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HomeMy WebLinkAboutBooklet Exhibit E• 1\I it\ RRCHARID GARC!A AND ASSOCIATES This addendum is supplementary to the initial two reports. The development has been reanalyzed to show the impact of a driveway closure at 58th Street. The development now only has one point of egress and ingress. The results of the update show no significant change from the original analysis. Again, the analysis shows that all aspects of the project are acceptable and fail within Level of Service thresholds developed by the City of Miami. The following details the results of a further traffic impact study for KUBIK DEVELOPMENT. The purpose of this study was to identify the traffic impacts associated with the driveway closure at 58th Street for the project, which will be located at the intersection of NE 4th Court and Biscayne Boulevard. in its most aggressive form, the project will consist of 293 residential condominium units along with approximately 4,106 square feet of quality restaurant and 35,350 square feet of specialty retail. All other alternatives presented to date are less intensive than the one analyzed herein, and therefore will have less of an impact. 41116isting and future Traffic Performance PM peak hour turning movement counts were taken at Biscayne Boulevard and NE 56th Street and NE 4th Court and NE 56th Street. Traffic performance was calculated at two signalized intersections and two unsignalized intersections in the vicinity of the project. Results of the analysis indicate that no study intersections will operate worse than LOS D. (LOS E+ is acceptable). • The intersection of Biscayne Boulevard and NE 54th Street will operate at LOS B ▪ The intersection of Federal Highway and NE 54th Street will operate at LOS D (an improvement from the two driveway alternative which operated at D+) a The unsignalized intersection of Biscayne Boulevard and NE 58th Street will operate at LOS A now and in the future. • The unsignalized intersection of NE 58th Street and NE 4th Ct will operate at LOS A now and in the future. • Traffic Impact Analysis C:tDacuco is and SeUmgedniclt.ocal SettingatTemparary Internet Files:ConientlE558S3Z6S1M2004,04,1ihik-h1vapADDENDU+d 2 (1).dac aredor Analysis A corridor analysis was performed as called for in the Miami DRI. Here, person trip volume and capacity analysis were examined. All segments perform better than the required LOS E. Appendix E provides for a full analysis worksheet for reference. This represents no change from the initial analysis Tabled 3: Person Trip Volume and Capacity Analysis ROADWAY Roadway Segment Total Sognment FROM TO DIR MIAMI ADOPTED LOS Roadway LOS TOTAL SEGMENT LOS EXISTING CONDITION (Seasonall), Adjusted) Biscayne Blvd. 0 NE 62 St NE 61 St SB E C C NE 61 St NE 54 St SB E C C NE 54 St NE 50 Terr SB E C C Biscayne Blvd. NE 50th Terr NE 54 St NB E D C NE 54 St NE 61 St NB E D D NE61 St NE62St NB E F D NES4St Biscayne Blvd. Ne 2nd Ave EB E B C NE 2nd Ave Biscayne B WB E B B NE 61 St Ne 2nd Ave 1 Biscayne B EB E B C NE 62 St Biscayne Blvd. Ne 2nd Ave EB E B B WITN BACKGROUND TRAFFIC (2005) Biscayne Blvd. NE 62 St NE 61 St SB E C C NE 61 St NE 54 St SB E C C NE 54 St NE 50 Terr SB E C C 11/ Biscayne Blvd. NE 50th Terr NE 54 St NB E D C Traffic Impact Analysis C:SDocumenis and Seair;stiaktlucal Settings\Temporary Internet Files1Conty¢1E51883.7ASI 112(i44€14.1Libi1;MvspADI E*tDUM 2 (1).doc NE 54 St NE 61 St NB E E D NE 61 St NE 62 St NB E F D NE545t Biscayne Blvd. Ne 2nd Ave EB E C C NE 2nd Ave Biscayne B WB E B B NE 61 St NE 2nd Ave Biscayne B EB E B C NE 62 St Biscayne Blvd. NE2nd Ave EB E B C WITH PROJECT AND BACKGROUND TRAFFIC 0005) Biscayne Blvd, NE 62 St NE 61 St SB E C C NE 61 St NE 54 St 5B E C C NE 54 St NE 50 Terr SB E C C Biscayne Blvd. NE 50th Terr NE 54 St NB E D C NE 54 St NE 61 St NB E E D NE 61 St NE 62 St NB E F D NE 54 5t Biscayne Blvd. Ne 2nd Ave EB E C C NE 2nd Ave Biscayne B WB E B B NE61St Ne 2nd Ave Biscayne B EB E C C NE62St Biscayne Blvd. Ne 2nd Ave EB E B C Recommendations It is recommended that the City approve this development in regards to its impact due to the traffic it generates. Traffic does not violate or surpass any LOS standards accepted by the City. KWViZ MUSP Traffic impact Analysis C:Wocurnaro and SettingstinMocei Settingsaempocary Sntemet FikisContentlE5 8133MSD112004,04XbikbluspADDR.NDUM 2 (1).doc 4 • • • MINHEI LP Traffic Impact Analysis CADocurnents and Setringsnank-NLocal Settings\Temporary Internet FileiContent.151313326SD112004,04,1<kildquspADDENDUM 2 (1).doc • Richard Garda at Associates, Inc. 2468 SW 8th Street Miami, Florida 33135 (305) 595-7505 File Name : PM TMC Site Code : 00000000 Start Date : 3/30/2004 Page No : 1 Groups Printed- Unstinted NE 4AVE NE58ST NE4AVE NE58ST From 'forth From East From South € Frnm West Start Start Time Rif Thr I i eft Ped App. Rig j Ti1r Left I Ped App. Rig Thr Left Ped I App. , Rig j Thr 1 Left ! Pad App. Int. 1 ht E d I .__...___ s Total_ ht u ' 5 Total ht a s , Total 1 ht i its Total Total Factor 1.0i 1.0. .0 1.0 1.0 1.3� 1,0I 1.0 1.0 1.d 1.0 1.01 1.0I 1.0r1.0 1_0 04:00 PM 0 15 2 0 17 2 0 5 0 7 4 51 9 1 56 i 0 0 0 0 0 80 j 04:15 PM 0 19 0 0 19 0 0 4 1 5 1 86 0 0 87 j 1 0 0 0 1 112 0420 PM 0 20 0 0 20 2 0 3 0 5 4 86 0 0 90 ' 0 0 0 0 0 115 04:45 PM 0 21 2 1 24 0 0 2 0 2 3 94 2 0 99 0 0 1 0 1 126 Total Q 75 4 1 80I 4 0 14 1 19 12 317 2 1 332I 1 0 1 p 2 1 433 05.00 PM 0 21 2 2 25 5 0 1 0 6 05:15 PM 0 35 2 0 37 5 0 9 0 14 05:30 PM 0 32 2 1 35 4 0 7 1 12 05:45 PM 0 28 2 1 31 _.. 5 0 8 0 13 Total 0 116 8 .4 128 19 0 25 1 45 Grand Total Apprch % Total % • • 0 191 12 5 208 0.0 9 $ 5.8 2.4 0.0 1 3 1.2 0.5 19.9 23 0 39 2 64 355 0060 3.1 2.2 0.0 3.7 0.2 6.1 2.0 3 98 0 0 1011 0 0 00 0 2 119 0 0 121: 0 0 0 0 0 2 106 1 0 1091 0 0 0 0 0 2 102 1 1 106 I 0 0 0 0 0, 9 425 2 1 437 ipp 0 0 0 0 01 21 742 4 2 709 i 1 0 1 0 2 2.7 0.5 0.3 0 0.0 5 0.0 71. 1 0.4 0.2 73.7 0.1 0.0 0.1 0.0 0.2 tJ Z 0 E 4AVE ©+A a Taal I 2118 r-9741 [ 71561 © 1911 IV 51 F2iphi Thru Left Pads 4-I 1 L, pr3pfXJt14 41Id:0o PM 1 r.13o7ID04 5'4510 PM Unshrtied 41 it. Left Tutu Right Peels 1 41 r421 211 2] I 1 2a1J E_ 7 1 .._ i0,01 Our 1 Total tiE 4 AYE 132 172 156 150 610 1043 MUMgt WM!. 6 Traffic Impact Analysis C:lfoclanen0 and Settingslinlaocal Sedan ssvramporary IniernetFileslContent.iE518B3Z5Spll2004,o4,xiibikMuspAD0ENDUM 2 (1).doe • Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami, Florida 33125 (305) 595-7505 File Name : USi&58 Site Code : 00000000 Start Date : 3/30/2004 Page No : 1 Groups Printed-tinshi9ed E - US1 i1E58THST [ US NESBTHST From North From East From South From West ____i Start I Left I PP'Lett pp. 1 Left EApp. i RigThr j Let Red App.i Ink Start Time Rht i1~u I Peel 1 Total Right Thr Pei Total i RigThrThu Peel 1 Total L,- ! u a Total I Total702 Factor ; 1.0� 1.0 : 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1,0 I 1.0 ; ! 1.0,, 1.01 1.0 I 1.0 04:00 PM 3 294 15 1 313 1 0 5 0 6 2 389 4 1 376 4 0 0 3 04:15 PM 2 285 15 1 303 1 0 4 0 5 11 314 6 0 331 1 0 1 1 3; 642 04:30 PM 1 265 14 1 281 1 0 2 2 5 10 339 9 0 358 j 3 0 0 0 5' 649 04:45 PM 1 254 19 1 275 0 1 0 0 1 99 8 293 4 0 395 3 0 0 0 3 584 Total 7 108 63 4 1172 3 1 11 2 17 : 31 135 23 1 13701 13 0 1 4 18 ; 2577 05:00 PM 0 191 6 1 198 06:15 PM 2 228 28 2 260 05:30 PM 2 236 22 1 261 05:45 PM 2 219 25 0 246 Total 6 674 81 4 965 GTotai rand 13 192 144 8 2137 Apprch 4 0.6 9 3 6 7 0.4 Total % 0.3 3 3 2.9 0,2 42.5 0 0 3 1 O 1 1 0 O 1 2 0 O 0 2 1 4� 2 3 3 O 2 8 2 12 6 307 S 0 321 2 0 2 2 6 529 9 355 15 0 382 2 0 0 0 2 646 11 363 12 1 387 2 0 1 1 4 655 13 342 10 0 365 2 0 0 0..-_ 2 616 39 13© 45 1 1455 6 0 3 3 14 2446 3 3 19 4 29 70 265 68 2 2825 21 0 4 7 32 10. 10. 65. 13. 2.5 . 95. 24 0.1 65. 0.0 12. 21. 3 3 5 6 • 0 6 5 9 0.1 0.1 0.4 0.1 0.6 1.4 5 3 1.4 0.0 56.2 0,4 0.0 0.1 0.1 0.6 • 0 r ti • OW rn Tab i� Z692'j j 21371 l 4829j i 1952T 1461 8� Right Thou Leif Peels 4✓ I -> .s, Mob 4. :GOPM 5:45:49 PA7 On5hirted I. F4 Lett Ttru rdG14 Pede 681 26851 79; 1 J ( 2a72 r2a251 i 483 Our In Total US.1 3 5023 MANN AR@>1'SP 7 Traffic Impact Analysis C:1Documents and Settrigs\inkkLocal SetiingsiTemporaytrrtemct FileslContent.UE51883Z4SD1124t34,04,KibikMuspADDENDUM 2 (1).doc • • • =MDT MP Traffic Impact Analysis Cf Dooment. and Settings \inielocal Sdthngs \ Temporary Inteatet ffies-ContentIESSB2ZSDV12004,04,KibikMuspADDDIDUM 2 (1).doc • KUBIK MUSP PM PEAK. COMMITTED & PROJECT (W/0 D/W on 58 St) SIGNAL2000/TEAPAC[Ter 1.01.001 - Capacity Analysis Summary 03/31/04 10:07:17 Intersection Averages for Int # 4 -- FEDERAL HWY & 54 ST Degree of Saturation (v/c) 0.55 Vehicle Delay 46.2 Level of Service D Sq 32 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 LD/** /1\ 1 North 1 A <+ + 4.> ++++ + + + V + + + A + I v G/C=0.114 G= 12.0" Y+R= 3.0" OFF= 0.0% G/C=0.229 0= 2N . 0" Y+R= 4 . 0 " OE'!'=14.3 % G/C=0.095 1 G/C=0.429 I G= 10.0" 1 G= 4 5.0 " 1 Y+R= 3.0" 1 Y+R= 4.0" 1 OE'Fµ41.0% I O F=53.3% 1 C=105 sec G= 91.0 sec 86.7% Y=14.0 sec = 13.3% Ped= 0.0 sec = 0.0% 1 Lane 1width/1 g/C 1 Service Rate! Adj I I HCM 1 L 1 Queue 1 1 Group 1 Lanesl Reqd Used 1 @C (vph) @E (Vol:„nel v/c I Delay 1 S (Model 11 N Approach 37.2 0+ 1RT+TH 112/1 10,244 10.229 1 113 1 400 1 152 10.373 1 36.7 I 0+1 180 ftl 1 LT 1 12/1 10.261 10.229 1 22 1 66 1 38 10.463 1 39.0 1 0+1 49 ftl S Approach 66.8 E+ RT TH LT 112/1 10.276 10.505 1 692 1 1 12/1 10.407 10.371 1 504 1 1 12/1 10.254 10.114 I 1 1 799 1 202 10.253 I 15.5 1 B 1 163 ftl 692 1 594 10.858 1 43.5 I 0+1 778 ftl 179 1 239 11.183 1 168.0 1 s 1 530 ftl E Approach 11.1 B+ RT 1 12/1 10.190 10.552 1 799 I 875 1 22 10.025 I 10.7 18+1 14 ftl TH+LTI 24/2 10.208 10.552 1 1879 1 1953 j 191 10.098 1 11,1 1 B+I 66 ftl W Approach 16.5 B RT TH LT 1 12/1 10.221 10.581 I 853 1 920 1 118 10.128 1 10.0 1 8+1 74 ftl 1 12/1 10.235 10.429 1 673 1 798 I 193 10.242 1 19.3 I B 1 166 ftl 1 12/1 10.229 10.429 1 404 1 504 1 101 10.200 I 19.0 I H I 88 ftl Traffic Impact Analysis C:lDocnrnems and Satargstirklz.o=lSettings\Ts=poreryInternet Fil SContent.[ES8 Z6S1)112604,04,KibikMuspADDENDUM2 (I).doc • KUBIK MUSP PM PEAK COMMITTED & PROJECT (W/O D/W on 58 St) SIGNAL2000/ -PAC[Ver 1.01.00] - Capacity Analysis Summary 03/31/04 10:00:52 Intersection Averages for Int # 3 - BISCAYNE BLVD & NE 54 ST Degree of Saturation (v/c) 0.69 Vehicle Delay 18.4 Level of Service B Sq 31 I Phase 1 1 Phase 2 1 Phase 3 LG/** /1\ North + + <+ + ++++ + + v + + ++++ v G/C=0.524 1 G/C=0.105 1 G/C=0.229 G= 55.0" 1 G= 11.0" 1 G= 24.0" Y+Rm 5.0" 1 Y+R= 5.0" 1 Y+ i= 5.0" OFF= 0.0% € CFF=57.1% 1 OFF=72 , 4% C=105 sec G= 90,0 sec = 85.7% Y=15.0 sec = 14.3% Ped= 0.0 sec = 0.0% 1 Lane 1Width/1 g/C Service Rate' Adj 1 1 HCM 1 L 1 Queue 1 1 Group j Lanesl Reqd Used @C (vph) @E 1Volumel vie 1 Delay 1 S 1Model 11 N Approach 18.5 5 1 RT 1 12/1 10.274 10.800 1 1264 1 1267 1 197 10.155 1 2.7 1 A 1 75 ft1 1 TH 1 24/2 10,419 10.524 1 1753 1 1954 1 1287 10.694 1 20.9 1 C+1 698 ft1 S Approach 15.6 5 1 TH+LT1 24/2 10.573 10.676 1 2380 1 2383 1 1951 10.819 1 15.6 1 8 11139 ft1 W Approach 31.2 C 1 RT 1 12/1 10,227 10.381 1 469 1 603 1 117 10.194 1 21.9 1 C+1 107 ft1 1 LT 1 24/2 10.225 10.229 1 336 1 785 1 311 10.396 1 34.7 1 C 1 186 ft1 =IR MUSE) Traffic impact Ariaiysis 0A-P. =mts and S Slinky.ocsi SeilingsTanpmwy lntemei Files\C_omentIE518B3Z6SD1k2404,O4,KiibikMusp.ADDD JDUSM 2 (1).doc • • PM Peak (Existing) NE 58 St & NE 4 Ct HCM Unsignalized Intersection Capacity Analysis Movement WVBL VVBR NBT NBR SBL SBT Lane Configurations 4 Sign Control Stop Free Free Grade 0% 0% 091,, Volume (vOOM) 27 21 460 10 9 126 Peak Hour Factor 0.92 0.92 0.92 0.92 0,92 0.92 Hourly flow rate (vehTh) 29 23 500 11 10 137 Pedestrians Lane Width (ft) Walking Speed (ftts) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 vC, conflicting volume 652 505 511 vC1, stage 1 conf vol 505 vC2, stage 2 conf vol 157 tC, single (s) 6.4 6,2 4,1 -C, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 p0 queue free % 94 96 99 cM capacity (vehTh) 504 567 1054 Direction, Lane # WB 1 NB 'I Se 1 Volume Total 52 511 147 Volume Left 29 0 10 Volume Right 23 11 0 cSH 530 1700 1054 Volume to Capacity 0.10 0.30 0.01 Queue Length (ft) 3 0 1 Control Delay (s) 12.5 0.0 0.6 Lane LOS 8 A Approach Delay (s) 12.5 0.0 0.6 Approach LOS B intersection Summary Average Delay 1.1 Intersection Capacity Utilization 37.0% ICU Level of Service A HCM Unsignatized Intersection Capacity Analysis Page 1 • floridlvl7-AA51 RUBE 111USP Traffic Impact Analysis C:1Documents end Setii:igsrmictiLoca1 Satiings'Temporary Internet FileslContentlES8B3ZfiSD112004,04,KtbikMuspAODENDUM 2 (1).doc • • • PM Peak (Existing) NE 58 St & NE 4 Ct Intersection Capacity Utilization Movement WOL WER NET NBR SBL SET Lane Configurations ¥ 4 Volume (vph) 27 21 450 10 9 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Peel Button Pedestrian Timing (s) Free Right No No ttieat Flow 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 Adjusted Volume (vph) 29 23 500 11 10 137 Volume Combined (vph) 52 0 511 0 0 147 Lane Utilization Factor 1.00 1,00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0.91 0.85 1.00 0.85 0.95 1.00 Saturated Flow (vph) 1725 0 1894 0 0 1894 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 Ped intf Time (s) 0.0 0.0 0.0 0,0 0.0 0.0 Pedestrian Frequency (°%)0.00 0.00 0.00 Protected Option Allowed No No No Reference Time {s) 0.0 0,0 Adi Reference Time (s) 0.0 0.0 Permitted Option Allowed No Yes Yes Adj Saturation A (vph) 1894 1590 Reference Time A (s) 32.4 10.3 Adj Saturation B (vph NA NA NA Reference Time B (s) NA NA NA Reference Time (s) 32.4 10.3 Adj Reference Time (s) 36.4 14.3 Split Option Ref Time Combined (s) 3.6 32.4 0.0 9.3 Ref Time Seperate (s) 2.0 31.7 0.7 8.6 Reference Time (s) 3.6 32.4 9.3 9.3 Adj Reference Time (s) 8.0 36.4 13.3 13.3 Summary WE NB SS Combined Protected Option (s) NA NA Permitted Option (s) NA 36.4 Split Option (s) 8.0 49.7 Minimum (s) 8.0 36.4 44.4 Right Turns Adj Reference Time (s) Gross Thru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) intersection Summary intersection Capacity Utilization 37.0% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. A intersection Capacity Utilization flondtv17-AA51 Page 1 Traffic impact Analysis C:1Doeutnerns and SettiiSs4 n1 Lacer Settings1Tempcnary Internet Files1Cadeat1E51883Z5Sont2o04,o41UbikMt3spADDENDUM 2 (1).doo • • • PM Peak w/ Comm a- Project Biscayne Blvd, & NE 58 St HCM Unsignalized Intersection Capacity Analysis t ra` 4/ Movement EBL EBT EBR WBL WBT WBR NBL i\!BT BR SBL Si3T SBR Lane Configurations . a 4 +'` Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh(h) 26 0 29 11 1 3 51 1368 32 66 1142 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vehth) 28 0 32 12 1 3 55 1487 35 72 1241 21 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) vC, conflicting volume 2253 3028 631 2411 3021 761 1262 1522 vC1, stage 1 conf vol vC2, stage 2 conf voi tC, single (s) 7,5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 93 6 89 99 90 83 chi capacity (veh/h) 17 10 424 13 10 348 547 434 Direction, Lane # EB 1 VVB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 60 16 55 991 530 72 828 434 Volume Left 28 12 55 0 0 72 0 0 Volume Right 32 3 0 0 35 0 0 21 cSH 34 15 547 1700 1700 434 1700 1700 Volume to Capacity 1.78 1.06 0.10 0.58 0.31 0,17 0.49 0,26 Queue Length (ft) 166 63 8 0 0 15 0 0 Control Delay (s) 628.1 555.6 12.3 0.0 0.0 14.9 0.0 0.0 Lane LOS F F B B Approach Delay (s) 626.1 585.6 0.4 0.8 Approach LOS F F Intersection Summary Average Delay 16.4 Intersection Capacity Utilization 59,9% ICU Level of Service A HCM Unsignalized intersection Capacity Analysis tloridlv17-AA51 Page 1 KUBOX' ASP 13 Traffic impact Analysis C:1Docw¢ens and Settingsdniancal SettingslTentporary Internet Files \Conrail1E518S3Z6SD112004,O4.Ka'bikMuspADDENiWM 2 (1).doc • PM Peak wf Comm + Project Biscayne Blvd. & NE 58 St Intersection Capacity Utilization 4-- - 41. d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SIB Lane Configurations '11 f 11 44 Volume (vph) 26 0 29 11 1 3 51 1368 32 86 1142 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0_92 0.92 0.92 9.92 0.92 Pedestrians Ped Button Pedestrian Timing (s) Free Right hto No No No Ideal Row 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 Refr Cycle Length (s) 120 Adjusted Volume (vph) 28 0 32 12 1 3 55 1487 35 72 1241 21 Volume Combined (vph) 0 60 0 0 16 0 55 1522 0 72 1262 0 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0,95 1.00 1.00 0.95 1.00 Turning Factor (vph) 0.95 0.90 0.85 0.95 0.93 0.85 0.95 1.00 0.85 0.95, 1.00 0.85 Saturated Flow (vph) 0 1708 0 0 1775 0 1805 3605 0 1805 3609 0 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ped Intl Time (s) 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Frequency (%) 0.00 0.00 0.00 0,00 Protected Option Allowed No No Yes Yes Reference Time (s) 0.0 0.0 3.7 50.7 0.0 4.8 42.0 0.0 Adj Reference Time (s) 0.0 0.0 8.0 54.7 0.0 8.8 46.0 0.0 Permitted Option Allowed Yes Yes No No Adj Saturation A (vph) 854 1350 Reference Time A (s) 4.4 0.4 Adj Saturation B (vph 0 0 0 0 Reference Tirne B (s) 9.9 12.2 8.8 9.1 Reference Time (s) 4.4 0.4 Adj Reference Time (s) 8.4 8.0 Split Option Ref Time Combined (s) 0.0 4.2 0.0 1.1 Ref Time Seperate (s) 1.9 0.0 0.8 0,1 Reference Time (s) 4.2 4.2 1.1 1.1 Adj reference Time (s) 8.2 8.2 8.0 8.0 Summary EB WB NB SB Combined Protected Option (s) NA 63.4 Permitted Option (s) 8.4 NA . Split Option (s) 16.2 100.6 \Ulinimum (s) 8.4 63.4 Right Tums 71.3 3.7 50.7 3.7 49.5 50.7 50.7 54.7 54.7 4.8 42.0 4.8 41.3 42.0 42.0 46.0 46.0 Adj Reference Time (s) Cross Thru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) Intersection Summary Intersection Capacity Utilization 59.9% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. A iritersection Capacity Utilization Page 1 floridivl7-AA51 Traffic Impact Analysis CtDoomnenls and Seftings\ink^\Local Settiirgs1%mporary Internet Files\ContentIE5V8B37,6SDI420a4,04,KibikMusgADDENDUM 2 (1).doc • PM Peak wf Comm -i- Project NE 58 8t & NE 4 Ct Intersection Capacity Utilization Movement W8L W9R NBT NBR S9L SBT Lane Configurations 4 Volume (vph) 66 21 470 50 9 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Ped Button Pedestrian Timing (s) Free Right No No Ideal Flow 1900 1900 1900 1900 1900 1900 Lost Time (s) 4.0 4,0 4.0 4.0 4.0 4.0 Refr Cycle Length (s) 120 Adjusted Volume (vph) 72 23 511 54 10 150 Volume Combined (vph) 95 0 565 0 0 160 Lane Utilization Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Factor (vph) 0,93 0.85 0.99 0.85 0.95 1.00 Saturated Flow (vph) 1762 0 1873 0 0 1894 Minimum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 Ped Intf Time (s) 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Frequency (%)0.00 0.00 0.00 Protected Option Allowed No No No Reference Time (s) 0.0 0.0 Adj Reference Time (s) 0.0 0.0 Permitted Option Allowed No Yes Yes Adj Saturation A (vph) 1873 1590 Reference Time A (s) 36.2 11.3 Adj Saturation B (vph NA NA NA Reference Time B (s) NA NA NA Reference Time (s) 36.2 11.3 Adj Reference Time (s) 40.2 15,3 Split Option Ref Time Combined (s) Ref Time Seperate (s) Reference Time (s) Adj Reference Time (s) 6.4 4.9 6.4 10.4 36.2 32.7 36.2 40.2 0.0 0.7 10.1 14.1 10.1 9.5 10.1 14.1 Summary VVB NO 5B Combined Protected Option (s) NA NA Permitted Option (s) NA 40.2 Split Option (s) 10.4 54.3 Minimum (s) 10.4 40.2 50.7 Right Turns Adj Reference Time (s) Cross 17rru Ref Time (s) Oncoming Left Ref Time (s) Combined (s) Intersection Summary intersection Capacity Utilization 42.2% ICU Level of Service Reference Times and Phasing Options do not represent an optimized timing plan. A Intersection Capacity Utilization Page 1 floridlvlTAA51 KURR CZ :MOP Traffic Impact Analysis C:1Docmrse0 and Settings \u1/L-V1., 1 Setlinp1Teniporary Internet flles\Content.[E5 BB3Z5SD 1V2004,04,KibikMu pADDENDU14 2 (1).doc • PM Peak mil Comm + Project NE 58 St & NE 4 Ct HCM Unsignaiized Intersection Capacity Analysis Movement WBL WBR NBT NBR SBL SBT Lane Configurations V 4 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 66 21 470 50 9 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 72 23 511 54 10 150 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 vC, conflicting volume 708 533 565 vC1. stage 1 conf vol 538 vC2, stage 2 conf vol 170 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) 5.4 tF (s) 3.5 3.3 2.2 pit queue free % 85 96 99 cM capacity (veh/h) 484 543 1007 Direction, Lane 4# WJUB 1 NB 1 SB 1 Volume Total 95 565 160 Volume Left 72 0 10 Volume Right 23 54 0 cSH 497 1700 1007 Volume to Capacity 0.19 0.33 0.01 Queue Length (ft) 17 0 1 Control Delay (s) 13.9 0.0 0.6 Lane LOS B A Approach Delay (s) 13.9 0.0 0.6 Approach LOS B Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 42.2% ICU Level of Service A NC114 Unsignalized intersection Capacity Analysis Page 1 fioridiv17-AA51 os CUSP .Traffic Impact Analysis C.Dactm=ents and Settingsli ii5Local Senings\Tempoxary Interne Ftles3Ca¢sten UEsaB3Z6SDn2ona,as,Riv kMnspA.DOENDU'M 2 (1).doc • • KUM -,AILISP Traffic impact Analysis CADacurnent15 and Settingitaiklocal Setting*Tertgareo Wand FilaiConteraJE558133Z6SIII 2004,04,KibikMusPADDENDLIM 2 (1).doo • INTERSECTION APPROACH VOLUMES INTERSECTION NAME APPROACH thOVEDA T PM PEAK NR COUNT PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH RATE 2% No. Oh sears 3 0nmiedted 0svakap0eres Net 13316c wf'3 PrejeC7 Jar Committed Site Traffic Assignment (%g1NI Sipe Traffic Ass}gnment (94-0UT1 Ma Traffic (VPH1 Site rr5flo in Poreon- Tripss(Vete Sea Tr54: in Parlors. Tres. Maned) Total Traffa (VPHj Tole( Trslfsc En Person - Trips (Vat) 81532758 BLVO. 1 NE 62 8T 7704470080134401 Nth 79 81 079 0 55 14 8 42 2 QQq4 132 17BT 11538 1875 1990 1990 21 18 23 2006 2848 NSR 11 11 12 12 0 0 12 17 TOTAL 1836 1967 2087 0 2a37 0 32 25 34 g 2111 2858 SOLITHUOUND 3BL 3 3 8 3 0 0 2 3 5 881 1172 1105 1268 1259 21 20 28 1289 1604 8044 53 101 107 107 9 0 ' 987 150 TOTAL 1274 1289 1378 0 1379 24 0 20 26 2 1395 1889 EASTBOUND E81. 0 0 0 0 0 0 0 0 0 86T 0 0 0 0 0 0 0 0 EB1T 0 0 0 0 0 a 0 0 TOTAL 0 0 D 0 0 0 0 0 0 0 0 0 WESTBOUND W81. 8 8 9 9 0 0 0 9 12 VJBT 2 2 2 2 0 0 2 3 W9R 8 6 9 9 0 0 6 12 TOTAL 8 16 19 0 19 0 0 0 0 0 18 27 TOTAL 3220 9284 3485 0 3485 24 32 ,d5 53 4 3830 4942 2 816327711E BIND.! 2056181' NPR'€MBDllND NB L 0 0 D 0 0 0 2 0 0 NFiT 1722 1756 18B4 1884 32 25 34 1606 2044 FM 5 6 aT 5 0 0 5 9 TOTAL 1727 1762 1869 8 1669 0 32 25 34 2 9554 2651 tiOUTHBO#1ND 786E 3 3 3 3 0 0 2 3 5 861 1175 1100 1272 1272 21 20 28 1282 9806 SBK 0 0 0 0 0 0 0 0 TOTAL 1178 1202 1275 0 1276 21 0 26 28 2 1295 1913 EASTBOUND097 ESL 145 148 157 157 0 7 1 167 22A 17 17 18 18 0 0 18 26 EBR 64 86 102 102 11 11 15 112 157 TOTAL 265 281 277 0 277 11 0 11 15 1 258 403 WESTBOUND MIL 12 12 13 13 0 0 0 13 16 War 0 0 0 0 9 0 0 0 WEIR 39 31 32 32 0 0 32 45 TOTAL 42 43 45 0 45 tl 0 0 0 8 48 64 TOTAL 3203 3267 3467 0 3467 32 32 55 77 5 3522 4931 BISCAYNE BLVD..1 NE 54 ST NORTHBOUND NM 183 138 144 144 0 0 3 144 202 NST 1464 1493 1586 1505 28 27 38 1612 2268 NBR 0 0 0 0 0 0 0 {) TOTAL 1597 1829 17.28 0 1728 25 0 27 38 3 1786 2458 5DUTHSOUND sal. 0 0 0 a 0 0 3 0 0 BST 1058 1080 1145 1146 15 11 16 115E 1521 89R 142 145 154 154 24 5 23 32 1Tf 248 Ts TAL 1201 1226 1300 0 1300 20 20 35 48 3 1828 4 9Otta EASTBOUND EBL 254 294 286 ; 280 0 0 1 280 302 EBT 0 0 0 0 0 0 0 0 508 85 00 95 85 13 10 14 105 147 TOTAL 347 364 974 0 378 0 13 10 14 1 386 640 WESrBDUNp WBL 0 0 0 0 0 0 0 0 3 WBT 0 0 0 0 0 0 0 0--0� a IN 0 0 0 0 0 0 TOTAL 9 0 t4 6 0 0 0 0 0 0 b 0 TOTAl. 3 4 0 04 0 04 39 72 100 7 3476 4656 Notes. 1 20C data provided by Mateo Enginea4ng 2 Week 37 seasonal fatter of 1,02 Tot eategoy 8700 Miami -Dade Negh chip ncdl Wn F001'e •6172522 3 Project i6 ekpeclea 10 have a bu lk:Tout in 3 years. 4 Cessr 0ii E65c:a7rre is the only 43330101163 451410xceed. M8Never, no trarfa data Is yet avallahle. $ These voh:rnes were utiized as the base {existing) candiiian. 6,7 Percentage 07 Batfic asalgmwn6 from trait Assignment Figures. a Site trac5e a55ign0d t6 the i11e561hant (Perwnt limas Nei Veh Trips), 0 Blle eielcs0000rlee (o Psrsan-Trips by mulllplying by 1-4- 10 See Baffle assigned l01he 176541 carrL7or (Pleural times Net Person Trips in Transit). 11,12 Committed end Silo Pm(0Gt trot*: Loma in intersection and cockier analysis. Shoat 1 el • lc) INTERSECTION APPROACH VOLUMES 6. im 12 w • 9 INTERSECTION NAME APPROAOII MOVEMENT Pal PEAK BR COUNT r PEAK SEASONAL ADJUSTMENT x BACKGROUND GROWTH RATE2% Na. of Years 3 a Comnlided Develop/anis a Nal TraFdo wlo Protect wl Coillrnliled s Site Tra01C Assignment f46-IN) a Site TWOS Aseigrv7e15 �h.OUT) 0 Site Traffic NPR) 6 Sae Traffic In Person- Trips (vent s She Tratrlc in Ramon- Trips {Translil fe Iola) Track (VPH} i1 Toss, 7reite in Perugia• Tnps (Van) Jd 4 FED 1•11.1W f NE 54 ST 01081116011NU NSl 199 203 205 215 0 0 1 215 302 NBT 485 40525 525 10 10 13 535 745 NBR 159 171 182 182 0 0 192 2665 TOTAL L,,,,,,_.. 852 185 1122 0 622 1a 0 10 13 1 932 130$ 50UTYiBOi1N0 SR 22 22 24 - 24 13 10 14 3 34 47 SST 9d 86 91 01 10 8 11 99 138 SSR 27 28 29 29 12 9 13 36 54 TOLAL 133 136 144 0 144 0 36 27 36 3 171 238 EASTBOUND E565, t• 89 70 75 75 17 16 23 2 91 127 EST 161 1B4 174 [ 174 0 0 174 244 EBR 98 100 106 109 0 0 105 149 TOTAL 326 338 386 0 356 17 0 16 23 2 371 520 WESTBOUNDWET WBL 3 9 3 3 0 0 2 3 5 153 156 . 166 Ma 5 4 5 180 237 538 1 1 1 1 20 15 27 20 20 TOTAL 157 160 170 0 170 , 20 6 29 32 2 1113 270 TOTAL 1470 1499 1591 0 1591 47 40 76 105 7 1667 2334 6 BISCAYNE 33L412.1 NE 59 ST NaRTHapUNO 0181 23 23 24 24 28 27 39 3 31 71 NBT 1515 1202 1365 1360 0 0 1358 1915 NBR 31 30 52 32 0 0 32 45 TOTAL 1326 1342 1424 0 1424 28 0 27 36 3 1461 2031 501J'TM803740 SUL 63 62 66 88 0 0 1 ea 62 SST 1098 1076 1142 1142 0 0 1142 1889 5E14 7 7 7 7 12 12 16 19 26 TOTAL 1188 1148 1216 0 1218 12 0 12 16 1 1226 1712 EASTBOUND ESL 1 1 1 1 32 25 34 4 25 35 ER7 0 0 0 0 0 0 0 0 909 13 13 14 14 20 15 21 29 40 TOTAL 14 14 16 0 15 0 62 40 66 4 54 76 'WESTBOUND W L 11 11 11 11 0 0 0 11 16 1 1 1 1 0 0 1 1 WBR 3 3 3 3 0 0 3 4 TOTAL 1S 15 16 0 18 0 0 0 9 0 16 22 TOTAL 2566 2515 2669 0 2669 40 52 7 110 T 0747 3846 6 NE 4 CST. { NE 58 6T NCRTi1BOUN0 NBL 2 2 2 2 6 5 2 3 NBT 425 434 460 450 13 14 14 470 858 NRR 9 9 10 10 52 40 56 50 60 TOTAL 496 440 472 0 472 0 65 50 70 6 422 7311 SOEITHSCUNO 56L 8 8 9 9 0 0 1 9 12 56"T 116 118 126 126 73 0 131 735 193 SBR 0 6 0 0 0 0 0 0 TOTAL 124 126 134 0 134 13 3 16 18 1 147 2,06 EASTBOUND ESL 0 6 0 0 0 0 0 0 0 EST 0 0 0 0 0 .0. 0 0 ESR 0 0 0 0 0 0 0 0 TOTAL 0 9 0 a 0 0 0 0 0 0 0 0 ES1B01JNd WSl 25 28 27 27 40 0 89 54 4 66 92 WET 0 0 0 0 0 0 0 0 Waft 19 19 21 21 0 0 21 29 11077)1 44 46 48 0 48 40 0 36 84 4 86 121 TOTAL 604 618 654 0 654 33 65 101 141 10 755 1056 Notasi 1 T66C data pro.Adad 09 metnn enposting, lmeraeolon6 5 8 6 by RCsa 2 Week 37 ssasvna7 fa5er of 102 kr cala9910 8703141am)-Bade Nehh a07a€ned from FDOTs PT12002 RDA Dalai Week 13 seasonal Meier of 0,98 Wastage), 8700 attend-p5de North obtained from H3075 T 112002 3 Pnejtha is expected 19 have a 6ulid-out 413 years. 4 Cesar CYO 9ilrayn6 Es the only ocn1m51.4 davalopmant. However, na'raft 7 0073 ie yet evaitebis. 5 Those wahines ware utilized as the rase {existing) c5nc6ki0n. 5.7 Percentage 11 trails 06571fieni from Talk Assignment Pigutes. 8 Site [folio assigned to the movement (Pennant ulnas Net Veh Tripsl. 9 WS Idlap raevarlad to Person -Trips by r01Atiplying 41,4, 10 510e 11ar10 asstgr18810 the t7ansit cantor (Parma times Nat Person Trip i0 Tra6s4 11,12 Committed and Site Project traffic used in interception and 33ril50r analysts, Sheet 2 012 • • NUMEK MUS Traffic !rnnact Analysis C:Ooeinnents and SettingskinietLocal SetlingetTenapornry Internet FilealearttentlEMEt3Z6S1)11200,1,04,Kibils/duspADDENDUM 2 (1).dav • • PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE KOLA M MPQ- 31466 T0563617 i,1CH1E 005.66N7 TcT0L R0406,3AY D]- MAW AA07030 LOS C01461100R 'TYPE ROADWAY VENICNI.AR CAPA I PERSON- TRIP CAPACt1y '?; 1.z PPV ROA03A5 vE711C01LAR •LUME PER838. TRIP V008Aa$ 51.4 PPV EXCESS PERSON TRIP 'P T 140A104AY TR PERSON • $US PER. TRIP CAPACITY VAS h10VER PER-TR1P CAPACITY GOAD PAIL f ERDCN TRIP CAPACRY TOTAL TRhn4SiT PER -TRIP CAPACITY 7NAN617 PE#SON•TR1P vOLULIE TOTAL 3Rfd.1611' PENS VOLWAD TRANSIT PERSON TRIP F.XCE56 487301TY 6EOMENT PERSON TR3P CANACE'7Y SEGMENT PEASCN TRIP VO0UP30 5EU14EN1' 058.7RT, EXCESS. CAPACITY 00231ENT PERSON TRIP FRO h7 TO 1)7C LC 5 SUB 1.1E7745 MOVER METRO- RAIL WC LOp EXISTING GONDIT1ON ( e0sortEirlit Adjualsd• 14 .8Ne MO N9623i i�E 6199 63 E 245 9700 , 2177 1239H 1511104 067 G 1045 0 1046 506 4 MS540 0164 2325 1441 0.52 a NE 61 $1 NE ass 58 E 1€ DOT 1863 1037 C 1 6 0 _ 1P46 506 n 505 T243 3763 2989 :57i i7.55 C 1E5481 N552707 9B E 49 1700 -� gas 715 1706 0.63 0 _ 1866 0 1016 506 0 5.- 640 3766 Zx1 1546 0.54 C 9i2A A=1 d,_1111111111.1111111111111.11 " NE 9 YI TOrr NE 5451 N6 E HE 1iso 3Y20 191E 2291 A 1046 0 104E 605 6 640 376E 2787 979 Q.74 2 NE S4 PI NE 81 PI hi3 E HS 17•. 2 ,. 1 : -. 2a87 O 1645 0 1046 603 D SOS 640 3788 2973 79D 14 70 0 NE6161 61E8231 NB 6 H9 1050 1 1=.. O 'r..: 63: '03 640 37i= S.6n 503 1.,87 NE 643E RIy0 NE2Av E) 0 HS 17002'.< Se 4': �; 74 2D2 :y, 47tl 242. 0-1n *2007r12 NE 26.9' 924Wvne DlwL WO E Hs Ina 274 1B0 22s a+- ", .. ='1�_ _..1/ i Nest 1t NE MIL 14177ayne8148. 02 E H5 1690 Rt=• - Si 0.13 1 2�' 2284 450 276$ 0.4 C NE 2281 Dd9Ayap died N£ ZAV via E Hstt363 25E6 289 200 2060 0.10 8 - 414 1.1 131 283 3294 ati 2663 0, 12 S WITH BACKGROUND TRAFFIC 2005 1914cavne 161ve. IMUCEM1111.14 X':'. 7 5 !WIMP 1.30 " C �I: ? ..fir +..•� 605 .. 3788 = 1330 9 NE 616i NE 6463 SS E He 17ea 272+ 1 6 1 17P+ 954 0.0 .S>.�.�I. 164: 1•; 0 06 . 70 22+• 1474 ..- NE 64 E1 NE 63123 58 E HS 1700 2720 1313 1824 470 0,87 C 1045 0 1049 506 8 .4 .P' 9766 2626 144. 062 0 AI94a8Pe Alvd, NE 50411056 NE 64 31 719 E HS 1753 7724 1729 2420 302 0,69 D 1046 0 1046 666 0 506 540 376E 2425 640 0.78 00E54 SI NE61 6, NB E HD 1700 272D 7870 2e16 102 0.66 E 1045 0 1016 SDB 0 5613 543 3766 9124 842 083 6 NE Si St NE 92 SI r/9 E HS 1763 2720 2067 2922 .202 7.07 F 1046 0 1046 S86 8 500 540 5700 3428 343 9.81 O Wrist 0B3�Elvd- Fed •- ES E . HS 177005p 2720 _ 376 325 21D4 Die278 74 A T4 2D2 200D 60D 2396 1420 C Fed Hvn-,_ Be : u:: v4. N61 8t E WB E NS 17CCb . 1 ! 235 P 2462 0.09 • 276 74 9 74 232 2996 212 2590 2.10 9 NE2AV 8840yes EIv4. ES a H$ 1800 .4.. 277 2:. � 414 131 0 131 263 0 .' 2775 0.1a NES2 Si III DOOM Diva_ NE 2 Av 1rJ E O5 :ar 1::, 2 287 474 T i 0 131 61 42 .. • 0.13 C WITH PROJECT AND BACKGROUND TRAPF C 420091 15 919644n7614d, AAA &4 B2 31 NE 81 51 81 E 11$ 1T00 3120 1437 136A C 1846 G 1046 509 0 6043 638 3768 2477 1283 D.66 C NE 83 $t MS HS i•. tl 3 fi C 4046 8 i046 509 D 505 630 3766 2373 133E 08 9 { G NE 54 61 145181srr 96 0 143 1 '.1 1346 7: J ++�• -': G 1046 0 1P46 611 D 911 536 3786 2398 1380 61 A Dip84913 SW NE 03th Terr NE 661191 NB F - He I70O 2720 1 767 • D . ' 7 0.T9 , . NE44 et NE 61 G1 NB E HS 1 ..P .. ..� i _ :. 11 fib, • NE $S 51 NE 62 sl N64 6-1• N$ E Ha 1700 2720 213 - • _z • '' �i� � s Gas 97 t ain Ma, 3476 _ 265 092 F:,21 E$ E 8 1703 2720 330 5S6 � 78 d 75 200 2998 822 9374 0.21 C Fed71w6 ammo BIy4. VJB E NB 1700 3720 202 283 2487 0.13 77 9 77 111101.1.111.Maillinlill 2038 0-1 8 NE 61 ET NE2AV :h na :Iv.. ES 160O 2889 292 403 2471 0.14 ' 432 D 132 582 2294 SA1 2753 0.1E G � N8. Si IIIIMIMIMIMIII 1- 8Esc+ a SN4, 1L I A 4L• 120+ .L 2 - 374 :,:�• S 279 0 414 131 D 101 283 2294 445 2849 0.14mm C • • KUBIK .214P3gIo Traffic Impact Analysis CADocunienis and SeningslinrLocal Sartings1Tempolary interne FilesYCordendE5t8133Z6S01 20114,00inktdusp.ADDENDUM 2 Mdoc • • • 16 54 St NTS Analyzed Intersection Fig, L Percent (%) In KUBIK MUSP Trcrff i c Assignment =NM MUSE) Traffic lmpactAnalysis C:\Docuiii n s and se ringssvtLaa! Settings \Tempora y intunei Filt slContent]ESSB3Z SDn2oa4,04,KibikMuapADDENDUM 2 (q.doc • • • 8 NTS 0 Analyzed Intersection Fick. Percent (%) Out Traffic Assignment ' @SBASP Traffic impact Analysis C:1IIoecmenis and Settingslink1Looai Se tIngslTemporacy Interne Files tContent.tE518B3Z65D112004,04,1 1MuspA€ DENIXIM 2 (I).doc