87.5 87.5 88.5 88 5 0.84 0.84 500 3.0 3.0 38-8 2959 0.11 .. ................................ 001 0.01 0.13 ....... ....................... 1{3 15 1.00 1.00 0,0 0,1 1.3 1.6 ............................ A A 1.6 A ervice Sum of lost time (s) ICU Level of Service 8.0 A Submitted Prato the public record in connector) vj th item P'z - 31 on .9l 2-s o� Priscilla A. Thompson City Clerk Richard Garcia & Associates, Inc. HCM Unsignalized Intersection Capacity Analysis 8: NW 36 ST & NE Miami Ct. Electra 1 - Class II Existing PM Peak Condition .............................................. Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (veh/t) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) f Free Free 0% 0% 0% 10 723 981 5 10 0.92 0.92 0,92 0.92 0.92 11 786 740 5 11 Median type Median storage veh) vC, conflicting volume 746 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) tC 2 stage (s) tF (s) 2.2 p0queue free % 99 cM capacity (veh/h) 858 4.1 41 +Ts ;Stop None 10 0.92 11 1158 373 6.8 6.9 3.5 3.3 94 98 187 625 Submitted Into the public record in connect n ith item won a' oto Priscilla A. Tho pson City Clerk Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS .................................. ##let #o S Average Delay Intersection Capacity Utilization 273 524 493 252 22 11 0 0 0 11 0 0 0 5 11 858 1700 1 700 1700 288 0.01 0.31 0.29 0.15 0,08 1 0 0 0 6 0.5 0.0 0.0 0.0 18.5 A C 0.2 0.0 18.5 G/Z/ r/G4L eNz c. { tit C 0.3 33.9% ICU Level of Service NY6004Xalk06X Richard Garcia & Associates, Inc. Proposed TMC's (Background, Growth and Project Traffic) Electra 1 - Class II Submitted Into the public record in connection with item p2.E.1 on .?\9-*t Priscilla A. Thompson City Clerk HCM Signalized Intersection Capacity Analysis 1: NW 36 ST & N. Miami Ave Electra 1 - Class II Proposed PM Peak Condition - 2008 ce.................. Lane Configurations Ideal Flow (vphpl) Total Lost time (s) ............. ......................... Lane Utit, Factor Frt Fit Protected Satd. Flow (prot) ......................................... Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow(vpti) Lane Group Flow (vph) Turn Type ......... ..........::;.............::... Protected Phases Permitted Phases 4 Actuated Green, G (s) 29.5 29.5 Effective Green, 9 (s) 29.5 29.5 Actuated g/C Ratio 0.28 0.28 Clearance Time (s) 4.0 4.0 Vehicle Extension (s) 3.0 3.0 Lane .Grp Cap (vph) 71 987 v/s Ratio Prot 0.15 v s Ratio Perm c0.38 v/c Ratio 1.35 0.55 Uniform Delay, i d i 37 8 321 Progression Factor 1.00 1.00 incremental Delay, d2;; 226.5 0 7 Delay (s) 264.3 32.8 l evet of Service -F C Approach Delay (s) 67.6 Approach LOS HCM Volume to Capacity ratio Actuated Cycle Lengt'ti (s) Intersection Capacity Utilization c: Critical Lane Group Average ;control Delay • 29.7 1.03 105.0 98.0% k- I t ' : vi tit r 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 1.00 0.95 1.00 1.00 1,00 1.00 0.99 0.95 1.00 1770 3512 0.14 1.00 254 3512 1.00 1.00 0.85 _ . 0.95 1.00 1,00 1770 1863 1583 0 29 1 00 1.00 546 1863 1583 414 1900 1900 4.0 0.95 0.98 1.00 3475 0.95 3297 94 505 27 78 445 133 12 1125 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 96 515 28 80 454 136 12 1148 96 543 0 80 454 136 0 1316 Perm Perm Perm Perm 8 8 2 29.5 29.5 29.5 67.5 29.5 29.5 29,5 67.5 0.28 0.28 0.28 0.64 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 153 523 445 2120 0.24 0.15 0,09 0.40 c0.57 0.52 0.87 0.31 0.62 0.89 0.29 31,8 35,9 29,7 11.1 15,6 8.2 1.00 1.00 1.00 1.00 0.82 0.63 3.2 14.2 0,4 1.4 41.0 0.3 35.0 50.1 30.1 12.5 53.8 5.5 D D C 8 D! A 44.2 12.5 15.2 D 8 B 1900 1900 1900 4.0 4.0 1,00 0.95 1.00 0.95 0,95 1.00 1770 3357 0.15 1.00 277 3357 153 155 405 212 0.98 0.98 0.98 0.98 156 158 413 216 0 158 629 0 Perm. 6 67.5 67.5 67.5 67,5 0.64 0.64 4.0 4.0 .................. .....::: 3.0 3.0 178 2158 0.19 CM Level ............ ........... ............... Sum of lost time (s) ICU Level of Service 8.0. E Submitted Into the public record in connection with item Pz,3\ on 1�13ob Priscilla A. Thompson City Clerk 61.�7QR,t 6Q Richard Garcia & Associates, Inc. HCM Signalized Intersection Capacity Analysis 2: Off -ramp & N. Miami Ave Electra 1 - Class II Proposed PM Peak Condition - 2008 I t 4 s Lane Configurations (deal Flow (vphpl) . Total Lost time (s) Lane Util. Factor Frt I" it Protected Satd Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF ............................................... . ............................................. Adj. Flow (vph) Lane Group Flow (vph) Turd Type Protected Phases Permitted Phases 4 4 Actuated Green, G (s) 45.7 45.7 Eff+ c�t►ve +Green. g (s) : 45 7 45 7 Actuated g/C Ratio 0.44 0.44 Clearance Time (s) 4:0 t4 0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap, (vph) 770 680 v/s Ratio Prot vfs Ratty Perm!I' 0 1 0.34 v/c Ratio 0.93 0.78 is niform elayd1 28 2 25 3 Progression Factor. 1.00 1.00 Incremental Delay d2 8 Delay (s) 46.170 30.8555 Level of<Service <D C 1 4.0 4.0 1..00 1.00 1.00 0.85 0 95 1.00 1770 1583 0.95 1.00 1770 1583 r tt 900 1900 1900 1900 1900 -1900 4.0 4.0 0.95 0.95 1.00 1.00 1.00 1.00 3539 3539 1.00 1.00 3539 3539....... 674 503 0 1352 269 0 0.94 0.94 0.94 0.94 0.94 0.94 717 535 0 1 438 286 0 717 535 0 1438 286 0 Approach Delay (s) Approach LOS I' ........................................... of 39.5 custom 51.3 51.3 ............................. 51.3 51.3 0.49 0.49 .4.0 4.0 3.0 3.0 1729 1729 c0.41 0.08 0.83 0.17 23.1 14.9 0.79 0.66 4 1 0 2 22.3 10.1 C ..... ....................: 22.3 10.1 C 8 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c > Critical Lane Group 28.4 0.88 105.0 86.1 % i-IU1tll Levelof Service Sum of last tirr e'(s) ICU Level of Service Submitted Into the public record in connection w'th. item P3 \on .> >3 .t le Priscilla A. 'tho pson City Clerk 8.0'::: i l0f7 041X34 Richard Garcia & Associates, Inc. HCM Signalized Intersection Capacity Analysis 3: NE 38 St & N. Miami Ave Electra 1 - Class II Proposed PM Peak Condition - 2008 .............. move Lane Configurations ............................... . Ideal Flow (vphpl) 1 Total Lost time (s) ............................... ....... . Lane Util, Factor Frt .................................................. Pit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) ..................................... .... Volume (vph) Peak -hour factor, PHF Adj. Flow (vph)', Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) ................................................... Lane Grp Cap (vph) v/s Ratio Prot vis Ratio Perm v/c Ratio Uniform Delay, di Progression Factor ...................................................... Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Omit 9(0 1900 1 0 0.92 0 Hcm Average Control Delay HCM Volume to Capacity ratio Actuated Cycle. Length (s) Intersection Capacity Utilization c Critical Lane Group 900 0 0 0.92 0.92 0 0 0.0 A 0 17.4 0.88 1050 79.4% 1- 4 ..................... 1900 1900 4.0 1.00 0.99 1.00 1839. 1.00 1839 .::. 5 125 0.92 0.92 5 136 0 154 Perm 13.3 13.3 0.13 4.0 3.0 233 008 0.66 43 7 1.00 69 50.6 D 50.6 D CM Level of 5 4\ 1900. 1900 ;1900 1900 1900' 4.0 4.0 1.00 0.95 1.00 1.00 0.95 ! 1.00 1770 3537 0.29 is 1.00 536 3537 12 669 1081 5 0 0.92 0.92 0.92 0.92 0.92 13 727 1175 5 0 0 727 1180 0 0 pm+pt 5 2 2 82.7 82.7 83.7 . 83 7 .'iii 0.80 0.80 3.0 5.0 3.0 3.0 787 2819, c0.27 0.33 c0,47 0.92 0.42 15.3 3.2 1.60 0.72 9.6 0.2 34.0 2.6 C A >' 14.6 8 ervtce Su€n of lost ti a <(s) ICU Level of Service 8.0 c: Perm +13 1900 1000 4.0 0,95 0.91 1.00 3210 1.00 3210 240 0.92 26'1 686 48.1 49.1 0.47 5.0 3.0 1501 0.21 0.46 189 0.90 .................. 1,0 18.0 B 18.0 B 391 0.92 425 0 Submitted Int.) i.public record in conre „i fr. with item 2-3 t cn . 43 0 Priscilla A. Th mpson City Clerk AX421 64 Richard Garcia & Associates, Inc. HCM Signalized Intersection Capacity Analysis 8: NE 46 St & N. Miami Ave Electra 1 - Class II Proposed PM Peak Condition - 2008 } Lane Configurations ideal Flow (vptpl) Total Lost time (s) Lane Utit. Factor Frt ......................................... Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) 41, II ti 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 1.00 1.00 0,95 1.00 0.95 0.96 1.00 1.00 1.00 0.99 4.0 1.00 0.94 ............................. 0.98 1723 0 90 1573 0.98 0.95 1,00 0.95 1.00 1759 1770 3534 1770 3512 0.86 0.50 1.00 0.22 1.00 1544 928 3534 418 3512 Volume`(vph) 31 18 38 10 13 10 . 31 1078 11 3' 382 a Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 : 1.j Plow (vph) 34 20 41 11 14 11 34 < 1172 12 3 415 22 Lane Group Flow (vph) 0 95 0 0 36 0 34 1184 0 3 437 0 ......................... Turn Type Pert Perm Perm Perm Protected Phases Permitted Phases Actuated Green G (s) 8.3 Effective Gree i, g (s)` 9..3 Actuated g/C Ratio 0.09 Clearance Tirrie (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap,(vph) 139 v/s Ratio Prot v/s Ratio Perm : c0 06 0.02 - v/c Ratio 0.68 0.26 Uniform<Delay;;d1 46 4 44.7 Progression Factor 1.00 1.00 Incremental 3elay . d2'. 13'ifl• to: Delay (s) 59.4 45.7 L evel c f>Service <E D Approach Delay (s) 59.4 45.7 Approach LOS; E D :: CM Average Control Delay,' 6.7 .: HCM Volume to Capacity ratio 0.43 Actuated Cycte Length (s) 105 0 Sure of lost trrrre :(s) Intersection Capacity Utilization c Critical Lane Group 8.3 ........................ 9.3 0.09 5© 3.0 137 ACM 47.6% ICU Level of Service 2 86.7 86.7 87.7 87.7 0.84 0.84 5.0 5,0 3.0 3.0 775 2952 c0.34 004: 0.04 0.40 1.5 2.1 1.44 1.34 0,1 0.4 2.2 ..: 3.3 ............................. A A 3.2 8.0 A 86.7 86.7 87 7 87;7 0.84 0.84 5Ll 50 3.0 3.0 349 2933 0.12. 0.01> 0.01 1,4 1.00 ............... 0.0 1.5 Submitted Into the public record in connect n Jith item on3 bb Priscilla A. Thompson City Clerk KilititKAXACI61 Richard Garcia & Associates, Inc. HCM Unsignalized Intersection Capacity Analysis 4: NW 36 ST & NE Miami Ct. Electra 1 - Class 11 Proposed PM Peak Condition - 2008 Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (veh/h) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) . IC, 2 stage (s) tF (s) (0 queue free % cM capacity (veh/h) 4t 1t Free Free Stop 0% 0% 0% :..:. ......:.... ........... ...................... ........ 56 767 722 16 25 36 0.92 0.92 0.92 0.92 0.92 0.92 61 834 785 17 27 39 802 4.1 None 1832 401 6.8 6.9 3.5 3.3 80 93 135 599 Volume Total Volume;.Left Volume Right cSH Volume to Capacity ......................................... Queue Length:;(ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ........................ Average Delay Intersection Capacity Utilization 339 556 61 0 0 0 817 1703 .. 0.07 0.33 2.5 A 0.9 0.0 523 279 tl 0 0 17. 1700 1700 0.31 0.16 0 0 0.0 0.0 1.4 61.0% 0.0 66 27 39 248 0.27 26 24.7 C 24.7 &/Z/77CQ°,4, 4• ,,a4. C< ICU Level of Service Submitted Into the public record in connecti n ith item PLon? 0, Priscilla A. Thompson City Clerk MitKAnCieStl Richard Garcia & Associates, Inc. RICHARD GARCIA & ASSOCIATES, INC. CoA 13117 NW 107th Avenue, Unit 4 Hialeah Gardens, Florida 33018 Phone (305) 595-7505 Fax (305) 675-6474 January 16, 2006 Ms. Adrienne L. Pardo, Esq. Greenberg Traurig, P.A. 1221 Brickell Avenue Miami, Florida 33131 Submitted record in co�li � .,�+;; i:h item FZ- 31 on a%)?3, o co Priscilla A. Thompson City Clerk SUBJECT: Addendum to Electra Traffic Impact Study dated November 14, 2005 Project No. 05-090. Dear Ms. Pardo: As requested we looked into the proposed improvements by the Florida Department of Transportation (FDOT). The primary improvement that would affect our analysis is the northbound approach on NW 36th Street and Miami Avenue. The existing condition has two (2) northbound lanes with the left being shared for left turns and the right for right turns. The proposed FDOT project will have four (4) northbound lanes as follows: A dedicated left turn lane, two (2) through lanes and a dedicated right turn lane. As such, we have revised the proposed condition signalized analysis at this intersection. The results indicate the LOS will remain at C. However, the average intersection delay will be reduced to 27.4seconds. Additionally, this was achieved with the existing signal timing. The additional lanes will give the County's Signal and Signs Division, the agency responsible for the operation and maintenance of traffic signals, more latitude with the signal operating plan. As you are aware, the previous analysis of the proposed conditions yielded acceptable LOS results. However, with the additional improvements by FDOT traffic operations are expected to remain or improve over the current conditions. Attached are the proposed Lane Configuration figure and the Highway Capacity Manual (HCM) Signalized Intersection Analysis results. Therefore, it is our conclusion the proposed Electra project meets the required standards. Should you have any questions do not hesitate to call me. It is a pleasure to work with you on this and any future projects. Respectfully Submitted, RICHARD GARCIA & ASSOCIATES, INC. Richard Garcia, P.E. cc: G. Pastoriza, file. SUBMITTED INTO THE PUBLIC RECORD FOR ITEMpEON a-n3 0(° RICHARD GARCIA & ASSOCIATES, INC. Submitted Into the publ'c record in connectiio with item ?L. 31 on y �?s 04. Priscilla A. Thompson - City Clerk Attachment A Synchro Lane Configuration Proposed Lane Config. (W/FDOT Imp.) Electra 1 - Class 11 7w��airm� W Z NE 38 St ,2 20 NW 36 6T 18 E-5T11 RICHARD GARCIA & ASSOCIATES, INC. Submitted Into the public record in connection w th item Fa. 31 on z1�3lot, Priscilla A. Thompson City Clerk Attachment B Proposed PM Peak Condition — 2008 LOS (With FDOT Improvements) HCM Signalized Intersection Capacity Analysis 1: NW 36 ST & N. Miami Ave Electra 1 - Class 11 Proposed PM Peak Condition - 2008 (W/FDOT Imp.) Movement ', a ' EBL= EBT EBR Lane Configurations Ideal Flow (vphpl)' Total Lost time (s) Lane Util Factor Frt FIt Protected Satd. Flow (prot) FIt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases 4 Actuated Green, G (s) 29.5 29.5 Effective Green, 'g (s) 29.5 29.5 Actuated g/C Ratio 0.28 0.28 Clearance Time (s) 4.0 4.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 71 987 v/s Ratio Prot 0.15 v/s Ratio Perm c0.38 v/c Ratio 1.35 0.55 Uniform Delay, d1 37.8 32.1 Progression Factor 1.00 1.00 Incremental Delay, d2 226.5 0.7 Delay (s) 264,3 32.8 Level of Service F C Approach Delay (s) 67.6 Approach .OS E I nee rsec#[ohSumm a ry.14 ' +1 1900 1900 1900 4.0 4.0 1.00 0.95 1.00 0.99 0.95 1.00 1770 3512 0.14 1.00 254 3512 zWBt ,,FWBTWBRNB1fiNBT NBR .SBL- T r* ++ 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 0.85 1.00 1.00 0.85 0.95 1.00 1.00 0.95 1.00 1.00 1770 1863 1583 1770 3539 1583 0.29 1.00 1.00 0.39 1.00 1.00 546 1863 1583 719 3539 1583 94 505 27 78 '' 445 133 12 0.98 0.98 0.98 0.98 0.98 0.98 0.98 96 515 28 . 80 454 136 12 96 543 0 80 454 136 12 1125 153 0.98 0.98 1148 156 1148 156 SBR 11+ 1900 1900 1900 4.0 4.0 1.00 0.95 1.00 0.95 0.95 1.00 1770 3357 0.19 1.00 359 3357 155 405 212 0.98 0.98 0.98 158 413 216 158 629 0 Perm Perm Perm HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 27.4 0.89 105.0 83.0%0 Perm Perm Perm 8 8 2 29.5 29.5 29.5 67.5 29.5 29.5 29.5 67.5 0.28 0.28 0.28 0.64 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 153' 523 445 462 0.24 0.15 0.09 0.02 0.52 0.87 0.31 0.03 31.8 35.9 29.7 6.8 1.00 1.00 1.00 1.00 3.2 14.2 ` 0.4 0.1 35.0 50.1 30.1 6.9 D i DC A 44.2 D HCM Level of Service Sum of lost time (s) ICU Level of Service 67.5 67.5 0.64 4.0 3.0 2275 0.32 2 67.5 67.5 0.64 4.0 3.0 1018 6 67.5 67.5 67.5 67.5 0.64 0.64 4.0 4.0 3.0 3.0 231 2158 0.19 0.10 c0.44 0.50 0.15 0.68 0.29 9.9 ` 7.4 12.0 8.2 1.00 1.00 0.77 0.63 0.8 0.3 14.3 0.3 10.7 7.7 23.5 5.5 B A C A 10.3 9.1 B' A C 8.0` Submitted Into the public record in connection with item rZ• 3t on � s3 0� Priscilla A. Tho pson City Clerk Richard Garcia & Associates, Inc.