Loading...
HomeMy WebLinkAboutArticle III. Tab 3 Traffic Impact Study-• 2,5,-. 2006 :15:39 • • .zii-ept,ember 27, 2006 Ms, Luis I. Me3dina, AlCP Assistant, Transportation Coordinator City of Miami, Office of the City Mane.oef7rarisportaton 444 SN 2Avenue (10 Floor): Miami, Florida 33130 Re: Columbus Center Sufficiency Lettet— WO. # 162 Via Fax. an ci,US MP.Q. Dear Ms. Medina: Subsequent to our July 18, 2006 c-vieiti comments for the subjec crojeci-t, w have received a response etter from Richard Garcia and Associates (RGA) on September 21, 2006. The response letter also includes a revised site plan showing the turninc radius cf the delivery trucks. Photocopies of the response letter and site plan are at -toned herewith. At this time, we conclude that the traffic impact report along with the su5sequent submittal meets all the traffic. requirements and the study is found to be sufficient. Should you have any questions: please cal! Quezi Masood or me at 954.739.1881. SincerPI u Southern 4111111P Raj nanmugem, . Seri r Traffic Engineer A;tatiment Ce., Mr. Kevin Walfonl, Planner II, Ciy of Miami PIr7rflhi x- 305,4.16.1443) Mr. Manny A. Vega, Engineer 1, City or Miami Zoning (Fax -305.416.1490) Mr. Richard Garcia, P...E.„c?azi inc. (Fax - 305,675,6474) LJS Corporaion Lak.ancre Cdrn7Ax ElCC NW 33rd Aver.,,)e. S:Jite 150 Felt LaLderelc, FL 33305,5375 Tel: 94.739,1881. Fax: 954.735,17120 200 15: URS • • • s La'Kesnore Com•pex. 5.100 NW 33 Aven:Je 5u]te 150 F;DII La:4cle.rdzfe. Florida 333337 Phone: 95.4-739-1R81 F.a...x.; 5354-739-17E9 F C VER SHEET FAX NO TO: Ms LiU L Medina (F: 305.416.1019) Mr. Kevin Walford (F: 305.416:1443) Mr. Manrry A. Vega F: 305.4161490) FIRM: City Of Miarni FROM: Quazi Masccd RE: Coiombus Center (W,O. # 162, Sufficiency Letter DATE: September 28, 2006 COPY: Mr. Richard Garcia, RE., (F; 305575.6474) PAGE 1 of: COMMENTS! Attached pleasefind the letter or the subject project IF YOU DO N Cir RECEIVE ALL PAGES, PLEASE CALL US IMMEDIATELY AT THE ABOVE NUMBER FAY • * la Fax ard US Mad EIenernaer 27. 21306 Ms. tAia I. Medina, AICP .4.'ssstant Transportation CoQrdinator att-y of Miami, Offie o 1e City Manaderliranspertatior 4-44 $W 2 Avenue (ICFi,cor) Mani P[cride 33130 Re: Columbus Canter Sufficiency Letter— W.C. # /52 Dear Ms. Medina: Subsequent to our July 18, 2005 revtew comrnE.1.hts fur the sublet project, we have received a response letter from Richern? Gamia and Associates (RGA) on September 21, 2006. The response letter &so nudes a revised site plan sho‘,,ing the turning radius of the dehvery trucks, Photocopies of the response letter and site plan are attached hiarewitn. At thls time, we conclude that the traffic imp -act report alow with the subsequent submittal meets 231 the traffic requirements and the study is found to be sufficient. Should you have any questions, pease cat Quazi Masood or me at 954.739,188i, Snc U Co -.6.....-LSouthern Or Ili Raj bhanmugam, Seri r Traffic Engineer Artacnrnent Cc: Mr. Kevin Watford, Planner If, City of Miami Planning (Fax - 305 4/6 1443) Mr. laariny A Vaga, E_ngineer 1, City of M/ami Zoning (Fax - 305 416.14W) Mr Richarri Garcia, P.E.., RGA Inc. (Fax - 30,5.675.6474) UR5 Cereeration Lakeshore C;r7IPIGA 51C0 NW 33rd Avenue, Ezu!-,c 1 Fert LavjerUie. Pt 33309-6375 Ten 9S4_739.18-81 €31i 954.739.17429 • • RXCHARD GARCIA & A5soCIATE5. FAX TRANSMITTAL uazM 2sood FROM: chard Garcia, R.E. URS FAX NUMBE` LATE TOTAL NO O: PAGES IN:...., N L c•O ' 954-739-1789 2 PHONE NL BER. 954-739-1881 SENDE 'S REFERENCE E XLMS=F Columbus Centre MUST) Program Data El URGENT ® FOR REVIEW 0 PLEASE COMMENT ET AS REQUESTED E PLEASE RECYCLE OUOZ',: Here is the , roar0rr data for the subject protect you requested. Thank you for your help with this project Sincerely, RICHARD GARCIA E. ASSOCIATES, INC. Richard Garcia, P.E. • • COLUMBUS CENTRE les..F.k.,.; • 22 23 23 53 55 42 at. '2 Ad 55 20 53 a.d aZ Z, 53 2. 222 32 ,.c.; - I - , .--.4.,mi.. ,tik.sit 0,4 77.,:•=',,,, :62/ 1,3.4 .14 - 'E...,.E...E,L ,7:3.. . . g _a: lt:.:i'l ,:1-14. ?...':---,....741(.4itC- -4444 4 ..1,-,51Aeiy • — ,..c.s., •,`,. 0.44 ;.,,o. . ,,,,,,e• ;'"n/M. '''''''''''''... .7-'-z-'.1‘41: 1-Aa.-J.-..! 5,...5...21:-.2LAsso' 27 23 22 23 22 21 2. 744,7-5-z- • • • RICHARD GARCIA $c ASSOCIATES. INC. FAX TRANSMITTAL TO: Raj Shanmugaa^. j .Y F- O.M Richard URS 9/ 21/ 2006 FAX `CUMBER: 954-739-1789 TOTAL NO. OF PANES INCLUOjNG COVER PHONE NUMBER.: 954-739-1881 SENrER'S REFLRENCE NUMBER: Columbus Centre MUSP Responses URGENT Ei FOR REVIEW 0 PLEASE COMMENT E AS REQUESTED iJ PLEASE RECYCLE j: We have revised the subject report analyses to address the comments offered by your office on July 18'h, 2006. Below are our responses to the comments offered and are enumerated in the same order provided. 1. We have revised the programmatic data to be consistent with the current plans. This required a revision to the trip generation, distribution, assignment and proposed LOS_ The analyses are attached herewith. 2. AutoTURN has been performed for the ingress and egressing trucks. Attached are the program graphics. 3. Although page 28 of our report did include the steps used to determine the site driveway TMC's. we have updated to address the revised analysis. Attached are the driveway volumes, graphics and LOS program graphics. 4. We have included the existing signal timing used. This liming was maintained for the proposed condition. 5. Peak Hour factors were used as indicated in the report's TMC 's_ However, Intersection #4 (P' Ave / 15Th Rd) did not have a summary of the intersection's PHF; therefore we have included this TMC. Thank you for your help with this project. Sincerely, RICHARD GARCIA & ASSOCIATES, INC. Richard Garcia, R.E. • • • Response # 1 2 • • • Transit Trip Reduction PedestriaNBicycle Trip Reduction Net Vehicle Trips Net Person Trips in Vehicles @ Net Person Tri sin Transit Net Person Trips (Vehicle and Transit Modes) Columbus Centre MUSP ITE ITE TRIP LU GENERATION PM PEAT. HOUf2 TRIPS -- IN I OUr Trips R Units CODE ATE �/o Tp�/� _. ..� �frips xisting Use General Office 15.984 T.G.L.A 710 1,49 17% 4 (13k 20 Proposed Use General Office 218.135 T.G.L.A 710 1.49 17% 55 a3 % 27(1 f ligft-Rise Residential Condo) Townhouse 210 DU 232 0.38 63% 50 37'%0 29 Hotel 234.000 Rooms 310 0.59 53% 73 47% r3r3 Site Trip Generation Gross Vehicle Trips Vehicle Occupancy Adjustment @"7a 16.0% Of Gross Trips 14.1% Of Gross Tri ssW 15.0% Of Gross Trips Net Person Trips (Walking/Bicycling) @ NOTES: Trip Generation from ITE 7th ED Adjustment factors taken from Downtown Miami DRl Increment 11 for 8'1ekell Area. TOTAL TRIPS 24 325 110 139. 33% 173 67% 346 5 i 9 33% 173 67% 346 3% 28 (.3-77c, 83 33°/a 24 6 7 °I, '19 33% 26 67% ,2 /8 33% 95 67% 1.40 Persons/ Vehicle 1 40 Persons/ Vehicle 1 40 Persons/ Vehicle 33% 33% 33°/® 33% 133 168 36 190 285 hit 67% 5a7 % 673' 67% • • Pe zz r« Enter Peak hour Exit Peak ho-ar Pear_ Hour tar Peak Hour Exit 4-6 .Peak Totai »»rareior, Ester ▪ 22 :a 2::erato G 3z:: Sete=::=G Total PM :< Hs Se:erato w Enter P M P. Hr3ererator, E::r PM SS es sever, .o c Total Saturaay :-Kay Veite 3::;z2ay Peak tour Enter Saturday Peak Hair Ex:: SatJrday Pee. sour Total Sunday :-way Vdiume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak sour To:31 13 3,34 0.26 0.1: 4.31 0.20 0.35 0.16 0.14 0.00 0.00 1.00 1.00 32 42 ;:c z§ 63 ;c<e: 2 zero indicates no data available, Source: 1re::Jute of Tranave=ration Engineers Gea=-e or, 7tt Edition, 2303. TRIP GENER T10 W. x12 _P NS • AM P< Es S:aez,ta « 2c;e= AN m 3 « :ere ato r, 'Exit P: < c cese:a:e« Total 2x P< ec Geaerat :, ?M P< -t Generator, Exit eZ Ec Genera:« r. Total Saturday :-Wav vc::me Sdt rdav teak Hc= Este: Sates ay Peak scar Exit Saturday yea4 :=a: -Iota_ S::2:y \-,:y «c:ur Sznday Peak Hour E.nter send v Peak Hour Exit Sunday : k Hcur Total 49 0.25 1.24 1.49 C.22 0.41 \.06 0-14 1,39 1.29 «:z 3.68 \./\ 0.30 :.3e 297 Note: A zero Indicates no ate available. Source: I zr. mate of Transportation Engineers Trap C,ederatior., 7:h Edition, 2003. TRIP GENERATION 53 E:2 TR NS • • • Peak _our Exit Peak Ez:c 4-r Peak 3a\\ \\/\: \.59 0.\\ AM Pk Sr, Generator, Enter :.29 .CO1 AN E: HI', Seeera==2 Exit 2.23 S 10 AM Pk :a ,Generator, ?c:. 2M Pk :« Generator, Enter \.35 \.00 2y Pk Hz, Generat , Exit E.26 0.00 2M Pk :G Generator, To:a: E.S 0.81 Saturday :-wav volume S.:9 :.:: Satate ay Peak es:z Enter E.49 C.00 Satunday Peak Hcu: Exit 0.32 0.00 Saturday Pea: Hour 2o:a: 0.72 0.67 Su ay 2-Hay volume n.25 :.99 Peak Hsu: Eater :.26 0.00 Sunday Peak Hca: Exit E.30 0.00 Sunday »eat Hour Tote: 0.56 0.75 1.00 1E: 1392 :.00 61 1.00 Note: A s indicates no data ave2leble. Source: ::sti:ute ct Transportat:ca Engineers Tri3 Generation, 7tb Edition, 2003. TR:2 GENERATION BY SUCROTSNS • Columbus Centre MUSP Project Cardinal Distribution (TAZ 579) • Note: Based on MUATS & Year 2025 Plan Update, Technical Repot: Directional Trip Olstribution Year 1999 Model Validation • 22 44 7 14 1 1 0 1 3 6 22 45 18 36 22 43 66 21 2 1 9 67 54 65 285 Traffic Assignment Percentace North 45.79 7 82 South 4 11 West 42.29 Total 100.0 • * Columbus Centre MUSP PM Traffic Assignments Direction IN North East South West 22+22=44 7+1,78 0+3=3 OUT 44+43=87 22+18=40 TOTAL 14+1=15 1+6=7 45+36=81 TOTAL 131 23 10 121 285 Columbus Centre MUSP PM Peak Project Trip Assignment 44 8'7 • • • Site Traff : PM Peak cJ) --20 TS 1.0 v co • • • Response # 2 3 • • COI filvii3US MUST' A(I ST7V ..1ou€idgnlrg site plus2.dgn Aug 23. 2006 13.29 38 i • • C OL L1IL48 S 1'41._:1 S I-) ! 1 l l_11 I L 1 ,t, • • • Response # 3 L➢/tlltt dl.`i .E.'nrr Traffic ffic Irpact stud • • • ,i e rn tri e c a .tns- OrDproachinic volume 'on wos o. by so 'thbcund ri n6 turns and adc C nortt--._oc no turns occurring of South Mar Avenue. Si m a n, v`es direction: the •`,.ipproac in vo ume of 2 vph Lv 5 determined by taking the southbound left turns anal adding then tc ne northbound right turns occurrina at SW 1-' Avenue. Figure 7 depicts these driveway volumes. Lastly, the LOS driveway analysis resu ted in an average decay of 7.1 seconds. This delay corresponds to an LOS A. The intersection analysis tab in the appendix contains the resufFs of this analysts. l A \ RICHARD GARCIA & ASSOCIATES, INC. 23 p • -23 Ar63 Richard Garcia & Associates, no, • 4-15 %-53 cNe 99 (5) 'Unfit 3da0 oec irte Yssection. aDacIt a 14- DiV' Coiu" b s Centre bane Connouratioris ',plume (veh'P'. Sich Control Grace Peak Hour Paco. Hourly flow rate (von) Peens Lane W;0 (ft) Vy'aIking Speed Os) Percent Blockage icht Lim fare (yet; Median type None None Median storage veh Upstream signal (f=) pX, platoon unblocked vC. conflicting volume 78 gC1, stage 1 conf vol vC2. stage 2 conf vol vCu. unblocked vol tC, single (s) tC, 2 stage (s) IF (s) p0 queue free. % cM capacity (vehlh) 30 42 52 1$ ee Free 0 !c 0e 0.92 C.92 33 45 58 16 4, fr 75 0 0.32 0.92 fib 125 187 55 78 187 55 4.1 6.4 6.2 2.2 96 1520 3.5 3.3 89 88 772 1011 Volume Total Volume Left Volume Right c5H Volume to Capaaty Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Average Delay Intersection Capacity Utilization Analysis Period (min) 78 74 0 58 46 0 1700 1520 0.05 0.04 0 3 0.0 5,9 A 8 0.0 5.9 10.2 B 207 82 125 901 0.23 22 10.2 7.1 28.3% 15 ICU Level of Service A Columbus Centre MCP 9/21/2036 Proposed PM Peak Condition Synchro 7 -Light: Report %user name% 410 Page 1 • • • Response 4 4 • • • 4 __ E cina, a -_ 4 `,:ti',Efr (fro i ,3 289 Tum -rp,< Perrr. Protected Phases 2 Patmthed Phases 2 6 Detector Phase 2 2 _ _ 4 4 8 8 Switch Phase Minimum Mai (S) 4,0 s-r 4.0 4.0 40 -,b 4.0 Minimum V�� i't (s) 21.0 21.30 21.0 21 _ 21.0 21.0 21.0 21.0 Total' Spiii (s) 14:0 14.0 E4_0 14 46.0 46.0 48.0 46.0 Total Spilt (14) 23.3% 23.3% 23.3% 23.3%. 76 , ,. 6 l is 7 6 7 is Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 An -Red Time (s) 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 Lost TimeAdiust(s) -1.0 -1.0 -1,0 -1.0 -1,0 -1.0 -1.0 -1.0 Total Los; Tlme {s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Max C-Max None YwNoone Max Max Max Max Cycle Length: 60 Actuated Cycle Length: 60 Offset 46 (77%), Referenced.io phase 2:EBTL, Stan of Green Natural Cycte: 45 Control Type: Actuated -Coordinated Phase conflict bet teen lane Croups. Splits and Phases: 2: SW 15 Rd & South Miami Avenue Columbus Center MUSP 9/2112006 Existing PM Peak Condition, %user name% Sync lro 7 - Light. Report Page 1 • • • Lane O0nfigura. u Turn Type Prole` ed Phases Permitted P;nases Detector Phase SNitc1 P,'lase Minimum 1n tra! (s Minimum Spl::(s) Total Spit (s) Total Split (%` Yelicw Time (s) Alf -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lac Optimize? Recall Mode 73 120 156 custom Perm Perm 129 ;r �v 8 2 8 8 2 55 5 4.0 4.0 4.0 4.0 4, 0 4.0 4..0 4.0 21.0 2, ,¢ 28.0 28.0 28.0 28.0 87.0 87.0 87.0 87.0E 24.3% 24.3% 24.3% 24.3% 75.7%, 75.7% 75.7% 75.70 4.D 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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 -1.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 None None None None C-Max C-Max C-Max C-Max Cy:ce Length: 115 Actuated Cycle Length: 115 Offset: C (0%), Referenced to phase 2:NBTL and a:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 5: SE 15th Rd & Brickell Ave 02 04 e8 Columbus Center MLJSP 9/21/2006 Existing PM Peak Condition %user name% Synchro 7 - Light: Report Page 2 • • • Response Y 5 6 • • • APPROACH TubIt: T.3 Columbus Centre MIJSP INTERSECTION APPROACH VOLUMES PM PEAK MOVEMENT N6 COUN1 SOUTHBOUND 5BR 4 SOT 16J SOL TOTAL 179 WESTBOUND NORTHBOUND EASTBOUND TOTAL WBF3 0 WI3F 0 wrlt TOTAL NBR NBT NBC TOTAL 0 171 5 78 LBR 15 EB CM. TOTAL SOUTHBOUND 5813 S[3 r t0 26 374 7.1 212 SOL 23 TOTAL 259 WE.S I110UND w13F3 17 WOT 199 WBt. 89 TOTAL 301 NORTHBOUND EAS t BOUND NUR 47 NL1T 199 NBL 513 TOTAL 304 EF3R 145 EF3T 265 FBL 12 TOTAL 422 rQ rAL 9286 1R€ctrard Garcia and Aa0ocial0e, Inc. 2005 Data of 006113 93 F'SC I" 1 09 1 09 1 09 T19 1.09 1.09 PM PEAK 3iAC1<1313OUN6 SEASONAL t;H0W 1 H 59 2"h ADJUSTMENT i 013 1 Yews 1134 11 0 189 1.09 1.09_. .__.._106 198 1.119fi 192 204 __... 9._. 16 ..,__ 17 _...._ .. 4 11 12 27 29 408 433 109 26 —7780 1.09 23 r 245 1093 27 282 300 mm_ I.09 19 20 ... 1 09 _.-210 ...._�_,229 1 017 94 99 320 348...... 1 09 51_......,� ._.._ �,,,�......_. 1 09 2 t'7 210 1 09 6 7_....,,_.......67.,.,.�,_. .._ _..__ 331 ._�-._......_..._32 1.09 155 1h1.1 1 [10 289 ......—__._..._.�_ J0.1__._. ...._1._ _.�,.__—._... 460 14112 489 1488 202 27 ._.. 0 C rrciltpd No If aff1,2 I3 veto nrenl5 wln Pr i 3 23r1 235 392 1'2 11 43 0 164 .... 31 395-... t7 L333 131'; 41 4( 7 ,835 168-__f 803 ri _. 41 €i .... 40 01 5 315 [ 815 ...... 473 03 a3 I N1111 91311 it 122 160 220 231 74 36ft.. 139 :34 101 G40 1706" 013 11.110 • • Table T-3 Columbus Centro INUSP INTERSECTION APPROACH V E9HTERSEC ION NO 3 INTEI?SLCTSON NAME- APPROACH MOVEMENT PM PEAK Hit COUNT Hato o Count PHI PSCr PM ',FAH SF, ASONA9 AOJUSTMFNT 1 us - .... 0 SBEt .....�..-.._! SOMA-MOUNDSBT 1'12 109 187 m. .__....02._�__� TOTAL lob 202 _ _. W 3T WESTBOUND 1.119 O,_..._.... 3 SW 1st Ave R SW 141h Terr ? o TOTAL 10 NOR 7 "- 1 09 8 NORTHBOUND NM" 1f1 1.09 21 _..._ NBL O 3 _._ 1 .fi9 ....,_- 0 TOTAL 36 28 FEIR 0 i... 1 09__� Elk 0 1.0E1 If......._...__ TOTAL q 9 TOTAL —r 221 _ 241 _........_...— 19 _...._., 1.07 ..... 20 _'-- 501.11WPOUNO - S8T 0 .....___fig._....,,_ ._ 4CP�.._..........._....._._..._. StiL. E 07 31 -_..... _... TOTAL 54 — se WBE4 23 1 9.1 2.5 WESTB6UND VVBi 158 ui.___.._.,,.._ 1.07 ..�.— 11)9 WE31_ 0 i_.__...... ... q SW 151 Ave S SW 151h Rd w m—.--- n �' a 1.07 _ 1 117 TOTAL 148R Y81 _._.. 19q _.. 0 . ..._ 0 NOR II 'BOUND NB7 0 3 � GI.,, 1.47 q i),,,�.. NHL 0 ._..... TOTAL 9 _....._q__�_.� -.___......____.-.�......_.---.,...._._. EBR r _..1 0? 0—_ FAS7BO6JNf3 EBT__...---- 198 LO7 272 --- Elk TOTAL 216 221 — TOTAL 451 483 ORIchatO Gam. a a;ld Asgocii4ns, Inc.. 2005 HACH0f2UUNU GROW 111 (9 J'ti 1044 3 Tears a 199 15 214 3 0 12 256 0 40 81 214 119 205 11 17`r 245 512 nn4r01441 Not i vnkk)lmulltl wkr i w It r7 _... _ 0........ 235 22 69 0 11 tg f 1i 78 334 117 0 0 0 124 133 Sf 55 2£ E1 41 215 41 tVI PI) .. 9 ,64 229 23 I'7 Pi e757 ....___ 22 G ... 144 0 2'2 I r) 256 359 7G 3415 645 i16 761 • 4I0 • Table T-3 Columbus Centre MUSP INTERSECTION APPROACH O z 7 0 F. 0 ILI In rt h- ? .... INT£H SECTION NAME APPROACH MOVEMENT AM PGAO FIR COUNT Patn4 Count P11F 91 S8R SOUTHBOJND ._._ SBI __. 1147 S8L 3-5- TOTAL 1263. WBFt 35 WPSTI€Ot1Nn _.......wBr 119 y. 143 5 Brick ell Ave 8 SF TOTAL 296 .... c 151h ad HEIR56 ? NOR11€1301.1N1) NM' _�. 509 NBL 58 _.. TOTAL 633 ' — _EBB 111 r� EASTBOUND Etif 11 EBL 67 ---- _.... TOTAL 266 TOTAL __.�_ 2480 2 Sea601131 factor ob[arned from TO01's F 112002 3 PM Peak Hour Seasonally Adjasled 4 Prolecl is expeeled to hove n butld-nut in 3 yearn 5 Committed 0eveiaprnent Traffic 11,7 Percentage of IrM55c assignment from Traffic Assignmenl pees. 6 Net I raISC with seasonally adjusted, backgrotxld end Committed 7,6 Site haf r. assignmeni percentages from figure. 7 Silt Traffic, #n Vehicles par hoar B Total Trafacct vehicles per hour 1Rictsard Garcia and Associates Inc 2005 PM PEAK BACKGROUND SEASONAL. OBOVV71i 2% (Oct Traft,. UJIJSI MEN I FOR 3 Years w.to Project fib 94 04 1290 1327 1141i 3(1 40 (1 40.. 1377 1461 10 ._.. 1460 109 3tl4t4-._.... _ .lid- 137 3f1 1.09 160 5__�. ft. 195 3.. ._.._ .,......._ __ 23 342 i 341 1.00 at 95 �....,_ .� ...._. 1 (10 55 ._... 5)0fi 1.09 /4 79 106 _., _.. 732 54 7E6 101) —.....__�_12$_......... ...._.51 179 1 09 127 Y 134 1. (9 T6 122 210 333 IE6 513 55 2869 234 3S03 69 121 120 73 314 27©3 Como, t11cd Devcio nnerns U 19 1f16 76h 119 148 51 13" 17 1:737 :Ave. c.:LF!.e.417 - - Ga-ten.s. Te! 3C:5-595-75.05:"Fi4:x 20.3-6.75.-L7,474 3174 &....-....„,...5,- P, ntec- L:nrIsn.'le,'J•i stiv,,,,,7 1.,9, i ALFE I.:-'5'VriE:sE:::;_ . _..„ _ ,:.i:,S,,..:',.: 5F;s17: 7 _ c.1 a.. Frcm Ncrn Fro77 Sc...:-: S:arl- F3g Tnr Ps....7. .4.cp P.5 T /, , 4t Pe....1° ,4,2C, Rhg Tn- :::,', Aop , :-: Left Le..... — ,,.....7. -- T!me n: L s 7 ote-rit u s. Tolai /t ,..: s T.-:',La. L 1 C 1.0 1.0 10 : ,.... 1 I...-: 1 0 1 n , , .. .4 .. , , ,-: -. -; 1 C. - 3 04:LC PM 2 ..0 6 1 9 7 1.1 3 2 4c 3030 , ,, ,3,1 3 Z 4:3 34:15 PM 4 0 8 r. -,, 12 5 28, 0 34 3 3 ....: -C,' 0 D 0 4 3 51 9' -. C; 9 2 1.4 4 39 C; 0 43 0 3 0 , ,..: 0 0 45 7 L 57 ":14 04 45 -PM .,... 0 I i I ., 9-'.5r .' 45 , 0 0 7 ...'f.' '7 ' ' 9 ... 0 4 1620 C 52 4 • Tol.a 14 0 34 52 25 '.33 0 0 0 0 9 3192 1 -;?•• 8 2ce -4 .e.Z. 0500 po 7 c 7 0 14 4 41 C 0 45 0 0 C 0 0 C 46 2 49 108 05:15 PM 2 0 4 C e 5 35 0 1 45 0 0 .ri 0 0 0 52 5 1 , 58 139. 0.5:3C, PM 5: 0 5 1 11 4 44 0 1 49 0 0 0 0 0 0 41 6 48 108 05:45 PM 2 080 1 3 33 C r., 350300 D. C. 4-4 4 4 52 98 Total le 0 24 1 41 17 156 0 2 175 0 0 0 0 0 C 183 17 7 207 423 Grand 30 0 58 93 42 289 C. 6 337 0 0 0 0 2 035635 15 415 8-4; Total 32 62 12 85 Aor-cri •7,9 00 54 00 I 8 : 0.0 C 0 0.0 0 D. : C 6 4 3 5 4 e 0 Tatar % 3.6 0.0 6 9 06 11.0 5.3 34. D 0 0 7 39 9 0.0. 0.0 0.0 G.0 0.0 : 0 0 41 1.5 49.1 2 2 iSA TrAzi 93 /70 585 '717 Thr, Lo • 1.5/209E400 00 PU- 6)1512006 5:45 00 PM Unsnalett... Let ThrLi R.125 peos 070 0 0 Out 1,/ 7,3E-W •77,t\VE • 1 0 Garcia & Aso _.e_ • 'S 1A`dE =e <[ F<%t F-rortr Norm .,, .. East ..__.... ,tat' tG ' ?jC Pao `'i `e �� r-ne s cta M a:a He r F-am 0'4.00 PFf °3 05.45 P g1 - Peak 1 of 1 rirersect. 04.30 PM ioairre 31 Percent Sn. 5 9 C 04'45 VoiLJre Factor 1.1 23 153 f: 2 12. se 9 17 9 35 C 45 o int. N..45 PM 04 45 PM 3 45 0D PM Vokfine _ 0 11 1 17 9 35 0 45 0 0 Peak 0.75 0.98 Factor 0 9 ,,.trt `e ��5 0.3 0.0 rt 19.8 0.0 0 32 0" 15 PM 0 0 50 5 58 n c5 • G • 0 OLI Tata 41 51: 42 17 0 3 Right "hr„ LeR eds Ncnh 5.' 15:2006 4 30.00 a51 &1570; i 5 15:00 PM Unsteed 5 ► _e15 Tfry Rsgta Peds 0 0 a G 0 IIu En Tea' ayn of a 450 S45 Intersection Table: I -8 Columbus Centre MUSP Existing2906) Delay LOS S.Miarni Avenue & SW 14th Terr S.Miarni Avenue & SW 15th Rd SW 1st Ave & SW 14th Terr SW lst Ave & SW 15th F?d 0.8 23.7 1 0 1,6 A A A Proposed (2009) Delay LOS 2.8 12,2 3.5 2.4 Bricked Ave & SE 15th Rd 18.8 8 63. 7 Note Although the delay went down the kik; (volume lo capacity) ncieased from 0 30 to 0 47 A A A • F-c'chard Caro() & Associates, Inc, • • • • ✓3'v U i s>'vmsAfi SOLItt Miami Avenue La r (4e ,` 11 15 Grade 0% ea>; HOW' Factor 0.85 0.85 Hourly flow rate (von) 3 19 :Pedestrians Lane Width € Speed (ttis) Peront Biockaae Ric h1 RIM fare (yeti', Median type Median storage veh) Upstream signal (P) cX, platoon unblocked vO, Conflicting volume 340 111 221 vCt, stage 1 con` vol v02, stage 2 cont vcl vCu. unblocked voi 340 111 221 1C, single (s) 6.8 8.9 4.1 tC. 2 stages) tF (s) 3.5 3.3 2.2 p3 queue free % 98 98 100 cM capacity (veh/1-) 627 922 134-5 185 1134 FreeFree- 0.85 0.85 0.85 8 219 216 5 None `Forte 325 Volume Total 32 79 146 Volume Left 13 6 0 Volume Right 19 0 0 cSt' 774 1345 1700 Volume to Capacity 0.04 0,00 0.39 Queue Length 95th (ft) 3 0 0 Control Delay (s) 9.9 0.6 0.0 Lane LOS A A Approach Delay (s) 9.9 0.2 Approach LOS A 144 77 0 0 0 5 1700 1700 0.08 0.05 0 0 0,0 0.0 0.0 Average Delay Intersection Capacity utilization Analysis Period (min) 0.8 18.7% 15 ICU Level of Service A .Aarliss aVI15Ro & South tvlami Avenue Cow.rrib!..Js 44-0. .7fr Lane Ccr,ficura:lons Volume fvpri) ideai {y:9Di) Thta Losl tine (s) Lane rjt.,:i Factor Protectej Sao. ROW (DroI) 94 PermItted Satd. Fiowom1 h vcv..,5 e -c 13 289 1'38 84 216 13 _,-,...,., 231 191Ji,-.. 190.0, 190,:' 1EL..,,,00 19,10 1900 1 L..12 I 0,3H2 1930 •-;:::.'0:-.. 4.0 &C 4.0 4.2 0.95 0.95 1.00 0.95 0.95 0_99 0.88 0.8'3 .3.23 1.30 0.99 0.99 1.0,3 3352 3459, lf.,',20 1504 3357 C 94 0_63 0.99 c2 0.83. 3139 2198 1620 1504 3121,7 Peak-hor, faMr, PHIF 0.84 .0 94 0.91 0 94 0.94 0.94 0.84 0.94 '3.94 2 Adj. Flow ( 14 307 168 103 230 20 25 246 77 67 294 94 P.TOR F-Zeduction (vprt) 0 113 n 0 8 0 n , 8 Lane Group Flow (vph) 0 376 0 0 343 0 151 142 0 0 335 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 5! Permitted Phases 4 8 6 2 Actuated Green, G (s) 9.0 9.0 41.0 41.0 41.0 Effective Green, g (s) 1 0 3 10.0 42.0 42.0 42.0 Actuated giC Ratio 0.17 0.17 0.70 0.70 0,70 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vpri) 523 366 1134 1053 9175 vis Ratio Prot 0.09 vis Riao Perm 0.12 c0.16 v/c Ratio 0.72 0.94 Uniform Delay, di 23.7 24.7 Progression Factor 1.00 1.00 incremental Delay, d2 4.7 30.8 Delay s) 28.4 55.5 Level of Service C p Approach Delay (s) 28.4 Approach LOS C HCM Average Control Delay 23.7 HCM Volume to Capacity ratio 0.30 Actuated Cyde Length (s) 60.0 Intersection Capacity Utilization 52.4% Analysis Period (min) 15 Phase conflici between lane groups. c Critical Lane Group 55.5 E HCM Level of Service Sum of lost time (s) CU Lev& of Service 0.13 3.0 1.00 0.2 3.2 A 3.2 A 0.09 0.13 3.0 1.00 0.3 3.2 A 8 0 A c,0.11 0.15 3.0 1.00 0.2 3.2 A 3.2 A HCM Uns',a €a zeW t se n C ac u t s s ..• . 7\i' 14 Ter & Sst Ave c «.-,lume ryehtn', 6 Grade 0% Peak ..j r Fleur 0.66 C 36 Houry flour rate (von) 12 5 Pedestals s Lane Width ; ;€ Vvai nnc Speed (it's) Per nt Blockage R nt turn fare (ven) Median type McOIan storage veil) Upstream sigrral if -I) pX. olatoon unblocked vC, conflicting volume 364 38 VC1. stage 1 con( vol v02, stage 2 conf vol vI3u, unbiockea vo( 364 38 tC, single (,$) 6.4 6.2 tC, 2 stage (s) IF (s) p0 queue tree % eM capacity (vehfh) Volume Total Volume Left Volume Right c5H Volume to Capacity Queue Length 951h (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 3.5 3.3 98 100 627 1034 Fret, 41 87 Free 03/4 cv C e6 0 6c 0 66 u.66 32 12 2? 283 None None 17 44 305 12 0 21 5 12 0 702 1700 1564 0.02 0.03 0.01 2 0 1 10.2 0.0 0.6 B A 10.2 0.0 0.5 B 44 4.1 2.2 99 1564 f g " Average Delay 1.0 Intersection Capadty Utilization 27.3% ICU Level of Service A Analysis Period (min) 15 110 • • • • Lane .,_- uxations V'o ume i vehfr Sion . r-o Grade Pea, Suu Fadlor Hourly flow rate (vph) evesrians Lane' "r€d r tl Warxing Speec (Ws) Percent 9iccxage Rianf turn flare (ver, Median type Median storage ven) Upstream signal (ft) pX. platoon unblocked vC. conflicting volume v stare 1 =if vo`: vC2, stage 2 conf val vC.u, unblocked vai IC, single (s) 1C, 2 stage (s) tr (s) 00 queue free % cM capacity (vefJn) Volume Total Volume Let? Volume Right cSH Volume to Capacity Queue Length 951h (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 169 25 37 Free v n c n 95 95 �.wu a ,,. _ v 178 2 39 2" None 370 204 60 0 39 26 21 1700 697 0,12 0.09 0 7 0.0 10.6 8 0.0 10.6 8 5 g9. 0yv 0.96 343 191 204 296 139 152 6.8 6.9 4.1 3.5 3.3 2.2 94 98 99 636 850 1371 94 149 20 0 0 0 1371 1700 0.01 0.09 1 0 1.7 0.0 A 0.7 223 None Average Delay intersec5on Capacity Utilization Analysis Period {min) 1.6 16,6% 15 +CU Level of Service A • • to Tatar Los ` time ts; Lane 0... ` acto: Yr Sa:o, rtow (prot) Fit Permea Satd. HOW (perm; Peak -hog` factor, P'H= Adj. F{ow (vph) RTOR Reduction (vph) Lane Group Flow (v 4) Turn True Protected Phases Permitted Phases Actuated Green. G (s) Effective Green, g (s) Actuated g/0 Ratio Clearance T me (s) Vehicie Extension (s) Lane Grp Cap (vph) vfs Ratio Prot vis Ratio Perm vie Ratio Uniform Delay. di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOOS 73 123 '2,00 1900 19C,C 1900 4.0 0.95 0.94 99 3296 0.65 2184 0.87 0.87 84 138 0 62 .0 299 custom Perm: 4 22.1 23.1 0.20 5.0 3.0 439 014 0.68 42.6 1.00 4.3 46.9 D 46.9 D 8 121 156 129 38 J-98 3394 _.60 2081 0.87 087 087 139 179 148 0 10 0 0 361 30 i�yy.v3 1773 34i 0.12 1.0 231 3457 87 44 85 638 7C u 07 0 85 71 0 Pc rm 8 2 2 6 6 22.1 82.9 82.9 82.9 82.9 23.E 83.9 83.9 83 9 83.9 0.20 0.73 0.73 0.7.E 0.73 5.0 5.0 5.0 5.0 5.0 3.0 3.0 3.0 3.0 3.0 418 169 2544 494 2556 0.20 c0 17 0.37 0.06 c0.44 1.19di 0.50 0.28 0.09 0.60 44.4 6.6 5.3 4.5 7.5 1.00 1.00 1.00 1.00 1.00 16.7 10,3 0.3 0.4 1.1 61.2 16.9 5.5 4.9 8.5 c 6 A A A 61.2 6.8 8.4 A A 17703504 0 I. U 0 677 3504 1.8 '.,3• 44 1437 131 153,4 .USor` HCM Average Control Delay HCM Volume to Capacity ratio; Actuated Cycle Length (s) Intersection Capacity Utilization Anatysis Period (min) di i0efacto Left Lane. Re; ode with 1 though lane as a left lane. c Critical Lane Group 18.8 0.66 115.0 73.4% 15 Hal Level of Service 5 Sur" of lost time (s) 8.0 ICU Level of Service D • • I • Richard Garcia & Associats, Inc. • • • • .s-` ".skzeo J.ersPcton CaD2C .v • Vii 14 T e :y 7.e r.„ILJSz. Lane Soriniciirations 1c un-1 iveh i Grace Facto Hourly flow ,ate (a'ph ) Penes" errs Lane Width Kit°; 'Narking Speed rtrs, Percent Blockage Right turn fare (vehl Median type Median storage vet)) Upstream siana (ft) pX, platoon unblocked 46 105 41 352 230 27 Stn-: Free Free 0,5d 050 '0io S.85 0 c5 0.85 G.85 0.85 0.65 2 46 414 271 32 vC, confiding volume 590 151 302 vCl, stage 1 c0n( vol vC2, stage 2 c.onf vCu, unblocked vol 590 151 302 IC, single (s) 5.8 6.9 4.1 IC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue fry 87 86 96 cad capacity (vehlh) 422 868 1255 None None 325 Volume Total Voiurie Left Volume Right cSh Valurre to Capacity Queue Length 95th (ff.) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 178 186 276 180 122 54 48 0 0 0 124 0 0 0 32 656 1255 1700 1700 1700 0.27 0.04 0.16 0,11 0.07 27 3 0 0 0 12.5 2.3 0.8 0.0 0.0 5 A 12.5 0.9 0.0 6 Average Delay intersection Capacity Utilization Analysis Period (rein) 2.8 37.1% !CU Level of Service 15 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) I Phase conflict between lane groups. c Critical Lane Group SIgna!!zed IntersectionO81 na..y.s;s 2 SW 15 & South Warn! A.ver,u4-' 2* 4,. 00,i1IMOUS cO..'-entr=o: Lane C'..on.ficura VoiLime vrih F!OW Tota Lost tne.. (s) Lane Uth. Fact Ft. Protected Satd. Flow (pr.v.,.). 71 Pemtted Sat. Flow oerrni Peak-nour factc, PHF, Adj. Flow (vph) RTOR Reduction (yob) Lane Group Flow (\TIN Turn Type Protected Pnases Permitted Phases Actuated Greer', G fs) Effective Green, g (s) Actuated gIC Ratio ClearanceTime (s) Vehicle Extension (s) Lane Gro Sap (vph`i vis Ratio Prot \els Ratio Perm vie Ratio Uniform Delay, di Progression Factor incremental Deiay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS ri rVN r 156 329 199 55 236 25 67 260 q,f., 74 1 9:30 I KC,, 1900 1,,:;OC; 19:00 190C 1 cDr.: 7 .-_-.;C::"..:. 4.0 4_0 4.0 40 1 00 0.96 0,9.9 0_90 0.25 3.95 3345, 3451 1E44 1504 33',:-.1:0 c,77 0.70 -0.98 1.0,C 0 79 2593 2448 1644 1504 2507 0.94 0.':=:-'4'. .0.94 0.94 0.94 0.94 0.94 0 94 0.94 0.94 165 350 212 105 253 30 71 277 102 7-',1-' 0 35 0 0 5 0 0 76 a 0 0 693 0 0 383 0 229 145 0 0 Perm Perm Pirrin perm 2 6 4! 2 8 4 8 35.6 35.6 14.4 14.4 14.4 35.6 36_6 15.4 15.4 15.4 0.61 0.51 0.26 0.26 0.25 5.0 5.0 5.0 5.0 5_0 3.0 3.0 3.0 3.0 3.0 1582 1493 422 386 723 c0.27 0.4.4 6.2 1.00 0.9 7_1 A 7.1 A 0_16 0.26 5.4 1.00 04 5.8 A 5.8 A c0.14 0.10 0.54 0.38 19.3 18.3 1.00 1.00 1 4 0.6 20.7 19.0 19.8 B 12.2 0.47 60.0 55.3% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8 0 54 94 255 57 42 0 349 0 8! 012 0.48 18.9 1.00 0.5 19.4 19.4 6 410 s • • 14. ane Co ifs ra . s 'JOfu,me (vetitri ) q!an Condo: Grade Pea 'Hour Factor Hourly flow rate (von) Pedestriaris Lane Width it) Wai K in; Speed (ltsl PercertBlockage Right turn fare (veh))) Median type Median storage veh) Upstream signal () pX, Dla€can unblockea conflicting volume vC1. stage 1 conf vol v02, stage 2 conf vol vCu, unblocked vol tC, sheile (s) tC, 2 stage (s) (s) p0 queue free % cM capacity (vehlh) 63 597 108 597 108 5.4 6,2 3.5 3.3 79 98 444 946 Free 0% 0.6 8e None 0.65 42 4 44 2.35 =res 06 37 .ac 129 129 4.1 2.2 95 1457 None Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 114 95 18 486 0.23 22 14.7 B 14.7 12° 0 42 1700 0.08 423 67 0 1457 9.05 0 4 0,0 1.6 0.0 16 Averaoe DeJay intersection Capacity Utilization Analysis Period (min) 3.5 32.4% 15 e ICU Level of Service A HCM UnsK7inali7ed bliersection. Caoacity Ar.a vos Ce re V-I 15 Rs & lst Ave t"-- 4°, \*. — .fatP4'titVtfa.tj$4_t Lane i0onfi,::„,radns Voiume vistifn) 229 26 55 SiCP. COFItrfil Fe Sor: Grade 0% 0% Peak Hour 'Factor 0.95 0.95 0.95 Hpurly flow rate (vph) 241 27 58 PecieVians Lane Width (ft) Wai<inc: Speed (ftis) Percent Eiix*age Rght. turn flare (veh) Median type None Median storage veh) tipstearrysi,dnal (ft) . 370 pX, platoon unblocked vC, conflichg volume v01. stage 1 convc} vC2. stage 2 dcnf vol vCu, unblocked vol tC, singe (s) tC, 2 stage (s) tF (s) pa queue free % cM capacity (vehth) t1R: 52 43 349 Free 0_95 0.95 65 42 367 523 255 268 523 255 268 6.8 6.9 4.1 3.5 3.3 2.2 88 91 97 468 745 1292 None Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 268 123 0 58 27 65 1700 583 0.16 0.21 0 20 0.0 12.8 8 0.0 12.8 8 165 42 0 1292 0.03 2.2 A 0.9 245 0 0 1700 0.14 0 0.0 Average Delay Intersection Capacity Utjlizatiori Analysts Period (min) 2,4 24.6% 15 ICU Level of Service A • • • M 'w�"s' 5 S .zed Intersect op Capacity Rd & BriceBricKeli Ave Lure 01dri rat:,,,... .'3i'', r e (vp."s, Ideal 2j: Toal Last time isl L.7re Lrtil. Factor Fri Fit Protected Satd. Flo (pot) Fit Permcad Satd Flow (Demri.) Peart-r cur facto-, P-#F Adj. Flow lvph) RTOR ''(eduction (vph) Lane Group Flow (vph) Tern Type FTotecte t Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g1C Rao Clearance Time (s) Vehicle Extensions) Lane Grp Cap (von) v)s Ratio Prot vis Ratio Perm vie Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 240 165 145 40 105 59 1900 900 1939 190C 19.00 190.0 4.0 4,0 4.0 0.98 1 E0C, C).99 3390 1770 3487 0_59 0.1D 1 00 2044 189 3487 9.87 0.87 0.87 0.87 0.87 276 167 46 122 685 G 90 0 7 0 394 0 122 753 custom Perm 8 2 2 23.0 82.0 82.0 24.0 83.0 83,0 0,21 0.72 0.72 5.0 5.0 5.0 3.0 3.0 3.0 427 136 2517 0.22 c0.31 0.19 c0.64 1.54di 2.57d1 0.90 0.30 45.5 44,6 19.6 5.' 1.00 1.00 1.00 1.00 221.9 25.5 53.5 0.3 267.4 70.1 66.1 6.0 E E A 2667,4 70.1 14.3 F E B 4114 14'9 179 1900 1900 4.0 0.95 0.95 0.98 3302 0.59 1986 0.87 0.87 0.87 171 206 190 47 0 0 606 0 C. Perm 4 4 6 23.0 24.0 0.21 5.0 3.0 414 J. 8 75 0 14 .,C2 ".9 9.96 177C' -505 0.734 i vu 635 3535 0.87 C.8+ 46 1547 0 46 1651 custom 0 82.0 83.0 0.72 5.0 3.0 458 0.07 0.10 4.8 1.00 5 82.0 83.0 0.72 5.0 3.0 2530 0.47 0.55 84 1.00 0.4 1.3 5.2 9.7 A A 9.5 A 0.87 0 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Anatysis Period (min) 63.7 1.02 115.0 86.3% 15 di Defacto Left Lane. Recode with 1 bough Jane as a left Lane. c Critical Lane Group HCM Level of Service Surn of lost time (s) ICU Level of Service E 8.0 Table: T-7 Columbus Centre MUSP Project Traffic ROADWAY :a FROM TO South Miami Avenue DIR SW 25th Rd SW 13 h St SW 13th St SW 25th Rd SW 15th Rd. Biscayne Bay SW 1st Avenue SW lst Avenue Biscayne Bay NB SB EB VVB Net Vehicle Trips - IN Net Vehicle Trips OUT 31 22 40 27 95 55 81 Net Vehicle Trips TOTAL 58 117 95 89 • • • Table: T-6 Columbus Centre MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE P IS71i 01614b1TION` 0o►.ft il( South Miami Avenue 5W 25th Rd SW 13th St SW 13th St SW 25th Rd SW 15th Rd. Biscayne Bay SW 1slAvenue6 __ 2LD-Non-state SW istAvenue aiacayne rsay VYiti E 2LD-Non-state South Miami Avenue SW 25th Rd SW 13th St NB E 2LU-Non-state SW 131h St SW 25th Rd SB E 2LU-Non-state SW 15th Rd, aYne Bay SW 1st Avenue —mom, WPI`j44J400615100NO. 0CIMMIT"TC South Miami Avenue SW 25th Rd SW 13th St SW 15th Rd. tiscayne Bay SW 1s1 Avenue SW 1st Avenue Biscayne B W1114'Pk:tO. A(P AtkGRbiiiO &:C'o M South Miami Avenue SW 25th Rd SW 13th St E 2LU-Non-slate 13th S SW t SW 25th Rd SW 1 E 2LU-Non-state Isc_ajne Bay SW 1st Avenue Notes. SW 1st Avenue Biscayne Ba NB SB RAFFt''' 2LD-Non-state 2LO-Non-state 2LU-Non-state 2LU-Non-slate ROADWAY MODE PERSON- P RSON. EXCESS ROADWAY TRIP ROADWAY TRIP PERSON VEHICULAR CAPACITY VEHICULAR VOLUME 7RIY CAPACITY .+ 1.6 PPV VOLUME (7 1.4 PPV CArACiTY 436 590 e n-sta 2L0-Nott}51T ..� 1361 752 -_d. 2LDNon-state 851 1361 618 242 1054 825 671 8213 ROADWAY Pt tiSON 039 0.36 257 1039 0:2(:) 663 633 0I31 565 795 0 42 513 1148 0 38 530 611 665 f27 469 30e 041 0 '3i • 0 • • Use Special Permit USP) Traffic Imoact Study 1450 Sout-1 Miami Avenue, Miami, Florida By: RICHARD GARCIA & ASSOCIATES. INC June 20, 2006 hi! Ce v * • • R' RTH:i-ATION Rich rd Garcia, P,E, 54886 cerfify that i current,/ hold ar active Professional Engineers License in the State of Florida anc am competent through education and experience to provide enaineerina services in he civil and traffic engineering disciplines contained in tHs report. In addition, the firm Richard Garcia & Associates, Inc. holds a Certificate of Authorization # 9592 in the State of Horiaafurther 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 oest of my knowledge and ability. PROJECT DESCRIPTION: Columbus Centre MUSP Traffic Impact Study PROJECT LOCATION: 1450 South Miami Avenue Miami, Florida iij Honda egistra-tierrNo, 54886 Date RICHARD GARCIA & ASSOCIATES, INC, • • • TABLt T- CONTENTS ENGINEER'SCERTIFICATION,s,,,,,,,,,,,,,,,,,,e..„.,>......,.......A...,.,...,,...,...,..,...... I EXECUTIVE SUMMARY a.z..........e..................a.,..,..4.....,,....,,.,.a..,..,,...,,....,..IV 1,0 INTRODUCTION...................................a.................,.,,.,.,........,.,.......1 2.0 PROJECT DESCRIPTION / LOCATION ...e..................e......,....b,.........2 3,0 TRIP GENERATION .......... ..... ®..,,.e...,,............ __________________ 5 4.0 TRAFFIC DISTRIBUTION__________ .......... _________________ 7 5.0 TRAFFIC ASSIGNMENT................................................®................a.. 8 6.0 TRAFFIC COLJNTS..........................................................................10 7.0 EXISTING CONDITIONS ________ ............... ...n.........,.....,...,...... 12 8.0 TRANSIT SERVICES__ ........ ...... ______________________ 16 9.0 PLANNED ROADWAY IMPROVEMENTS.................w.,.......,............ 17 10.0 COMMITTED DEVELOPMENTS ........... .................m.........,.,....,.......,.18 11.0 CORRIDOR LEVEL OF SERVICE ANALYSIS____________ ........ 19 12.0 INTERSECTION LEVEL OF SERVICE ANALYSIS______ ..... 21 13.0 TRANSPORTATION CONTROL MEASURES PLAN (TCMP) ,..a.......,. 25 14,0 RECOMMENDATION_____ ........ ....... _____________ 26 RICHARD GARCIA & ASSOCIATES, INC. ii Co u ;bits Centre .1 dv • • • LIST OF FIGURES "" Location a e I: r Figure2: Site Finn.................<.,.............,,......,..,.,.....,,........,........................,....,.,. Figure 3: PM Peak Site Traffic......................e......<...<..........,..,................,..,.... ,.,........ Figure 4: Existing PM Peak Hour €M is.............................:...............,..,..,....,........... 1. Figure 5: Existing Lane Geometry__ ,,,,,,,,,,,,,,, ,,,,, 13 Figure 6: Proposed PM, Peak TMC (2009) .............................. ......... . 22 Figure 7: Proposed Driveway Volume ..............<..,............ .................... ..........,...... 24 Table 1: Land Uses Table 2: Intersection Level of Service Summary .................................................... v Table 3: Trip Generation Summary 6 Table 4: Cardinal Distribution 7 Tabie 5: PM Peak Hour Traffic Distribution 8 Table 6: Committed Developments 18 Table 7: Person Trip Corridor Analysis Summary..................................................20 Table 8: Intersection LOS 22 UST OF TABLES Appendix Appendix Appendix Appendix Appendix Appendix Appendix Appendix APPENDIX APPENDIX APPENDICES A: Trip Generation 8: Trip Distribution C: Signal Timing & Adjustment Factors D: Traffic Counts (TMC's & ATR) E: Committed Developments F: Transit G: Corridor Analysis (Person Trip) H: Intersection & Driveway Analysis Review Comments & Responses (City of Miami & FDOT) J: Sufficiency Letter I i ; \La, , RICHARD GARCIA & ASSOCIATES, INC, ail • Executive Summary The subieicii pri iuct is booted on the soes comer of So iNiAtarri jr-mi SW 1 4 race in the Citiyi of Mom lorida. The sojec croec:if is a •used development with the followino iond Table 1: Land Uses Land Use Units Specialty Retail High -Rise Residential Condo I Townhouse General Office 11.132 T.G.L.A 221 DU 240.086 T.G.L.A The existing General Office use was analyzed for the existing trips and have been reduced from the future proposed development traffic. The Trip Generation calculations of this project reveal there will be 67 net vehicles per hour (vph) entering and 179 vph exiting during the PM peak hour. The subject project is located in TAZ 579 and has had the traffic assigned to the surrounding roadway and transit system using the 2005-Cost Feasibility Plan MUATS Cardinal Distribution. Link and intersection traffic counts were collected, averaged and adjusted for Peak Season and used in the link and intersection ,•‘\ RICHARD GARCIA & ASSOCIATES, NC, iv e M I Said-% • 4 , These nalyses were Derrarmt-5,, condition and proposed condition \Arith OCCKarounn, committe,: and prolect traffic. using the, Transportation Comd,Thr concert the results indicated the corridor person trip cmolyss will not fail belo\A/ LOS D r 1 a,i sceraros. The intersection anaiysis revealed the following results. Table 2: Intersection Level of Service Summary ln ersection Level of Service Summary Inierse Delay xistinv (2006 L-os Proposed (2009 De ay LOS S.Miami Avenue & SW 14th Terr 0.7 2.7 S.Miami Avenue & SW 13th Rd 34.1 19.3 SW st Ave & SW 14th Terr SW 1st Ave & SW 15th Rd 0.9 1.6 11.2 2.2 r• keil Ave & SE 15th Rd 20.5 Note: Although the delay went down the vc (voh..rmelo capacty) increased from 0.32 /o 0 54. The results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology. As such, sufficient Transportation Corridor capacity exists to support this development. The additional analysis performed consisted of driveway analysis. The results indicated the subject's driveways will operate at LOS A. 72' /A\ RICHARD GARCIA & ASSOCIATES, INC, V 1:` SP a • • • t ,0 introduction The ouroose e proposed . oteo ev len t3e5 Ieotpoec e S . ,west corner of South - tEam and I At'Terrace City of Miami, Fiondo. !€ €is report .-allowrr e.'�C'�v.`�`o ogv {"'Y r o �'v; , use Specic Per l:Mi ASP'. t" e ` he ��fy of i t al � 3 �,ts ;d v '.l riiz �,+ i �'rr y �..-v`.�.�s, The traffic impacts to the adjacent roadways were evaluated as well os the signalized intersections of South Miami Avenue and Brickell Avenue and 5W15., Road. Additionally: the un-signalized intersections of SW 1, Avenue at SW i 4'h Terrace and SW i 5iri Road were analyzed. Lastly, the site driveways were also analyzed. These Intersections were the most affected by this project and were discussed with the City's traffic consultant during the project's scoping phase. This analysis was performed for the existing and proposed conditions during the PM Peak Hour using the Peak Season condition. This report follows the methodologies adopted by the City of Miami's Person -Trip Analysis and conforms to the institute of Transportation Engineer's f iTE) Trip Generation, and Traffic Impact Studies Manual as well as the 2000 Edition of the Highway Capacity Manual. lA!: =``, RICHARD GARCIA & ASSOCIATES, NC. • • • 2M Project Description ,' Location ter, eo S 'i 4._. -1-e-doe in uses as ideWed b' the in€WT:;u€:. �F 7 orrier of Sou nsnor'ot r:u. most closely reset 1b ec the proposed mixed: use re-ceve op, Tana uses are as follows: Land Use 814: Specialty Retail w! -Mt,2 square feet Land Use 232: 'nigh -rise Residential Condo wl 221 DU (Dwelling Units) Land Use 710: Genera, Office wi 240,086 square feet nese Site access is provided on SW ] 4t" Terrace. Figure ? depicts the site's location map while Figure 2 is a site pan. U'�'', RicHARC GARCIA & ASSOCIATES, iNC, c�lthr Genre 'SP T a i n a Study • • Figure 1: Location Map 200E EuiuP"a� Poin!®c 25'4515-08' N 8071,;;38 38' Va re All 77261 —� 1 RICHARD GARCIA & ASSOCIATES, INC. 3 SP Figure 2: Site Plan A I/A 1 u!1 ; RICHARD GARCIA & ASSOCIATES, INC. eo 4 Coliinthirt e • • 3.0 Trip Generation from , _'C �Gp < The Trip Generation coicu,ations results of The proposed evelocme re Summarized below. The , _ _ rites and ,bernentages for PM Peak are included in Corresponding cur Table 3 below summarizes greatest traffic impact associated with the subject development, which occurs during tie ?tv; peak. The existing Genera Orfice deducted from the proposed site development traffic. Lastly, the trip generation was converted to net vehicte trips by utilizing the City's Person Trip Methodology. This methodology uses 16% vehicle occupancy and a 14.1% transit reduction factors. Lastly, a pedestrian reduction of 15 percent was utilized for pedestrian and bicycle trip reduction. These factors are consistent with the values used in the City's DRI - Increment 11 for the Brickeil Area. The trip generation results are contained in the "Trip Gen" tab of the appendix. • \� j�l'`°', RICHARD GARCIA & ASSOCIATES, INC, 5 bus Centre MI SP -t S • • • Table 3: Trip Generation Summary Land Use (LU PM PEAK HOUR TRIPS 1TE IN OUT I LU TOTAL Units CODE Trips Trips I TRPS Existing Use Genral Office Proposed Use Specialty Retail High -Rise ResidentialCondo / Townhouse General Office Site Trip Generation Gross Vehicle Trips 15.984 T.G.L.A 710 11.132 T.G.L.A 814 221 DU 240.086 T.G.LA -7-10 4 20 24 13 -17 ,,, 53 31 84 60 298 358 122 326 Vehicle Occupancy Adjustment (g, Transit Trip Reduction @ Pedestrian/Bicycle Trip Reduction Cg Net Vehicle Trips 16.0% Of Gros 14.1% Of Gros, 15.0% Of Grosl 20 .52 72 17 46 18 49 63 67 67 179 1 246 \14 L \ RICHARD GARCIA & ASSOCIATES, iNC, 6 Cep: `SP Tra • • • 4.0 Traffic Distribution TrTr ofr c An'O'YS`.; Zoe g lea Loy H r r Y'ounly s TAZ are included me orresoon€€d f . The The c.� re na no iraf c o]s!r ouiion being assigned ,O The `o[;ow no i0ec ons : 'v.C= SF7Q iu=r a r '+ ned in Tab e 4. €r1�. r-onesaonr't'ng ta..0 'r�i.r.-l!° es C« 7AZ Maa,. .. no me r.nd r, D c n;s a--u�oSummary h C n ESE 00r t:.Orr�,'Spv� ��inv ��re �or'�a :�:�Tr;�:�. � On 'or This zone � l�s� .� : �� ���u. Cost Afforaabie Plan Table 4: Cardinal Distribution DIRECTION DISTRIBUTION % NNE 23.11 ENE 7.20 ESE 0.62 SSE 0.56 SSW 3.55 WSW 23.48 WNW 18.81 NNW 22,68 TOTAL 100.00 \-1iI \ RICHARD GARCIA & ASSOCIATES, INC. 7 zhiis . en T a 1. 5.0 Traffic Assignment • ir tr! ••••••=," t r ,s7 Tne (--SH oce —2▪ > i . OvOCfl f•ram, calculations, the Ptv', peak no recresents Ire worse case. Tc.iae, 5 was developed to depict ine PM Peak Hour Assignments whie Flour-- 3 c1,---attrs ire assgnr-nehts to the surroundihn! intersctinns. Table 5: PM Peak Hour Traffic Distribution DIRECTION IN OUT Total NNE 16 ENE 5 ESE 0 SSE 0 SSW 2 6 WSW 16 42 WNW 13 34 NNW 15 41 41 57 13 18 1 1 1 1 8 58 47 56 TOTAL 67 179 246 RICHARD GARCIA & ASSOCIATES, NC. rah Traffic act Sty; Figure 3: PM Peak Site Traffic r!\ RICHARD GARCIA & ASSOCIATES, INC. b (.entre 11 SP TraftijactStud • • 6.0 Traffic Counts For the purposes of the corridor dna ysis„Aufomatic Traffic- Recon..,er (ATR) was collected on Wednesday June 7th and Thursday June 8"': 2006. These counts were yeraged, adjusted for peak season, and corrected for multi -axle traffic by utilizing the Florida L,) parthnPunt Transportation Peak Season Correction Factor (PSCF) and Axle Correction Factors (ACF) of 1.09 and 0.97, respectively. Lastly, these calculations are included in the tab labeled "TMC's/ATR" in the appendix. Additionally, manual Turning Movement Counts {TMC) were taken at the nearby intersections surrounding the subject ste. These intersections were discussed and developed during the scoping phase of the project with the City of Miami's Traffic Consultant. Figure 4 is a graphical representation of the existing TMC that have been adjusted to represent the peak season. A .1; RICHARD GARCIA & ASSOCIATES, INC 10 Co xrr /ju Centt t C'SP T • Figure 4: Existing PM Peak Hour TMC's .'006 Euivup Y h of gos Fmsge v^ :£05FSar boi ri9'd~ 1] ( t /i -r7i ,; RiCHARD GARCIA & ASSOCIATES, INC. 11 b .sCentre .litSP Ira * • • 7.0 Existing Conditions Geometry: South Miam Avenue South Miami Avenue is a 2 ione undivided Non -state Road, provides connectivity in the north -south direction and has auxiiii ry left turn lanes at most major intersections. On -street parking is allowed, Geometry: SW 15th Rd SW I5 Rd is a two-lane divided non -State road. it provides connectivity in the east -west direction and has auxiliary left turn lanes at most intersections. On -street parking is allowed. Existing Lane Geometry The existing approach lanes are depicted in Figure 5 below. This figure also depicts the Synchro Model used to perform the intersection analyses. izh If 1 I 1 \ \ RICHARD GARCIA & ASSOCATES, 12 "SP f • • • Figure 5: Existing Lone Geometry _ A 2CCE Eq9 Nelr Image <I.4. tem; *WO. RICHARD GARCIA & ASSOCIATES, INC. 13 bus Centre Tra • • Signaiization: Brickell Avenue (US 1) & SE 15 Rd The existing sianol fiming was obtained from itiiiiioraDad Signals and Signs division. The existing PM Peak hour condition has a 115 second cycle length, The Signal OperatinPiong (SOP) consists of a two-phase operation. The first phase provides east -west through movement which also allovvs permissive letf turns. This phase has 23 seconds of green indication followed by 4 seconds of yellow and 1 second of red. The second phase provides north - south through movement with permissive left turns. This phase has a maximum of 82 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. This is further documented in the Timing/Factors" tab of the appendix as Asset ID 2261. South Miami Avenue & SW 15th Rd (Broadway) The existing PM Peak hour condition has a 60 second cycle length, The Signal Operating Han (SOP) consists of a two-phase operation. The first phase provides east/west through movement with permissive left turns. This phase has 9 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. The second provides north -south through movement and allows permissive left turns. This phase has a maximum 41 seconds of green indication followed by 4 seconds of yellow and 1 second of A RICHARD GARCIA & ASSOCIATES, INC. 14 Trafficin lad Stuth red. These caii ulation.r, (-ire incii idea %/Oil-, the sic -no were nput inputinto the Syncnro Mode., This iS turthe aocurnentec the Trnrig/Factors tab as Asset I'D 481' 1 \ RICHARD GARCIA & ASSOCiATES, INC. 15 "rt Citre iusp a 't Study • • • 8M Transit Services During the roadway mode of the Fersnn Trip Corridor rinalvsis. it03 found that sufficient capacity exist to support this development LOS C existing and LOS D proposed). As such transit services were not obtained from Miomi-Dade Transit Agency. However, in the event that trips need to be assigned to transit modes, we will utiiize the available 'transit capacity. A I k/\{ RICHARD GARCIA & ASSOCIATES, INC. 16 (oIunihus Centre itSP Tr • • 9.0 Planned Roadway Improvements Jre 2006 Transportation rflygm-int Pro--iroim ITiP was for possibie roadway i. iprovemenfs near the subject prcec Additionally, the downtown inset for Capacity, Safety ana other improvements map in addition to the Reconstruction, Rehabilit, fion and Resurfacing (RRR) Improvements map was evatuated for improvements for 2006 fhrougn 2010 five year work program. No roadway improvement projects were identified in the study area. As such, the proposed conditions were based on the exisfing roadway geometry. :s."(( /., RICHARD GARCIA & ASSOCIATES, NC. 17 Gelt .: �['rdfp ltatsci� • • • 10.0 Committed Developments "3 e re pest the City of Miami s 3 nr department was co acted with: a list of can:, s u taken from the Aoril 2006 City of Miami Large Scale Development Report: I995-Present. Additions ly, the NEW graphicai database was utilized to determine the committed developmenfs-- Excerpts from fr.ose sources are included it the tab labeled or1�rn3tied along with the summary of the commuted developments utilized here. Table 7 summarizes the corn. ted developments utilized in the subsequent analyses. Table 6: Committed Developments ROi:DWNy NAME ^[R Project Name zeta! COMM 1ted Traffic Person Trip Volume g 1 4 API Mass Tro s t in Person -Trip kg 14.91 11390 Bnckeli Sav''2 Mellon, Financial CeEte1 i 3arciays4J Marriott) Infinity al 3rickel Coral Way Devslopm ant; Ca7;tai at Br1ckel! :SMA One Broadway i9ar4 I Place - • Phase l} Sault! rvi;ami lave..e C or450-4 41i uir i Ir-5n14 2 Park Pace at 9rtckeli ;Phase t, - Office) i I 4 6 14 _ 5 ii S. Miami Ave. ND _ € 1 a. E 13 56 31 195 273 45 SS p n ` 0 ( Y <0 0: p 0 0 r, LINK 0 0 I 51 13 86 4 31 195 273 48 SW 15 Rd 56 2 ! 0 1 _ _. s 0 155 253 354 62 V.rc 1 8 0 0 r 154 153 225 40 LINK 3 13 0 0 91 0 309 416 582 102 \\ RICHARD GARCIA & ASSOCIATES. INC, 18 ibus Cent T a udv * * • 11.0 Corridor Level of Service Anaiysis A corridor analysis was Performed thhit follows thi-e, Miomi's Person Trip Methodology. This methodoloay has been utilized in the Cifys Development of Region DRI) - increment and has been occ y both the FDOT and the South Florida Regional Piannina Councii. Lastiy, this methodology is further detailed in the City's document: Transportation Corridors: Meeting the Challenge of Growth Management in Miami. The results of the corridor analysis reveal that all levels of service thresholds will be above the LOS E standard. Table 7 is a summary of the results while the Person Trip tab contains the spreadsheet utilized to compute the peak season existing condition, the future year (Le. 2009) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. \I \ J-1 /7.\\ L miCHARD GARCIA & ASSOCIATES, NC, 19 `ra • s • Table 7: Person Trip Corridor Analysis Summary LOS 1EXIST84G COY•POiTBON 4Seasona4y Adjusted) South 14Yia+1 i Av21144 173 S Sou ih Miami .oven W 15th Rd S.^: 25t": R cI 2_,_,Nor snte No, 5! a re.^,tee 6�sa; n_ 1.4 v1 KGROUNO C27H Mfl1ED '6'RAFF'$C LV-110...s;a,F ivus-sta+.e J 55 4.04 s2- 36 South Miami Avenue S✓y' . t3'.h. 5:1 N9 ▪ 27 S'/1' 131^, S1 S=h` 25sn Rtl GE 2 -L-. Non-atat e73 5W 15th R Biscayne Bev SV"^, s: Avenue S▪ v4o;el �a _ ! 23C-Noo-slat B¢scav-_ 5av..'S 1 8 283-Non-dale 1 25 TH PROJECT AND BACKGROUND & COMMITTED TRAFFIC 657 44 v 5 529 1 €2 South Miami Avenu S` 251n 25 57 `3th 5• SW 25;•^: Rd i SB _ _Lv 596 82 C SW ?5th Rd Eiscecra 541: 5'-!'r 15 .Avuhue Nca-state € 5 742 C S.A. 15: fvenl E�s:ayae Bay WE [ 5 , 2_O-Non-slate I1 �1,..........................................................._...�. l� `y RICHARD GARCIA & ASSOCIATES, INC. 45. n. 5 E E 5c2 20 e 'SP 1 ratfkninac Stuck * • • 12.0 intersection Level of Service Analysis Intersection analyses were performed for the peak season exls; condition and The proposed condition at the five (5) intersection described, belovv using the SynchrolSimTroffic software. The results indicate the LOS are within acceptable guidelines for These types of facilities. Table 9 provides a summary of the resuts while the "Int. Analysis" tab provides the program output, The existing sianal timing was maintained for the proposed condition an iysis and is provided. The capacity analysis was done for the Existing (without site traffic) and proposed conditions (with background, committed and site traffic) for the PM peak hour for the following intersections: S. Miami Avenue & SW 14th Terrace (unsignalized) S. Miami Avenue & SW 15h Road (Signalized) SW ls? Avenue & SW 14th Terrace (unsignalized) SW lst Avenue & SW 15 Road (unsignalized) Brickell Avenue & SE 15 Road (Signalized) RICHARD GARCIA & ASSOCIATES, INC. 21 bus Centre !SP Iraffk IrnpaiI Studv * • • Table 8 intersection LOS filtersection Level of Service Summary Intersection S.Miarni Avenue & SW 14th T S.Miami Avenue & SW 15th Rd 34.1 19.3 SW 1st Ave & SW14th Ter 0.9 11.2 SW 1st Ave & SW 15th Rd 2.2 Brickell Ave & SE 15th Rd 20.5 61.1 Note. Aithouor tne delay went down tne vc (vo4.1rneto ;:apacity) increased from 0.32 to 0.54 Figure 6 below depicts the future intersection volumes {TMC). Figure 6: Proposed PM Peak TMC (2009) \ RICHARD GARCIA & ASSOCIATES, INC. e tFs • L Jsino the TM S from tr, c-J-'--rmined at the site driveway'. !!n th proacHno vok_Jrnc...-, ! ) ; vph was determried by takino southbound aht turns ana add them fo the northbound ei urns occurring at South Mi rr-j Avenue,. Sirril rly, in the West -no direction, the approaching volume of 59 vph was determined by taping the southbound left turns and odang them to the northbound right turns occurring at SW ist Avenue. Figure 7 depicts these driveway volumes. Lastly, the LOS driveway analysis resulted in an average delay of 7.0 seconds. This delay corresponds to an LOS A. The intersection analysis tab in the appendix contains the results of this analysis. ".•,_itg\,. RICHARD GARCIA & ASSOCIATES, INC, 23 Columbus Centre Mt SP Traffic I m pa ° tud Figure 7: Proposed Driveway Volume A \'.:; NICHARD GARCIA & ASSOCIATES, INC. 24 Traffic 13,0 Transportation Control Measures Plan (TCMP) keeping w:.t the C.€`_ s effort akev,at. Traffic deveoper wiii make every effort fo encourage s u rro',,', on to include, peC,estrtan, b f ycle and transit. Info rmat be :`pro 'Ace residents and patrons of the surrounding ;rans3 system, Lastly, every effort wii[ be made to design amenities that encourage all modes of transportation. 1 RICHARD GARCIA & ASSOCIATES, ANC, ?5 Columbus Centre .1.1 SP c !mnac tud • • • 14.0 Recommendation results o t e analysi contained this report find that the of service thresholds are maintained within neLOS sandora cit E for the Person -Trip methadoiooy utilizing the Transportation Cora concept. Additionally. ai the intersections and propose driveways °holy ea will have c.Jcceptable Level of Service, Inc Fes ui ts indicated the intersections anJyzed will have some dearadation but remain above an LOS E condifion. As such, sufficient roadway person -trip capacity exists to support this development, tiV\ RICHARD GARCIA & ASSOCIATES, INC, 26 ht , Ge 'SP Traffic impact Study • • • Appendix A: Trip Generation u\\ !1/4 ; RICHARD GARCIA & ASS©CaATES, NC, Appendix A Columbus Centre MUSP Land Use LU Units ITE LU CODE 710 814 232 710 PM PEAK IN HOUR OUT 'Trips TRIPS TOTAL __TRIPS_ 24 30 84 358 Trips 4 13 53 60 Existing Use General Office Proposed Use Specialty Retail High -Rise Residential Condo / Townhouse General Office 15.984 T.G L.A 11.132 T.G.L.A 221 DU 240.086 T.G.L.A 20 17 31 298 Site Trip Generation 122 I 326 448 448 72 Gross Vehicle Trips 122 326 52 Vehicle Occupant Ad ustment 16.0% Of Gros 20 Transit Trip Reduction @ 14.1 % Of Gros 17 46 49 179 63 67 246 Pedestrian/Bicycle Trip Reduction @ 15.0% Of Gros 18 67 Net Vehicle Trips 1.40 1 40 94 250 344 88 Net Person Trips in Vehicles @ Net Person Tri sin Transit @ 24 64 Net Person Trips (Vehicle and Transit Modes) 118 315 433 1.40 L 26 94 Net Person Trips (Walking/Bicycling) @ NOTES: Trip Generation from ITE 7th ED, Adjustment factors taken from Downtown Miami DRI Increment II for kell Area. • • • Rate AN 2k M -< k ✓a tu._:..<.�y F ea : _ ....r Enter Sa'..u.iu. Peak Hour Exit Satu u Peak ._o= Total Sunday 2-y6 Volume Sunday Peak Hour__ te_ ..._..�...- Peak Hour Exit Sundaym eak .v....` Total..._ AN Pk Generatc Generacr Exit _gyp Generator, v.....__ Ge;_eratort Hr; Generator, rl Hr, ..e^:era.YWr, Total 1.19 .2v .00 9 C.25 C.CO 1.43 . 22 .02 C. __ 0.68 C.98 1.29 , v v . v 0.7)-6 0.0C C.38 1.00 00 CO 1,00 1.00 1.-- 1.00 Note: A zero irdicateG no data available. le. Sou. institute of Transportation Engineers TripGeneration, 7th Edition, 2003. TR=_ 44. Peak 77-1ter PV Peak Hp,fr Exit 4-6 PM Pea' Hour Total .52 A Pk 1r Generator, Exit 2.56 0.00 22 e c Geoezatez, E-.ter 2.91 0.00 PM 22 3 S Geierator, Exit 2,21 2.2E 22 22 3z. Generato S Total 5.02 2.31 Sata=da? 2-Kay Val e 42.34 33.97 Satur a\ Peak Sour Ester 0.33 0.00 Saturday Peak Hour Exit 0.3 0. Eaturday Peak Sou= Total C.00 0.00 Sunday 2-Wav Vcume 20.43 :2.27 Sunday Peak Hour Enter 5.m Peak Hour Exit 0.0C 0.00 1.00 .00 1.00 1.00 1.00 1.00 56 227 rote: A zero Indicates no data available. Source:ThstHfute of Transportation Engineers Trip Generation, 70h Edition, 2003. TRTP G7NERTTON ex y:2 T RA 23 • • • Sum7ar.y of Trip '..neratic,1-: Calc;.liaoiT. Fcpt7: 221 DwEJlin• 7.in.t.ts of Hlgh-Rle Ro5.f:iential Tiwrihmuse 57::ne CE. 2006 AdlLIEtmen1.1 Avc. Weekday 2ay VoLume AV Pek Ho.m.lr Enter 7-9 .T..M Peak HO= Exit 7-9 ,AM Peak Ho= Total 4-6 PM Peak HO= Entez 4-6 P':,1 Peak Hour. Exit 4-6 PM Peak Hour Tot:al Pk 0r, Generator, Enter AY Pk Hr, Generaor, Exit AM Pk Hr, eerator, Total PM Pk Hrt Generator, er PM Pk xi Generator, Ex: PM Pk Er, Generator, Total Saturday 2-Wav Volume Saturdav Peak Ho= Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak :cur Enter Sunday Peak Hour Exit Sunday Peak Hour Total 4.1E 2.08 0.06 0.00 0.28 0.00 0.34 0.59 0.24 0.30 C.141 0.00 O. 0.62 0.06 0.00 0,28 0,00 0.3t 0,59 0.26 0.00 0.12 0.00 0.29 0.62 4.31 2.11 0,15 0.00 0,20 0.00 0.35 0,59 3.43 1.88 0.16 0.00 0.14 0.00 0.30 0.55 E.; 13 57 27 84 33 44 77 758 35 31 66 Note: A zero indicates no data Source: institute of Transportation Engineers Trip Generation7ch Edatico 2003. TRIP GENERATION BY MICROTRANS • • ;Tor 24:2, flE6 7 ,I:r,S0,77., !96, Average .7.actor Avo. Weekday 2-Wav Volume ,,.),;_ 7-9 AY Peak Hour Exit2.29C.00 1,C0 45 7-9 .T„..E Peak .1:..ou.r Total 1.39 _.,- 372 4-6 1,1.Th Peak Hor. Enter 0.25 0.0G 1.:-)0 6C 4-6 PM Peak .F.or Exit 1.24 0.C° 1.0C 29F, 4-6 PM Peak Ho,„Ir Tota7: 1.49 1,37 AM Pk i7i, Generator, Enter 1.36 0,00 , ,,.., 327 7.1,1y1 Pk Hr„ C.enerator, Exit 0.19 0,00 46 . AM Pk Hr, 2ee, Total 1.5,5 1,39 _.,, --=:72 PM Pk r, Generator, Enter 0.25 0.00 1.00 6C PM Pic Hr, Senerator, Exit 1.24 0.00 .L, .,,,,,, 299 Pk Hz, Generator, Total 1.49 1.37 Saturday 2-Way :----dt,Irry Pe,=k Hour E,7.-1-er 0.22 0.00 1.0° 53 Saturday Peak Hour Exit 0.19 0.00 1.00 4E Saturday Peak Hour Total 0.41 2.68 1.00 9e Sunday 2-7ay Volume 0.98 1.29 1.00 235 Sunday Peak Hour Enter 0.0e 0.00 1.00 19 Sunday Pe,,,,k Hour 'T-x.it 005 0,00 ,.,..r.,. ...,,-.: 14 Sunday Peak Hour Tot& 0.14 3.39 1,,,I,y-,: .,.34 Note: A zero indicates no data available. Sol -roe: Institute of Transportation engineers TR:F GENERTION BY EICROTRANS • h, emee c,#: • • SP Traftic hnmwi Siud • • • Appendix B: Trip Distribution riA RICHARD GARCIA & ASSOCIATES,AMC. Appendix .B Project Site iS iGs;7[I- i'Lii:3E: Interim 2005 f €isiF ,.; ihie. ;an • • • ZONE CARDINAL DIR:CT NNE ENE SSE SSW WNW NNW TRIPS 3562 PERCENT . 5 0.26 1_.64 25.33 19.61 29.33 572 TRIPS 220 6 272 1647 1236 6704 8.20 67 2.43 1.73 4.06 24.57 18.44 25.91 '=. .. TRIPS 402 151 118 22 63 455 322 443 200 PERCENT 23.0E 7.32 1.10 A.__ 23.22 16.04 22.0 574 ._._., 861 613 1 4 46 189 888 660 633 4204 PERCENT 20.45 14.58 2.. -, 1.O9 4.50 21.12 15.70 19.81 575 TRIPS 578 487 145 43 186 577 552 674 3242 PERCENT _ 17,23 _5.02 4.47 1.33 5.74 17.80 17.03 20.79 576 TRIPS 9E7 737 124 69 228 1166 766 905 4982 PERCENT 19.81 14.79 2.49 1.38 4.58 23.40 1.5,38 _8.17 577 TRIPS 1644 659 84 32 347 1639 1059 1526 6990 PERCENT 23.52 9.43 1.20 0.46 4.96 23.45 21.83 578 TRIPS 532 184 27 44 61 527 362 447 2204 PERCENT 25,05 8.35 1.23 2.00 2.77 23.91 16.42 20.28 579 TRIPS 860 268 23 21 132 874 703 844 3722 -ERCENT 23.11 7,20 0.62 0.56 3.55 23.48 18.81 22.68 520 TRIPS 15,15 364 29 43 307 2603 2056 3152 10069 PERCENT 15.05 3.62 0.29 0.43 3.05 25.85 20.42 31.30 581 TRIPS 625 131 13 27 83 819 621 962 3281 PERCENT 19.05 3.99 0.40 0.82 2.53 24.96 18.93 29.32 582 TRIPS 143 20 1 3 6 150 90 146 559 PERCENT 25.58 3.58 3.18 0.54 1.07 26.83 16.10 26.12 583 TRIPS 420 54 4 8 33 327 257 351 1454 PERCENT 28.89 3.71 0.28 0.55 2.27 22.49 17.68 24.14 584 TRIPS 184 0 0 60 405 276 227 0 1152 PERCENT 15.97 0.O0 0.00 5.21 35.16 23.96 19.70 0.00 585 TRIPS 84 11 41 157 114 161 30 PERCENT 14.05 1.64 0.00 6.86 26.25 19.06 26.92 5.02 - 39 - 1718/05 598 • • • Columbus Centre MUSP Project Cardinal Distribution (TA .Z 579) DIRECTION DISTRIBUTION % IN PM Peak Trips OUT ; Total Bi NNE 23.11 ENE. 7.20 ESE 0.62 SSE 0.56 SSW 3.55 WSW 23.48 WNW 18.81 NNW 22.68 TOTAL ` ` ` ` 100.00 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005-2025 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. 16 5 0 0 41 13 57 18 2 6 8 16 42 58 13 34 47 15 41 56 67 179 246 Traffic Assi.nment Percent • * • Columbus Centre MUSP PM Traffic Assignments Direction North East South West IN 16+15=31 5+0=5 0+2=2 16+13=29 OUT 41+41=82 13+1=14 1+6=7 42+34=76 TOTAL 113 19 9 105 TOTAL 246 Site Traffic PM Peak Coiumbus musF • • • 29 117-7> Columbus Centre MUSP PM Peak Project Trip Assignment 31 7 tL w4 C ?, 2 entre raffic Imo wt Stuth • • • Appendix C: Signal Timing & Adjustment Factors A V�iLI` .1\, RICHARD GARCIA & ASSOCIATES, INC. Appendix C • • * 2 T 13 41. 1 4 7 T 13 40 1419141 9 60PM PEAK 2-: T 65 36 1 4 7 4 6 531-:CTTE 6...:12: 24 T 62 24 1. , 7 7 7': 433:_ECA1L. 7E'2.7 PHASE: 1 G(w) (S. Miami Ave 8 40 G;(0 G(g) 1 1 G(total) 9 41 y 4 4 R SPLIT 14 46 CL= 60 • • FOE 2 61 H:37:3,.3.7'1:3-':i H7_3° - , PHASE: 1 2 US 1 G(w) 7 70 G(f) G(g) 15 12 1 Gpotal) 23 82 4 4 R 1 SPLIT 28 87 CL= 115 2004 Peuk 6em»ou Factor Category Repo,-,t MlA,'NII-DADE SOUTH Cu',gor� 8-01 0 � D*�s SF PS[f ORD 4 0O� Ol��20U� IOO4 0�/Ol2G0�'U����G04 7 OS200�-O�'/�28O� LO3 ll� � 02''lf28U4 O3���OU4 A OJOU-, U2�S�OD4 lO 0229Z0 CG04 ll D�07ZO�� 2O04 LO� ll2 l2 CG/|�ZDO� 0��O2O84 l84 l]l l84 l]l 14 0�23'20O4 04���2004 Lg4 lll l� 04�4��OO� ��004 ]O4 lll 7 �OQ4 l04 l]l ]7 04 l88424'2004 1.04 l]l lX 04/25/28O4 U5 Z004 1O4 lll 19 0502/l0 Of. 08'2004 }.04 Lll 30 05�92004 0I/l5/2004 4 lA] 21 05.l6/2004 05:�22/2004 l,OS lJ0 22 05/24 2004 O9'2004 1,03 10 23) 05S0.,200* 8685/2004 LOZ l�09 24 06W6/200� 06/12/2004 }-O2 O9*�—' 25 UG/l31/Z8O06/l92004 }-8l |.87 26 80/20/28§4 06/Z6/2004 1.01 l07 27 86/27/20O4 07/0]/2004 l0l l07 ZA O7/O4/2001 U7/182004 1.01 1.07 2P 07/l1/Z004 07/l7/2004 1.8l 1.07 SO 07/l&20O4 0�Z4/2004 l00 1D6 31 07/ 5/ZOJ4 0781/2004 8,99 1�05 32 0801/200'4-08072004 0,99 l.05 B 0X/OX/20O4 88/l4/2004 0.98 l.O4 34 O&/l5/Z0O4 08/Zl/IOO4 0.98 1.04 35 08/22/2OO4 08/252004 LOO ].Ob 36 0D/Z9/2OO� 09/04/2U04 3,02 1�00 97 00/O4;/28O4'U9/ll/2884 ]D4 l�ll 38 O0/l2/2004 O9/iO/2004 1.06 1,13 �9 09/]g2GO, 09/25/2004 1.03 1.10 * 40 09/26/20U0@2/2004 0,99 1.05 � 41 lV/O0O4 IO/Oy/2004 &06 1,03 ~ 42 10/1O/280^: lG/]6/2OO4 O�D0.99 * 43 }0/17/2004 ]&� 3/2OU4 093 0.99 * 44 10,!242O04 1080/2004 0.93 0�99 * 4� l8S]/20G4 ll0G�U84 O-9-' 0-99 ^ 4h ll/07/20O4 ll/l�/2OU4 0.93 0.99 * 47 /7-O/2004 0.93 0�99 , 48 ll/2l/20U4 1l2-!]0O4 0.93 0�99 � 49 11/28/I0)04 lZ/0-'2004 0.92 0.98 * 4�0 l2'D5,20O4 l2/]l/20D4 0.92 8�98 * �l 12/12.20O4 l2/lO/2084 0,92 0�98 � 5 8D� l�--/2004 �-01 l.07 � 20 Axle Factor Catezo eport nt 8" -- DADi. e : 8"0 SR `5/1. 6 -1 . 8 R I C KELL Week mates 0 1..0412'004 - .' 1 0 00 01-112004 011 '200-a 011820€,-0x_.230. 01./2 ..004-v_.3- 2/0) 6 02 0%1: 2'00_ 02/0S 200€4 - 02. i 4 2004 8 02 _5'2030 _ 7 21 1100_ 02/72 00 - 028 2004 10 07/29.2004 - 03 ;06. 0304 03 /07 2004 - 03;1 3'2004 1 03/14/2004 - 03/20.2004 111 03; 21.2004 03;272004 14 03 28 2004 - 04/03/2004 5 04104:2004 - 04/ 10'2004 16 0411 1:2004 - 04`172004 17 04 18;2004 - 04/24'2004 18 04.2512004 - 05/01:2004 19 05/02/2004 - 05/08.2004 20 05/09/2004 - 0511512004 21 05/16/2004 - 05/22/2004 22 05;232004 - 05;29�2004 73 05/30/2004 - 06'0512004 24 06.06/2004 - 06`122004 25 06113/2004 - 06/19/2004 26 06/20/2004 - 06/26. 2004 27 06/27:2004 - 07/03:2004 28 07/042004 - 07110'2004 29 07/112004 - 07/'17/2004 30 07/18/2004 - 0724/2004 31 0 7252004 - 07'312004 32 08/01/2004 - 08107. 2004 33 08/08!2004 - 08/1 4/2004 34 08/15/2004 - 08/21,2004 35 08/22/2004 - 08/282004 36 08_`292004 - 09/04.2004 37 09/052004 - 09/112004 38 09/12 2004 - 09/18/2004 39 09119:2004 - 09:25 2004 40 09/26.2004 - 10/0212004 41 10/032004 - 10/09.2004 42 10/10:2004 - 10/16/2004 43 10/17/2004 - 10/23/2004 44 10174.2004 - 10/30/2004 45 10'312004 - 11'062004 46 11/07/2004 - 11113:2004 47 11/14/2004 - 1 1 /20/2004 48 1121 /2004. 11 /27/2004 49 11 /28/2004 - 12/04/2004 50 12'05/2004 - 12111/2004 51 12/12/2004 - 12/18./2004 12192004 - 12/25/2004 53 12i26;2004 - 12131/2004 • 0' 9 0.9 0,97 0 9 09" 0.911 0.9" 0 9- 0.9' 0.9" 0.97 0.97 097 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Page: 2 bus Centre MLSP * * A Appendix D: Traffic Counts (TMC's & ATR) '',-21\ RICHARD GARCIA & ASSOCIATES, INC, Appendix D • • • UN ERSECT[CN NO Table: T3 Columbus Centre MUSP INTERSECTION APPROACH VOLUMES INTERSECT ON NAME 1 S,Miarni Avenue & SW 141h Tea APPROACH PM PEAK MOVEMENT FIR COUMI 50U'rt IHOUND WE�STHOUND NORTT-tfi(1UN47 SUR 4 Sat 169 SBL TOTAL 173 WHR —.._.. 0 WEST ._.._,_0.. WE1t TOTAL NBR NOT 171 NBL TOTAL 176 EASTBOUND TOTAL 2 S.Mlarni Avenue 8 SW 151h Rd (AR EBT E_HL 5 TOTAL 25 374 SOIJT'HIIOUNO WESTBOUND No12THF30UNr) E5ASTBOUND - TOTAL sup, sor SBL TOTAL WBR WAT WEIL TOTAL NBR NEST NEIL TOTAL E'ER EBf —L:EIL TOTAL 24 _._. 212 23 —..,_259 -._. 1 7 19B _._. _,.86_ 301 47 _m 199 58 304 145 265 12 422 1286 Dale n Count Wednesday. June 07. 2006 Wednesday, June 07, PSCF 109 1.09 1.09 1.09 1.09 109 1.09 1.09 i 09 1.09 1 (19 I.09� PM PEAK 13AGKGROU11F) SEASONAL 13ROWT3i (o] 2% Conarnillncf ADJUSTMENT FOR 3 Years lnvetoprnenr 4 184 0 169 0 0 0 0 0 0 F1 408 26 1.09 1 09 1 09 1,09 1.09 1,09 1.09 1.09 1,09 1 09 1 09 195 '35 0. 200 35 t1 0 0 CI 198.__ 154 204 160 17 _._.._..-.. 1 [1 11 11 12 27 29 433 26 231 245 8 25 27 (1 282 �_.._.. 300 _.._,.. 35 19 20 216 229 94 99 328 34a 21714WY1 23(1 63 57 331 352 158 168 299 3E17 (3 14 122 460 498 160 1402 1488 218 202 2 - ... 235 1) :352 f1 12 22 364 22 17 6 0 t3 19 25 36 121 635 159 6.� 4(3 2s13 7 27---4<)-m.......... 33, 96 20 238 0 69 E) 6 357 ri4.. 237 74 366 190 314 129 648 1706 oiai 'rrat-Tv (VP II) .. 220 352 34 386------ 44 157 794 75 431 l.. 23E1 362 54 2,19 74 199 :321 151 670 ......................... 1831 ©Richard Garcia and Associates, Inc., 2005 • * 9 i I'NTERSEC T ION NO. II INTERSECTION NAME SW 1s1 Ave & SW 14th Terr 4 SW 1st Ave & SW 15111 Rd lab{e: T.3 Columbus Centre MUSP INTERSECTION APPROACH VOLUMES APPROACH SOUTHBOUNt] WESTBOUND NOR FI1BOUNO EA,TBOIJNO TOTAL MOVEMENT PM PEAK MR COUNT OMR a Count S TIR SIOT St3L TOTAL WBR WEST WBL TOTAL NER NBT NOL TOTAL 6333)3 ,. EL3T 172 13 185 EF1L TOTAL SOUTH)IOUND WEST BOUND NORTHBOUND 0 7 10 19 26 0 0 0 221 SBR 19 511T S UI. TOTAL WE3R WUT WF3L TOTAL 181 35 54 NOR 0 NBT 0 NUL TOTAL EASTBOUND TOTAL E13R EB1 GUL TOTAL 0 196 18 216 451 SCF 1.09 1 09 1.09 1.09 109 1 09 PM PEAK SEASONAL. AD.IUSTMEN1 -187 ...�._._....-.I 4 1 37 0 07 37 56 1 07 25 1.07 169 194 .._._. 1,07 0 107 0 1,07 0 0 1,07 .a 1.U7 ...� 212 1,07 19 _._.._ ._..,___,...._. 231 483 BACKGROUND GI4OWTH I:0R 3 Years I) 199 15 214 3_. 0.... 11 12.. 22.. 3) 40 69 20 179 206 0 0 q_ 0----...... 225 ...._ 20 245 512 43 0 0 0 0 35 0 0 0 0 8 7 0 O 0 0 0 0 0 724 9 124 133 Nel Traffic wlo Truce€ 37 272 Fi 0 5 ,. 5 0 u 0 334 22 40 7 7 61 43 104 26 1) 20 I88 4 1811 U 0 216 __.... 215 0 0 U 349 E) .. 349.... 21) 1a ? 365 14 383 645 I 57 7132 ©Richard Garcia and Associates, Inc., 2005 • • 9 INTERSECTION NAME Eliickell Ave & S4 11311 Rd APPROACH Table: T-3 Columbus Centre MUSP INTERSECTION APPROACH VOLUMES MOVEMENT SOUTHBOUNDD WESTBOUND NORI}iBOUND EASTBOUND TOTAL SBR SBT SBL TOTAL WAR W BT WILL TOTAL NOR NBT NBL TOTAL f_t3R FBI Ek3L PM PEAK l-(R COUNT 81 1147 35 1263 35. 11B 143 296 5& 509 68 633 111 110 67 TOTAL Notes: 1 TMCa€a provded by RGA, Inc. 2 Seasonal factor obtained from 6D0T's F112002 3 PM Peak Flour Seasonally Adjusted 4 Project is expected to have a build -out in 3 years. 5 Commitled Development Traffic. 6,7 Percentage of traffic assignment frorn Traffic Assignnien0 figures, 6 Net Traffic with seasonally adjusted, background and commitled. 7,8 Site tragic assignment percentages from figure_ 7 Site Traffic in Vehicles per hour, 8 Total Traffic in vehicles per hour 288 2480 Dale o Cunt u sday, June OE, 2006 PM PEAK BACKGROUND SEASONAL GROWTH C91 2% Committed Net Traffic PSCF ADJUSTiMEN-I FOR 3 Years Develo 1mants wla Proje:cl .� .._._...._...._..._.......__..------_._._,_. �.�_..... ---------..j..._.. 1.03 ....____ 88 94 0 94 1.09 '1250 1327 19 1346 1,09 30 40 0 411 1377 1461 19 .........----1480 .09 3B 40 0 40 1.09 129 136 1 137 1.09 156 165 0.,._ 195 323 342 1 343 1.09 61 ._,55 0... 66 109 555 r(3 } 7 66 I A9 74 7927 106 690 732 34 766 1.09 121 128 179 1.06 120 127 ...7...... 134 1.09 73 76 122 290 314 333 1a0 813 2703 2869 234 3103 T 1-ralf4 (VPH) ..,.64 _ 134E ................ 40 430 40 142 .. 165 341E 596 106 766 179 148 242 569 3164 )5Richard Garcia and Assaciales, Inc., 2005 Richard Garci,ia & Associates, Inc 1 3 1 7 NW 1 07 Ave_ Sue - No.. Hiaieah Gardens. FL 33018 Tei: 30::-..1-595-7505/Fax305-675-6474 Foe Name StviltAtVli_SVV14TERFe: Site Coda 000300011 Ste.rt Date- 6,"7/2006 Paoe : GroLaDs Printed- Li nstr.•!fted 5 111”NMi SW 14 TER S MlAiMi Svy14 TER From North From East From South F r073 West ----Stair' -Rig Thr Red App. RiQ Thr .., Ped App. R4 Thir , Ped App. Rig .. Red App. int. • Left Time ht u s Totai it i.ii s Tot•=i1 it LJ 'e'', S Tota! nt ,, Lett ote' Totai Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 "IL' 1_0 1.0 10 04.00 Pi.4 C 26 0 4 30 • 0 0 0 0 0 0 39 2 3 44 4 0 2 '%..". 81 04:15 PM 1 30. 0 7 38 0 0 0 0 0 0 41 0 2 43 4 0 I 0 5 86 04:30 PM 4 29 0 3 35 0 0 0 0 2 -3 41 0 8 44 2 0 2 0 4 84 OL:45PM13 1 36 • 0 0 0 0 0 0 36 2 3 41 4 ,L, -,) 1 1 6 33 Total 5 119 5 15 140 0 0 C) 0 0 0 157 4 1 '- 172 14 0 6 2 22 334 05:00 PM 1 43 0 3 47 0 0 0 -1 , 1 0 37 2 2 41 4 0 I 1 6 95 05:15 PM 1 59 0 6 66 0 0 0 0 0 0 44 0 4 48 1 0 5 0 a 120 05:30PM 1 31 0 6 38 0 0 0 1 1 0 48 1 4 53 4 0 0 0 4 96 05:45 PM 1 36 0 4 41 0 0 0 2 2 0422 1 45 5 0 4 0 10 98 Totat 4 169 0 19 192 • 0 0 0 4 4 0 171 5 11 187 15 0 10 1 26 409 Grand 10 288 0 34 332 0 0 0 4 4 0 328 9 22 359 29 0 16 3 48 743 Total 86 . 91. 33_ Apprch % 3.0 010100 .0 0.0 0.0 0.0 00 2.5 6.1 80. 4' 0-0 3 6.3 ( 2 .0 4 38 44. Total % 1.3 8' 0-0 4.6 44.7 0.0 0.0 0.0 0.5 0.5 0.0 1.2 3.0 48.3 3.9 0.0 2.2 0.4 6.5 cca • a, • CU! in TotaJ 344 332 575 10 288 0 34 Right. Thru Left Reds -P . - 0 North H c 0 r_ 8/7,2006 4:00:00 PM 51712006 5:45:00 PM Linshified Left Thru Right Peds 9 ; 328 0 . 22 317 359 575 Out 01 Tot -n07. • • c a - hand Garcia & .A soc ates 13=17 NW 107 Ave. Suite.- No.4 Hialeah Gar Pne, FL 03018 Tei 3D5-595-750,4-1FaK305-675-6474 S MlAfMJ SW 14 T66 S a, From North From Eas Fro Start Rid a nr Pad App. Pig Tf PeS Aps Fd Tor Ped l eTt . ?en Let; Time ht u s Totai h=. u s Total u s Peak Hour From 04 00 PM to 05:45 PM - Peak 1 of 1 intersects 05:00 PM Dn Volume 4 169 0 19 192 Cr 0 0 4 4 3 171 5 11 157 88. 100 9': Percent 2 0.0 9.9 0.5 0.0 u.3 0.0 2.7 5.9 . 0 .0 0515 59 0 6 66 0 0 0 0 0 44 0 4 48 0 5 0 6 120 Volume Peak Factor High Int. 05:15 PM 05:45 PM i 05:30 PM 05:45 PM Volume 1 59 0 6 66 0 0 0 2 2 0 48 1 4 53 5 0 4 0 10 Peak 0.72 0.50 0.88 0.65 Factor 7 • 0 • 2 0 Fie Name . SWAM_ Site Code 00000000 Start Date 7r2006 Pave, No 5 • cc 61.0 to 0 • 5 M14,iM1 Out r. TotRJ 15 0 10 38. 5 181 192 373. 4 169 Right Thru Left Pecs North 67?2006 5:00:00 PM 51712006 5:45,00 PM Unshifted 15. --8 Left Thru Right Peds 5: 171 0: 1' 184 67• 371 Out in Total 5PLAM 3_8 App. Total 26 409 0.852 Richard Garcia & Assocates: inc 13117 NW 107 Ave Suite- No.4 Haleah Gardens, FL '33018 Te!: 305-595-75051F ax305-675,5474 File Name. smiAtvl•-2 Site Code : "Start Date 6712006 Paee Groups Phnted- Linshifted SMIAMi SW 15 RD S MIANIE SW 15 RC.- From North From 6331 From: South From West Star t Rio Tnr Ped App. Rio Thr ,... Pea App. Rlg Pea App.. Ric,3 Thr , „ Pet App. Int_ Left Left k .....__....Ti.me .. ht ti, s Total ht u 'T' s Tata: it s Total ht u Le. .......... s Total 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_ C. 1.0 1. c-,,,., 04:cdi1/4A 1 26 4 0 31 8 34 12 2 56 7 30 14 0 51 18 46 -.,' 2 72 210 04:15 PM 2 37 5 1 45 : 6 32 7 0 45 9 26 12 1 48 47 46 3 3 99 237 04,30 PM 3 35 6 0 44 8 46 10 2 66 4 25 12 0 41 34 57 5 2 98 249 04.4q PM 4 22 3 0 29 3 35 7 6 51 17 32 18 2 69 30 58 10 1 99 248 --.1._.._.„... . Total 10 120 18 1 149 25 147 36 10 218 37 113 56 3 209 129 207 24 8 368 944 05:00 PM 5 57 4 1 67 5 46 28 0 79 10 39 20 1 70 37 74 2 1 114 330 0515 PM 4 44 1 2 51 2 42 30 0 74 9 36 18 1 54 68 77 3 1 149 : 338 05:30 PM 8 66 12 0 86 4 70 8 2 84 21 85 3 1 110 4 59 4 I 68 348 0545 PM 7 45 6 0 58 6 40 20 0 66 7 39 1 1 64 36 55 3 4 98 286 Total 24 212 23 3 262 • 17 198 86 2 303 47 199 58 4 308 145 265 12 7 429 1302 Grand Total Aporch °/D Total % to 10 34 332 41 4 411 42 345 122 12 521 84 312 114 7 517 274 472 36 15 797 2246 80 10. 66_ 23_ , 16. 60_ 22_ 34. 5Q, 8.3 1.0 8,1 2.3 1.4 4.5 1.9 4 2 14. 15. 1312. 21. 1.5 1.8 0.2 18.3 1.9 5.4 0.5 23.2 3.7 . 5.1 0.3 23.0 1.5 0.7 35.5 82 0 iz S NtAM, DuiI Total 390411 34 332 41 4 Riga Thru Lft elis 4- Nbrth 4. xi 11- ...." '1,3 . : i.0 ,..•. 87/2006 4 00:00 PM 7-: = 6,712006 5 4500 PM r-. : : :-,.. x, •-•-• 0 , .;‘‘3 : ... Unshifted .--. . a, _ _,.•:E; i - Let Thru Righ° Peds 114. 312 84 7: 728 517 • 1245 art In Tnt8 S MIAM, R chard Garda & Associates, lriC. 13117 NV V 107 A.ve. Suite- No.4 Hialeah Gardens, FL 33018 Te 305-595-7505/7:305-875-84.74 File Name Ste Code Start Date Fa No SWAMI —2 Onli)On000 617/2006 2 $ tvilAtiAl SW 15 RD 2 AMI. Sli,115 SD ...... From Nohth From East From South MI Front West tart RIQ Thr Fed App. Rig Thr Ped Ap. Fed App. Rig Thr Fe.d App. Time ht. u _, s Total ht u Left s Totai lit Th, Left - s Total int Li Lert.:1 $ ........................._____ .......... ..... Peak Hour From 0400 PM to 05 45 PM - Peak 1 of 1 intersect on Volume 24. 212 23 3 262 17 198 80. 9 Percent 05:30 Volume Peak Factor High Irt. Volume Peak Factor oio 05:00 PM 8 66 12 0530 PM 9 2 54 8.8 1 _ D.6 86 2 303 47 99 23 15 6-4 4 3 6 0.7 ........................ 56 4 308 145 265 12 429 1302 18. 33' 161, 2 8 6 _3 8 86 70 8 2 84 21 85 3 05:30 PM 8 66 12 0 86 4 70 0.75 2 05:30 PM 2 84 21 85 0.90 2 1 1104 59 4 1 68 348 0.935 05:15 F51 3 1 110 68 77 3 1 149 0.70 0.72 0 _ 0 0 0 S M.AM, Out !n. Tota 228 252 490 24 212 23 3: Right Tnru Left Peds North 6/7/2006 5-0000 PM 5/7(2006 545:00 PM Unshifted 4— Left Thru Rght Peds 58, 199• 47 4 443 308 751 Out n Total S WWI SW 1ST AVE From Nortn Start Rlg Thr Left Ped Aop Time ht u s Total Richard Garcia 8,-, Assocates, rc 13117 NW 107 Ave_ Suite- No_4 Hialeah Gardens. FL 33018 Tel: 305-595-7505/Fax:305-675-6474 Fe Name Site Code Start Date Pad E: NO SW1 00000000 618/2005 Groups Printed- IJnShD1ed SW 14 TER SW 1ST AVE SIN 1................................................. .4 TER, From East From South F FOM West Rig Thr L ft Ped App. . Rig Thr e ft Ped App., Ric hr t .,.,.., Ped App. int s. ht ii e Total ht u -1'l s Total r 7-ll s Total Total Factor 1.0 1.0 .1.0 1_0 04:00 PM 0 18 1 1 04:15 PM 0 34 4 1 04:30 PM 0 26 4 I 04:45 PM 0 33 2 1 20 391010 2 31 2 1 0 1 4 36 1 0 3 0 4 Total 0 111 11 4 05:00 PM 0 29 3 05:15 PM 0 40 5 05:30 PM 0 70 3 05.45 PM 0 30 2 Tota1 0 169 13 Grand Total Apprch % Total % • 126 4 I 4 1 10 1.0 1_0 1.D 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0 0 0 0 0 0 5 0 4 9 0 0 3 0 0 29 4 2 0 3 9 0 0 0 2 0 13 0 D 0 1 5 0 0 6 0 0 0 5 14 0 8 27 0 0 0 0321010 2 1 4 0 2471001 21600 0 73 : 0 0 3 1 4 4 4 0 1 1 33 1 0 0 0 1 2 4 0 2 3 185 3 0 4 2 9 • 8 18 0 3 0 280 24 7 0.0 90' 7 7 2.3 0.0 72' • 6 2 1.5 79.9 1.8 0.3 2.1 0.8 4.9 3.3 8.2 0.0 2.5 311 i 7 1 8 3 19 13 32 0 11 36 42 15 23. 57. 19. 5 3 0.0 8 • 1 8 2 1 e 5 9 8 29 0 0 0 0 CDIrD0 0 C) MIC CD 0 C) 0 50 0.; 0 35 1 47 I 164 c.) 0IN) 0 0 C) 39 56 86 44 225 56 0 0 0 3 3 389 0.0 0_0. 0.0 100 0 14.4 0.0 0.0 0.0 0.8 0.8 TT • -J 0 0 : SW 147403 Out Jr! Tat4 39 311 350 0 280 24. 7 RghTi Thru Let Peds N.Ortrl 618/2006 4:00:00 PM 618/2006 5:4500 PM 1...1.nshifted Left Thru Right Peds 0 32 13 11 288 55. i 344 GUI in Total iST .AVP Richard Garcia & Associates, Inc 13117 NW 107 Ave. SuIte- No.4 Hia;eah C,-;ardens. FL 33018 Tel. 305-595-7505/Fax:325-675-6474 SW 1ST AVE SW 14 TER SW 1ST AVE From Nortn From East ..... Start Rig !or • Pea App. Rig hur Laft "Pea App. I, ThFrro7 Lett !°IPt:'d Apo. Rig Leh Time ht s Total ht 5 ToW o s Tcta. ht Peak Hour From 04 00 PM to 0545 PM - Peak 1 of 1 intersect an \--/olume 0 -172 13 3 91. 04.45 PM Peraent 0 0 05:30 Volume Peak Factor High int. 05:30 PM Volume 0 70 Peak Factor 5 6.9 1.6 0 70 3 158 3 0 7 2 12 7 19 0 25 58 16 25. 7C'. 0- 0'0 3 7 9 4 '- 73 C 0 3 I 4 4 4 0 0 73 0 64 4 — o : 1!. 445 PM 05:30 PM 1 0 3 0 4 4 4 0.75 0 a Out n Tote 22 : 188 210 0 172 13 3 Rigt Thru LeS Pede 4- North 6/812006 44500 PM : 6/8/2006 5:30:00 PM Unshifted Let Thru Rhi Pede 0 19 7 179 27 206 Out In oteJ 1 27 0 3 7 0_0 Nam.e, &te CAt)tt-7... Start Date SvV 14TER From West Lef Thr Pea 00 S'Af AV — 00000200 .4 Ao Int Tcs:ta 228 1 9 0 0 0 0 0 85 04.45 PM 0 1 9 0 0 0.75 0 • (7) :NYS- 4-- — iF ---- . to • 19- 1 0.25 0 0.6'53 * • • Richard G6rca & Assocatesr3 , 1 n. 13117 NW 107 Ave. hiae,ah Garden, F; 330 Te-1, 305.595.7505 Fax; 305:67,6474 =NW. Rr'ATRAFF / C. COM Groups Printed- 1SAVE SW15 P, 1. TAVT: From North, From East From South Sr...art Rig Thr Ped Apo. •eTt-1; Ped App. Thr , P App er! . Let Le Time u - s Toft tal ht u s Tot& ht u s Tot' . Facto. 10 1D I 1 _L' 04:DO PM 2 0 6 1 0415 PM 4 0 8 0 12 5 28 0 04:30 PM 3 0 9 2 14 4 39 0 04:45 PM 5 0 11 17 9 35 Tota, 14 34 52 25 133 05:00 PM 05:15 PM 0530 PM 05:45 PM 7 0 2 0 5 0 2 0 Total 16 Grand "Tote Apprch % 7 0 14 4 4 0 6 6 5 1 11 4 8 010 3 Hie Name S'1,11ST&-7 Site., Code ; 00000360 Star, Date : 6115/2006 Page Ole : 1 c, Thr Fed Apo Lfi ht s Tort 08ts : 1.0 - 1.0 1.0 1.0 - 1.0 : 1.0 : 1.0 • 1.0 1.0 1.0 1.0 1.0 9 - 7 31 0 2 400 0 0 0 0 0 3.8 S--- 2 43 o•-.., 1 34 Cr 0 0 0 0 0 4-4 4 3 51 P7 0 43 0 0 0 0 0 C.,`, 48 7 2 57 114 45 - 0 0 0 2 0 0 52 4 1 7 1 .. - , .' .... 4 162 C. 0 0 0 0 r 82 18 P, 208 422 41 0 0 4r.5.= 38 0 1 45 0 0 44 0 1 49 0 0 33 0 8 36 0 0 24 1 41 17 56 0 2 1750 0 30 0 58 5 93 42 289 32. 62 , 12. 85. 0.0 SA 3 4 5 Tot ai % 3.6 0.0 6.9 0.6 11.0 5.0 8 34. 2 0 6 3,37 0.0 1.8 0.0 0.7 39.9 O 0 0: 0 46 2 1 49 O 0 0 52 5 1 58 O 0 0 0 41 6 1 48 O 0 0 0 44 4 4 52 O 0 0 0 183 17 7 207 108 109 106 96 423 0 0 0 0 0 0 365 35 15 415 845 88. 0.0 0.0 0.0 0.0 ; 0_0 8.4 3.6 43_ 0.0 0.0 0.0 0.0 0.0 • 0.0 4_1 1.8 49.1 18 i AVt Out 11 Tote! 77, • 95. 170 • 30 0 5E, Right 7 rru Left Peds 4-1 North 6115/2006 4'00-00 PM 6/15/2006 5:45:00 PM unsflifted 11-0 Left Truo Right. Pees n 0 0 ' 0 0 0 0 ; Out in Totei 1 STAVE • • R,chard Gar a & Associates Inc. 13117 NV,' 107 Ave hEa eah7 (Garden. Fi 33 305. ✓9 5 750� (� ax 3T-, 6 7 5 64 f 4 VJVV'"N.RG.. T RA'-FVS.UOM 1 $TAVO SVi1 5 R D Pram North Prom East Saari ;tic • Thr Let • Ped Ap rR - Th Let Ped ;e `<' u s Total 3; u - s Peak OUT rror "03 PM to 05:45 PM - reek 1 04:45 PM P' 04:15 PM Approach Volume 1 0 Percent 33. ft 35 3 57 2S 1518 S". 12. 85. 9 Hiah tnt. S4:45 PM D5:30 PPS Vc)ur, 5 G 11 1 1 T' 4 44 Peak 0.83 Factor 8 STAVE-- , Soup Fite Name- _ S` 3'3-2 Ste .+o.` e 0 ,000 _ Starr', e e . 6:'1 5 200e, Page Ng 2 SW15RD roniV`jest APP. Rig T;Er Ped Le • Rye App^.' Tota': e Tot i 5 Tot& 04:00 3M 3 184 0 0 0.0 1.6 4S 093 a 04:30 PM u" S 195 0.0 89 S1 2.3 05:15 PM 0 52 5 58 {.9 [ 3:.. Right Tha; Le` Reds NoFti jroh=7Iec 4-' Left Thru Ped5 Oi 0: p. L 0 JI SFECKELLAVE Prom- North Start e'7ed Ann Time Factor, 10 1.0 04 00 PM 12 209 0415 PM 14 168 04•30 PM 9 155 34:46 PMY 12 208 Totar 47 750 32 Deft s Total Richard ;3rca & Assocs. Inc 13117 NW 107 Ave Suite- No.4 Hialeah Gardens. FL 33018 TeL 305-5957505 Fax.325 975-64 i4 G oL°p5 `�'' int d- Linshifted S5 , 5 F1 BE ['0KELL AVE From East From South Rio Trr mac._ S Pe App. P: Thr Pec 51 I010 :1 i.CLeft. iJ 3 1.0 1.0 `.3 €.3 1.6 1.0 L', ?.3 235 5 31 5 68 1.2 114 23 2 151 188 6 11 20 10 47 10 111 24 9 154 27 20 181 6 15 24 11 56 7 121 18 14 150 42 16 230 6 18 25 4 53 15 122 18 156 19 34 834 27 75 92 30 224 41 465 83 26 621 `.3 07 52 a Name Ste Code . 0,01_ St.-74-71 Cote 6:8 2'0_5 Pa E,P, o 1 Frum41ss ..... E - ............. ..... d int. L Totals Tot.F.= 13 05:00 PM 21 341 8 9 379 13 47 35 ., 98 9 133 13 156 26 21 12 0515 PM 20 335 12 4 371 5 30 51 10 96 23 129 17 1 170 42 27 21 05.30 PM 28 253 8 5 304 11 23 32 6 72 9 125 20 4 158 24 28 19 05:45 PM 1 69 3 0 73 2 11 8 7 28 1 37 3 6 47 3 13 2 525 66 455 72 469 68 507 277 956_ 4 63 696 2 92 729 2 73 507 0 18 156 Total 70 1p� 31 18 1127 31 111 126 26 294 42 424 53 12 531 95 89 54 8 246 2198 Grand Total Apprch % 117 6.3 Totai % 2.8 • 175 R 63 23 1961 58 185 218 56 518 86 892 136 38 1152 202 196 105 19 523 4154 89. 3.2 1.2 11. 35. 42. 10. 7 5 r7. 11. 3.3 38. 37. 20. 3,6 6 2 9 1 8 4 8 6 5 3 42. 3 1.5 0.6 47.2 ' 1.4 4.5 5.2 1.3 12.5 21 2'� -3.3 0.9 27.7 4.9 4.7 2.6 0.5 12.6 m c0 0:2 1 Y'N rn n: O� L"AY._ °LA in € otas 1056 - 1951 3017 1758 83 23: Right Thru Let, Peds North 618'2006 4:00:00 PM 6/8/2006 5:45:00 PM Linshifte4 Left T 1ri: P2o11 _Peels 136 892 86 38- 2178 1152 3330: n 7otai Out RiLtard Garcia & ASSociates: 13117 NW 107 Ave. Su No4 Haieah Gardens. FL 3301E TeL 305-535-7505/Fax..:305-675-6.474. Fiie Name tricKeLl z-,-te Code : n0000000 Start Date : 618/2006 Page !Jo 2 BRC-KELL.. AVE SE 15 P. BRK;KEL.L.AVE 55 15 R From North From East From Soh FICM 'Y've.st . „.. ...... ...................... . ........... Start Ria Thr e+ L, Fed App. Rig Mr LeLe Ped App ft.g, TriF Peg; App. Rig Thr R...:1 Apo. ft, ft i oft Time ht ii s Total ht u r Tetaht u s Tot a nt . s Tota Total Peak Hour From 34.00 PM to 0545 PM - Peak 1 of 1 intersects on Volume Ferpent 05:15 Vourne Peak Factor High !nt. 05:00 PM Vo[ume 21 341 Peak Factor 04:45 PM 114 81 7 601 35 21 1284 35 115 143 23 315 55 509 68 7 640 111 110 ST 89. 11. 37. 44. 7c4. 10. 1 37. 37_ 22 5 3 0 0 8 8.8 ' -5 62 6 20 335 12 4 371 5 30 51 10 96 23 129 17 1 170 42 27 21 2.7 1.5 8 9 379 0.84 7 05:00 PM ,..„" 05:15 PM 13 47 35 3 98 23 129 17 0.81 4 8 2 98 2535 2.7 2 92 729 0_871 05:15 PM 170 42 27 21 2 92 0.94 0.60 4 Out Total 511 1284 1895 81- 1147 Right Thru 4- 35 21 Left Pees North 5/82006 4:45:00 PM 6/512005 5:3000 PM Unehtfted 4— Left Thu Rjget Reds 68 509 • 55. 7 1401 540 2041 Out Tote • 4 • • EXISTING CONDITION (Seasonal Adjusted 1 2 S. Miami Ave. BIT SW 25 Rd & SW 13 St SW 15 Rd Biscayne Bay to SW 1st Ave Notes. 1 Roadway Name Table: T-2 Columbus Centre MUSP PM PEAK HOUR VOLUMES o c tw ao (D C� c9) (0 C3 oa 2 Location of Count 3 Source of Data: RGA==Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Peak Seasonal Correction Factor obtained from 2004 Florida Traffic Information CD, Miami -Dade North Category 8700 7 Axle Correction Factor obtained from 2004 Florida Traffic Information CD 8 Fink Direction 9, 10 Raw Data 11 Average of Count 12 Seasonally Adjusted PM Peak Hour Calculation-Average"SF'ACF PM Peak Hour NB 153 Se 420 LINK 573 EB 354 WO 324 LINK 678 'Thursday 111 174 424 598 366 379 PM PEAK HOUR AVE RACUE VOI.UML 164 695 687 5) Elir;tlafrl U €cif and AssncF:-.1 iru; '!165 Start Tme 1200 1AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 0615 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Percent RlCHARD GA.RCIA & ASSOCCATEE INC. 13117 NW 107 AVE. UNIT N0.4 HIALEAH GARDENS, FL 33018 305.535.7505 / FAX 305.675_6474 51,11AMI AVE Wed 36 t•.1B 2 3 2 1 1 2 3 1 0 2 2 2 0 2 1 4 3 0 2 1 2 3 1 0 0 2 3 4 1 2 1 1 1 0 4 1 6 8 7 6 19 11 20 17 31 22 37 15 34 16 36 13 36 33 39 25 48 24 58 33 69 42 65 31 58 36 45 32 46 42 39 28 31 36 35 33 33 24 22 29 40 38 30 30 42 36 21 26 43 42 30 31 36 792 1084 42.2% 57.8% Site Code. 00000000C3OC Station la 12115 TWEF-N SA' 2 5R.10, & SkA' 1 3 ST Latitude: 7 0_000 ;..indefined Tota 3 2 4 2 2 5 3 5 1 0 5 5 3 2 4 7 15 25 31 48 59 49 52 49 72 73 82 102 107 89 81 78 81 59 71 66 46 69 68 72 57 69 72 67 1876 Peak Vol. P.H.F. 07:45 142 0.845 07:30 250 0.906 07:30 380 0.888 RICHARD--GARCIA & ASSOCIATES, INC. 311! NW 107 AVE.UNIT NO4 HIAt..EAH GARDENS. FL 33,318 305.595.7505 ! FAX 30 -67 474 AVE 6E Facie 2 Ste Coati: 660060700003 Station 6 12115 EEN SW 25R2 & S' ° 13ST tir 3 r300 ;. C:deiineo tart ur-,su fib .._ . Time Wed SB NB 2:00 PM 33 67 12:15 29 32 61 12:30 36 48 84 12:45 42 36 78 01:00 42 28 70 01:15 54 34 88 01:30 50 33 83 01:45 54 34 88 02:00 60 25 85 02:15 73 32 105 02:30 73 37 110 02:45 73 34 107 03:00 70 32 102 03:15 95 36 131 03:30 91 39 130 03:45 127 38 165 04:00 93 38 131 04:15 108 33 139 04:30 82 35 117 04:45 128 33 161 05:00 104 33 137 05:15 82 42 124 05:30 57 39 96 05:45 85 39 124 06:00 79 29 108 06:15 67 32 99 06:30 44 27 71 06:45 32 37 69 07:00 39 25 64 07.15 27 23 50 07:30 27 17 44 07:45 17 21 38 08:00 18 24 42 08:15 16 26 42 08:30 21 16 37 08:45 9 18 27 09:00 18 15 33 09:15 20 16 36 09:30 18 19 37 09:45 16 16 32 10:00 17 6 23 10:15 11 2 13 10:30 10 8 18 10:45 9 4 13 11:00 6 3 9 11:15 2 4 6 11:30 3 2 5 11:45 4 2 6 Total 2269 1236 . 3505 Percent 64.7% 35.3% Peak 16:15 17:00 15:30 Vol. 420 153 565 P.H.P. 0.820 0.797 0.856 • RCHARD GARCIA & ASSOCATES_ NC 13117 rov 107 AVE UNIT NO.4 HIALEAH GARDENS FL 33015 CodP. 000DO303n,000 305.59575051 FAX 305,675,647.4 Station I D 2 5 &MAU AVE BETWEEN SV‘i 25Rn & SW 13ST Start 0,5-Jun-06 -7-r-ne-- Thu SB NB 12:00 AM 3 1.215 3 12:30 2 1 12:45 3 2 01:0n 2 .., , 0115 3 3 01:30 3 4 0145 3 4 02:00 2 02:15 4 0 0230 3 02:45 3 3 03:00 2 0 03:15 1 1 03:30 3 2 03:45 5 2 04:00 3 1 04:15 2 1 0430 1 1 04:45 2 7 05:00 9 7 05:15 7 16 05:30 12 19 05:45 18 21 06:00 23 23 06:15 16 42 06:30 17 34 06:45 14 37 07:00 34 43 07:15 26 66 07:30 25 54 0745 34 69 08:00 43 61 08:15 32 58 08:30 37 44 08:45 33 46 09:00 43 47 09:15 29 40 09:30 37 32 09:45 34 37 1000 25 32 10:15 30 32 10:30 39 42 10:45 31 34 11:00 37 37 11:15 27 48 11:30 43 29 11:45 32 40 Total 840 1132 Percent 42.6% 57.4% Labtude: 00.000 Undefined Totat a) CA (PI 3 4 6 0 2 4 3 2 9 16 23 31 39 46 58 51 51 77 92 79 103 104 90 81 79 90 69 69 71 57 62 81 65 74 75 72 72 1972 Peak 07:45 07:15 Vol. 146 250 P.H.F. 0.849 0.906 410 07:15 378 0.909 Time 12:00 12:15 12:30 12:45 01:00 01:1 5 01:30 01:45 02:00 02:15 02.30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 RICHARD GARC!A & ASSOCIATES. INC. 13117 NW 107 AVE. UNIT NO.4 HIA EAH GARDENS: "L 33018 Site Code; 010000000000 3' ` 59 75C5 I FAX 305 67° 647' Station €L 1211 S.MIA.M AVE BETWEEN SW` 25 D &S\A 130 T 30 37 43 43 31 55 37 51 37 55 36 61 30 74 23 74 34 74 29 71 34 96 30 92 40 128 28 94 44 107 39 83 48 129 39 105 39 83 48 58 31 86 28 80 43 68 22 45 17 33 27 40 24 28 25 28 19 18 21 19 15 17 16 22 14 10 20 19 14 21 10 19 7 17 5 18 10 12 9 11 2 10 7 7 11 3 9 4 5 5 2 0.000 Undefined Tot:'. 39 73 55 83 35 72 39 82 74 92 88 91 91 97 108 103 105 126 132 156 138 146 131 168 144 131 89 114 123 90 62 60 64 53 47 39 34 33 36 30 33 31 26 22 28 21 13 17 18 12 9 7 Total 2317 1225 Percent 65.4% 34,6% Peak 16:15 16:30 Vol. 424 174 P.H.F. 0.822 0.821 3542 16:15 589 0.876 Grand Total Percent 6218 4677 57.1% 42.9% • ADT Not Calculated 10895 SB 07-jUn-56 nme. Wed WB . ..... 12:00 AM 5 12:15 12:30 1245 01:00 011 01:30 01:45 02:00 02.15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05.30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 RICHARD GARCIA & ASSOCIATFS, NC_ 13117 NW 107 AVE_ UNIT NO 4 KALEAH GARDENS. FL 33018 Site Code: 000000030T00] 30f--'1,595.7505 FAX 305_675.'6474 Station lDi 111,4.3 SAV 15 RD FROM B;SCAYNE BAY To S AVE Latitude. 0' 0.000 Undefined .......... Total. EB 5 10 2 2 4 2 1 0 7 0 1 0 1 0 2 4 0 1 1 4 0 2 0 0 1 5 1 1 3 0 2 1 2 3 2 5 3 4 7 6 7 8 15 16 28 25 18 30 20 28 38 50 36 57 55 69 53 82 66 74 59 90 54 83 43 52 43 47 42 49 37 49 36 37 34 48 32 42 57 52 48 49 42 47 61 52 52 61 54 66 65 48 49 57 Total 1176 1425 Percent 45.2% 54.8% 1 2 2 1 0 1 6 4 3 3 5 7 7 13 15 31 53 48 48 88 93 124 135 140 149 137 95 90 91 86 73 82 74 109 97 89 113 113 120 113 106 2601 Peak 07:00 07:15 Va 233 329 P.H.F. 0.883 0.914 • 07:15 561 0.941 • • RICHARD GARChA & ASSOCIATES. 13117 W 107 AVE UNIT NO.4 HIALE.AH GARDENS. FL 33018 Site Code 0O00000030,-, 305.595.7505 . FAX 305.675.64 = 4 S1a0cn 1114.3 SVs; 15 D FROM BISCAYNE BAY TO SW 1 AVE Start CT-Jun-06 time Wed WB BB 12:00 PM 53 57 12:15 55 58 12:30 31 40 12:45 35 73 01:00 38 53 01:15 45 59 01:30 34 63 01:45 38 45 02.00 44 54 02:15 48 65 02:30 40 61 02:45 35 70 03:00 53 55 03:15 37 52 03:30 43 57 03:45 71 79 04:00 82 72 04:15 91 68 04:30 80 75 04:45 45 86 05:00 66 91 05:15 58 86 05:30 59 91 05:45 54 73 06:00 42 82 06:15 43 75 06:30 45 49 06:45 38 62 07:00 44 62 07:15 33 52 07:30 32 53 07:45 31 51 08:00 35 50 08:15 32 38 08:30 20 41 08:45 22 40 09:00 12 37 09:15 26 27 09:30 24 40 09:45 16 30 10:00 15 28 10:15 12 18 10:30 12 11 10:45 7 11 11:00 4 7 11:15 5 6 11:30 5 7 11:45 2 5 Total 1792 2465 Percent 42.1 % 57.9% e- ' L.000 Undefined .c.tr- 4_-0 113 108 91 104 97 83 98 113 101 105 108 89 100 150 154 159 155 131 157 144 150 127 124 118 94 100 106 85 85 82 85 70 61 62 49 53 64 46 43 30 23 18 11 11 12 7 4257 Peak 15:45 16:45 Vol. 324 354 P.H.F. 0.890 0.973 15:45 618 0.972 O'ARE) GAR, 1A & ASSOCATES. Nam- 13117 W1O7AVE. UNIT NO4 HAI...EAR GARDENS.. L 33018 305 595.7505 FAX 333.675.6474 S I15R S`ar...._ v0-.gun-0c T me Thu v7 65 12:00 AM 1 5 1215 3 7 12:30 2 1 12:45 2 4 01:00 4 01:15 2 5 n `1:30 v 01:45 2 1 02:00 2 2 02;15 0 3 02:30 0 2 02:45 1 0 03:00 2 1 03:15 3 4 03:30 4 1 03:45 1 1 04:00 2 3 04:15 3 3 04:30 1 5 04:45 3 3 05:00 5 6 05:15 4 7 05:30 10 11 05:45 20 27 06:00 18 18 06:15 26 24 06:30 34 45 06:45 36 64 07:00 59 74 07:15 55 78 07:30 65 81 07:45 59 88 08:00 63 69 08:15 42 44 08:30 39 44 08:45 58 48 09:00 40 35 09:15 28 46 09:30 33 48 09:45 37 52 10:00 52 49 10:15 33 44 10:30 73 43 10:45 49 62 11:00 55 49 11:15 45 72 11:30 52 52 11:45 51 49 Total 1176 1386 Percent 45.9% 54.1% :t Cooe.003300000 Station: D A E SO:A.Y \E BAY TO SW 1 AVE 0 0 0 Undefined To:a: 10 3 2 3 7 5 2 5 6 6 6 11 11 21 47 36 50 79 100 133 133 146 147 132 86 83 106 75 74 81 89 101 77 116 111 104 117 104 100 2562 Peak 07:15 07:00 Vol. 242 321 P.H.F. 0.829 0.912 07:00 559 0,951 Ta S • • • Appendix E: Committed Developments Li ti\{ , RICHARD GARCIA & ASSOCIATES, INC. Appendix E * • • Link 1 2 Notes' 1i(00UWAY NAME S. Mlaml Ave. SW 16ltd 1 Roadway Nome 2 nil edion 3-8 From Traffic Studies on File at the Gily al Mleml (see attached) 9 Total committed traffic assigned to analyzed roadways. 10 Beason to s assigned to Transportation Corridor. -11 Transit trips assigned to Transportation Corridor. OIR NB 5B... LINK WB LINK 1390 Rickel/ Bay 3 Mellon Financial Center (Elamlays/ .1w Marrrok 4 1) 13 Table: T-4 Columbus Centre MUSP Committed Developments wrojact Nam , oterts (I3rickell Say, 'rower) Infinity al Hrickell (coral Way Capita( al Develop Brickell men() (SMA1 f 1 61 13 0 61 13 O 0 O 0 Project nla One Broadway (Park Place Phase I) emerald at Brickell Premiere Suite Hostel le tuff Seasons. (firllflennitrn Project). South Miami Avenue Condnrriini um (Infinity 13 4 Brickell gaytront fork Place Club 01 499011ell (Fortune (Pecis.n II Sail, "rha _ fiou5p) Offr er 14 _....w 15 1 ... 31 155 'cerson tlrt, evi .,, rr Irr ir.� nt1a1 Comm I VoIoro 31 1 01 1 t 3 -1_ Traffic 1 4 Pf V 1.4 934, Ir] , 10273 0 [1 196 ...........................273 163 >,lii 10 41S S112 102 • • • 2 3 4 5 9 10; 12 13 14 1390 Brickell Bay Mallon Financial Center (Barclays/JW Solaris (Brickell Bay Tower) Infinity at Brickell (Coral Way Development) Capital at Brickell (SMA) Fortune Plaza One Broadway (Park Place - Phase I) Emerald at Brickell (Brickell Premiere Suite Four Seasons (Millennium Project) 1451 Brickell South Miami Avenue Condominium (Infinity 2) Sail, The Brickell l3ayfront Club (Fortune House) Park Place at Brickell (Phase it - Office) Columbus Centre MUST' Committed Developments Table: T-4.1 V, ilke c., p(. 1390 Brickell Bay Mellon Financial Center (Barclays/JW Marriott) Solaris (Brickell Bay Tower) Infinity at Brickell (Coral Way Development) Capital at Brickell (SMA) Fortune Plaza :920985.898 y:518870.240 CfTY OF- MIAMI: home I city directory I city officials V ommion agendas erillpoyn http://gisniamigov.com/RedDBGIS 50/MapFomisiwfrinRedDBMap.aspx?Scrileip,ht=566&SerWidth-800 6.'10:1(1f)(1 As ,{Marsh 71. Sr10G Potion Name 014131.001.2060 Ivimult. Sla55,5 o4 #Me3, UI41Afl.A33 Ukkl; Xteitupld m1, 'Che.{(:Imlcoo Milos) 41 Oi •s4i9'l9(It T,SW!` Y.g;ileg nnkir4ZNpil-(1♦siclxal118aY,' Mran�lri3tal 6141Pd'-a311-€776 Ingo nrickrll MUSP MII- 004-0nfi I0a0 NriehrR Avrnae Irpc nl Permit Prrmll Number Addrets '` �&7i0 IS.14uci Cie0li.: 11s€1 eal. 643 €Se[skA itltp jiwww m arrtioey comtP 3nryinr) and dtvel1pme00L)rgeScaietOry:(fs{; Citywide Major Use Special Permits (MUSP) and ,.a ,.lirable Class iI, Special Exceptinn & Elton pl Pon}eels (1,istell by Alphabetically by Project Mime) (IInld properties have been reviewed and/or revised since the last report; llighiigh€ed properties me new entries) (Status: A -Completed; I3d1nder t onslrurl€nn; C-Approved; 1-Application; KA/reiiminary; P-Withdrawn) .: LlleatlntinllntermAn0 1,1 €ka,rhvinn Ilt• ltkiE'}erilil[xF! 111211115kie161,43A enue 11 111-€ 21(1.0.56.t 1111 11111 murk,// A,•enne MIISP M11-711115-615 111(1 0r1/1ic0 Awnne AI33l0..141l€1: l23711Xi9pnSitiillevnA(ilpw) Ml7YT:? 04021t1;U50-tdbtl 119rletildI 11 Nkb:{Smith lS=)xhae 'MtISP:� 111.02111.11}11•251(F €A513trirkcFi IIi-4119-014 10i2l1 111.4201-451.0014 Axin €)IU• MI�! ill-11269.41f1•17�'1!F Avmtu�llu. IlCltin l),i,ka€}Op11nn 1751' 111.,I2i19.1H,i1. 11 tp Avis C3r,1J3m.Be„n111r3rkcll Sladinn MI.Fti1' U1-112i1'I-F116-1(1)E1 Ii,irkcl[{'Inluun F 01-n.2U7-0?1.10211 WISP 1396 6tknat1 ay 4.I1012 14.51 Flric1c11 Avnmc ve 14i. Mired Um. R ,10,,iiul & OM, (n?fag FAR and Psrldng from Misr) 11<r: Krsidrn,isl, ;Wail (f.r..25 snA 7c.,tor mien/ u.r liklt 1.1441 Aeillkea.F 6! Rrt Cmmne,d.I Ih,iIdin4 ,NIO MeteI.dI Rmy IilvArvmJ R,-s;drnrinl I1160 Urickcll Aren4e Mived•n.se project, res;,kwial dcyc€upmunE in htn hnso, with al 02(19-INdi- 1,71.1. Cnpi(,) al- 13,4,1,11(SMA) MISS!' IU4)209-0160.1040 II1-1121fi05(I.5n In Club al nnckc11-l)'. he mock:// M11S1' Pl•4191j;436- z41 S'wiiiluvbt6 syhfaadit ': 11§P, 01,43'1A OS1 JR116 ('oral 5lannn 4111rirk it ',Vey 4r1154c ml MI1S0' n'i att bs- 01.0200-01043.1 nf-mt34,•030' 1)'100tdd Pali (Mllien 61-,))36-00'1.(6-tU ( tams.& .5e1.1416 Mil-2•Ems 7€0 141U ,goon, Mieani Anvinc I7r;ckel IgU2lSi k<ti�ttey lkrre I I I1 SW 1 hyena, Miscd Usc liexiricnliul a helot/ () hainnnys) 1Ck11-€121 South Miami Arena, Mira 1/sr. Rc iden1nl• °nice ui,h Metrommei running Miser/ Use Ilcxideo) ,l Reinil A Officn (2 n1311d145) -.. E2<aidenNel wfaceesvmy rrc3e511v,61 I'Amwlrn,n And ne(1( E,C[dad Uses kri Arra Cole/. Biel Ades 'toning Pg 1)€alr1ct(5 poaham.n 31 _. 5imwrikwn -37 wntuwn Damtdown Ac1,41 0.1.- NmN 1.44 raa1d 41111144100 g 14711. SW 10',waf Mio,rf Ilse. aesiileran11, Rr2rl unct 100'.' '_:1 13g5 G<riek-411 Must' Clans II 9l>4t70:0r4PaO. bd. K.444.06 a(Hfj k 11 (,f1a0t11nia Palin>M5 ,u1X IMI 010111) 000.21.1611 l.nn iSonnionn 2 10.(the ion 2) MUNI' 111-112117.050-1070 I. as Saema d, 11,1,11 1:Vempl n1.41311. 0.410Pf M.aiY.,1Im Yeah u OI-'I}')0.0111101Il1 T4ai,fd,sf Mlk111:scey„e 13,n4cvmd3 Wise M319 alRi11429400 M11140..#11 IChlbfrflktdap 61 A327I a3U•11'30; 7,-)it1id115 1)100259050.10411 Ar0mlyat Urnkrn;Gvnl(Vay 111d371119-0S0.ill54 €3rvu1n1nnelnj <Inbn al )IYIGACtI):; 01-0€t9-0754111.110 the 11modway (PaikPlane al n„ekell _ €'bean I. RraidcNi.l E]I�d €3A.677-fh12i1 rusk €'Inc, aElh;ckcll lFhnsr. n- M13SP MU.2005462 1435-1441 Ar€k8t11 Ave (1)5 M, M mi A,rnhe j153 i3 w:kel iiayl7ri n01.110 ,d M,,crl IlseRcaida,rial R Rclnd ill IInl: iittelrAvrode (Xae41k%llatel wtkeet•4i4 6ew Mncd Ilse: RrxidcnIral. Read 10021. €hxvnto,n, Rcmnmant rca4iaoul ua MlaeP €S4e:.Re0llklalel Itetal MOO. aa' Mined Use. R,xmumnrMighlclub ,silh 10alory puking far R rd mist wlkece ory tccRp fnn ktll 06itiliieiilelfieteil i116X76h0{a Mr. l the. Rcndeniinl R Remit wilt, Mdr,nnnver S(111604 (t'i,xl Sirecl) Reaidcnli,F Rrnidss1663iaihat kiry,.';. il'., ,,ol lnf1Gelilmal Ilnen Mi/51' v. 34.451. 60 SW 1)5NCC1 25,17,45 SW 14 Mrcei i1161 I:;60 f sK) _ L1ma) 01.4121109GIk1010 Pmnle al 0rieke1l Vdlegr, 1))-02PR116(I-16N1 k( 35 n) pzazmla IUbJ Sue U 1 Eaniknfl;(ii[ialtelt 4laad) Mli$ I1f.4 I59J371 0010 V.11 M X (Fliiy5hofn nouns N.-IO Ml1sP 1201 thicket nnvl)Trs, I'I,asc 11 P141:20$ ;jll1II' v(7l?ai001(k !,.lirlchd[fViuFli k,tvniem, 37 Ibam, tmc,, 7', ik,n-ninon iS drn"ki*1 0)lhlicoamsap-wi5mar at--:LVYrvinirkn Md teoieatiri suns - nt0adway(1451 Sm)Ih Miami Mioe,l Uxn'_1l .sidcnhal&Relnii Lovallt , 3 ,roue) .150111,00,11 Avcn Mired11a, Olrux 0.. Rminif I104 .Sm,W Mi. ni Avenue nn, st data,m,at . er3r, ee Sign, ate nnl Irrmeldeel rn all prn)raa by dcvelnl,crs la10 000MM 1'.Ift114 l)r110'raket0.2110 n,6-0.56 Cnh,mena('mire Ali (51'Ukw1Sir(N(Af,r200R-feint/s1a ft.,n,3Ki PoKr 1 of i ibunlm,n ]'! Misr,€ I3ae R4.sidcnind At Renal [Amnion. Miscd I.fac'. Rcs;deniiai R.el514, Rrsmnrani, R lintel h Mfg Xttakd iifk'.�Rad0'41 )(ore 61..A act 3 (Arse.) AR' T0,ESd- F. R in 6naees ik,nnlrnvn Carnt 1rr1)15 E 1'I�r, IV'iu' ..I 1'r11lVr; I.7s1iJ E11'�14y N ial4#iMi€iri1601 g,rca t,At l.I:Y, ;1 LltW�l 13,1m'nwk30nrn,1 Y.:ivcn 1 .5404h 07 irtformaii<m ruff glvan' 15.1WM „1„1 e e lnlrnnalini, nni g,sn'- 1)1'{755,1-4 010,U3 2.'l J 2 11 1) 0051 axn)144) I1r1011 ................. rf • • • 4.3 Project Traffic 4,3n Project Trip Generation Trip generation for the proiect was estimated using the rates published in Attachment D-i: Downtown Miami DRI Facilities Trip Generation Analysis in the Notification of Proposed Change (NOPC) to the Downtown Miami DR:, submitted to the South Regional Planning Council in September, 1994. The vehicular directional split (in/out) was estimated based on the percentages published by the Institute of Transportation Engineers (ITE), Trip Generation, Sixth Edition, for similar land uses. A trip generation summary for the project for a weekday PM peak hour is provided in Exhibit 9. Exhibit 9 Project Trip Generation PM Peak Hour Land Use Designation Number of Units Rate per Unit PiI Peak Hour Vehicle 4 ,Trips In Out Total High Rise Apt/Condo 347 DU's 0.1360563 28 19 47 Retail 11,929 SF 0.0005190 3 6 Total [ 31 22 i 53 Source DPA Page 15 SE13ST BISCAYNE BAY j EXHIBIT SOUTH BAYSHORE TOWER MUSP TRAFFIC IMPACT STUDY PROJECT TRIP DISTRIBUTION • Pr oject's PM Peak. -..our Egress Trips Project's PM Peak -Hour Ingress Trips - T v,�51_;BRKL_TR MR nVoi_distrib Bermeiio, Ajanit & Partners, inc.- 2501 South Bayshore Drive ivtiarni icriaa 33133 (305) 859-2050 Terr•rnark Bricke19 li Traffic impact Study Distribution of PM Peak Hour Egress/ingress Project Trips F GURE • • 64/69 CORAL ,Y --_ 49/64 1 DO/200 = AM/PM PEAK HOUR PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC iACKS©N M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 31 SW 8 ST 9 ST SW10. ST SW 12 ST SW 13 ST SW 14 ST > / LL1 < i > , / : --" / co 1 sw 11 ST f..6 . : PROIE CABSMA MUSP TRAFFIC IMPACT STUDY 17 PM PEAK PROJECT TRAFFIC VOLUMES NTS S7- Page 2 2 • • * 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 673. The cardinal distribution of the traffic within TAZ 673 was obtained from Miami -Dade County. The distribution is as follows: Nort-Northeast 22.68% East -Northeast 6.59% East -Southeast 0. 64°/0 South -Southeast 0.96% South -Southwest 4.76% West -Southwest 22.44% West -Northwest 18.67% North -Northwest 23.26% The distribution of AM and PM project trips is summarized in Table 10. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 6. TABLE 10 PEAK HOUR PROJECT TRIP DISTRIBUTION NORTH NNW 23.26°/0 4-493 115 AM. TRIPS 112 382 26 89 TOTAL • -- • ••• 470 109 IPS OLT- 306 .4, -1 71 38 s.EAST NNE ENE ESE SOUTH SSE SSW WEST WSW 22.68% 112 6.59% 33 0.64% 3 0.96% 5 4.76% 22.44% 23 111 25 87 7 25 1 25 107 31 2 3 4 70 C-/3 20 11 5 3 2 18 22 15 8 86 105 69 37 WNW TOTAL 18.67% 92 100.0O% 493 21 71 88 112 382 470 57 31 164\ BERMELLO, AJAMIL & PARTNERS, INC. Park Place At Brickell June 6: 2000 Page 20 • NTS SW 7th SW sth SI 9'13/4\iP3 BERMELLO, AJAMIL & PARTNERS, INC. F SE 3r ••1 SE" 4th SI- ' A • SE 5th St SE 5th St. SITE BISCAYNE BAY LEGEND Metrorail Station 212--- Metromover Station • PEAK HOUR TRAFFIC ASSIGNMENT m44% PERCENTAGE OF OUTBOUND TRAFFIC -4E =4.4,6 PERCENTAGE OF fh!BOUND TRAFFIC FiGURE 6 PROJECT TRAFFIC ASSIGNMENT Park Place At Brickell June e: 2000 Page 21 SW 12 ST 7-2 SW 13 ST PROIECI 1111E: 22 PM PEAK SOUTH tvliAMI AVENUE CONDO I PROJECT TRAFFIC VOLUMES 12 sr. Na. 13 Page 22 • 4 uri SW13 ST i SW 14 ST j PRO/EC: ; TTLE 1 I PARK PLACE AT BRICKELL PHASE II PM PEAK MUSP TRAFFIC IMPACT STUDY ) i I , ! f 1 1 I •s-- / ku i i 1 7 : .....,/ 1 (2' i CC Z 14 7-Efil:? PROJECT TRAFFIC VOLUMES 73 sr / 3 .T. . ,/ _P,oge 23 oiumbz 'SP Appendix F: Transit I � jam; RICHARO GARCIA & ASSOCIATES. INC, Appendix F iztre iiUSPuth. • • Appendix G: Corridor Analysis (Person Trip) t /\ RICHARD GARCIA & ASSOCATES, INC. Appendix G • * 9 Table: T-6 Columbus Centre MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE ROADWAY TO t)IR EXISTING CONDITION Seasonall Ad'usted _^ South Miami Avenue SW 25th Rd SW 13th St NB SW 13i17 St SW 25th Rd SB SW 15th Rd. Biscayne Bay SW 1st Avenue EB MIAMI ADOPTED LOS E CORRIDOR TYPE E ROADWAY 1 PERSON- PERSON.. EXCESS ROADWAY TRIP ROADWAY TRIP PERSON VEHICULAR CAPACITY VEHICULAR VOLUME TRIP CAPACITY 1.6 PPV VOLUME I.4 PPV CAPACITY VIC 2LU-Non-state 2LU-Non-state 810 810 SW 1st Avenue Biscayne Bay WE3 2LD-Non••state 851 WITH BACKGROUND TRAFFIC (2009) WSouth Miami Avenue �Y SW 25th Rd SW 13th SI NB L SW 13th St SW 25th Rd SB t= SW 15th Rd. Biscayne Bad SW 1st Avenue EB SW 'I st Avenue Bisca ne L3a WB WITH BACKGROUND & COMMITTED TRAFFIC SW 25th Rd SW 13t6 St r South Miami Avenue SW 13th St SW 25th Rd 2LD-Non-state 5 2LU-Non-state 2L.U-Non-state 810 810 2L©--Non-state 2LD-Non-stat 851 1296 e 173 242 1054 0.19 129€3 446 625 671 0.48 1360,8 381 533_826----- (39 1360.8 345 483 878 0,36 1296 183 257 1296 473 663 1361 404 565 851 1361 366 513 NB SB 2LU-Non-state 2LU-Nan-state 810 1296 378 530 SW 15th Rd. 810 1296 473 663 Biscayne Bay SW 1st Avenue SW 1st Avenue Biscayne Bay EB WB E WITH PROJECT"AND 'BACKGROUND & COMMITTED TRAFFIC South Miami Avenue SW 25th Rd SW 13th St NB SW 13th St _ SW 25th Rd SB SW 15th Rd. Biscayne Bay SW 1st Avenues Notes: SW 1st Avenue Biscayne Bay 2L.D•-Nan-state 2LD-Non state EB WB 851 1361 657 920 851 1361 529 741 2LU-Non-state 2LU-Non-state 1039 0.20 633 _....,.051 —795 848 766 633 441 620 810 1296 425 596 700 810 1296 585 820 476 2LD-Non-state 851 1361 742 1039 322 2LD-Non-state 851 1361 570 798 `i02 ROADWAY f 1::13 ,7)N 1 f'11P LOS 111......,..-. }nl 6 0.68 0.54�� 046 () Ei3 07 0 • * • Table: T-7 Columbus Centre MUSP Project Traffic ROADWAY FROM Site Traffic TO South Miami Avenue DIR Net Vehicle Trips -- IN Net Vehicle Net Vehicle Trips Trips OUT TOTAL SW 25th Rd SW 13th St SW 13th St SW 25th Rd NB 5B SW 15th Rd. Biscayne Bay SW 1st Avenue SW 1st Avenue Biscayne Bay EB WB 22 16 29 25 96 5 47 112 56 _ 85 36_. .�.� 41_ • • LEVEL OF SERVICE TABLE :ATION TYPE FDOTS 2002 QILOS A 6 C D E 1LU 0 220 720 860 890 i 2LD 0 1530 1810 1860 1910 3LD 0 2330 2720 2790 2840 4LD 0 3030 3460 3540 3590 1LU 0 100 590 810 850 3fl , 2LD 0 220 1360 1710 1800 3LD 0 340 2110 2570 2710 4LD 0 440 2790 3330 3500 . 1LU 0 0 280 660 810 a III 2LD 0 0 650 1510 1720 3LD 0 0 1020 2330 2580 4LD 0 0 1350 3070 3330 1LU 0 0 270 720 780 IV 2L0 0 0 650 1580 1660 2490 3LD 0 0 1000 2390 4LD 0 0 1350 3130 3250 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 PERSON -TRIP LOS 0.25 0.80 0.82 0.84 0.12 0.12 0.13 0.13 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 ___ 0.81 0.95 0.96 0.96 069 0.76 0.78 0.80 0.35 0. 38___ 0.40 0.41 0.997 1.00 0.97 1.30 0.98 - 1.00 099m., �._._100 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.81 0.90 0 92 0.35 0.92 0.39 095 0,40 0.96 0 42 ....._ 0.96 NOTES; DERIVED BY DIVIDING THE FDOT's 2002 LOS BY THE LOS 'E' FOR EACH TYPE OF ROADWAY, LOS 'E' DETERMINED BY INCREASING LOS D BY 50 VPH CAPACITY WHICH CAN EASILY BE ACHIEVED BY OPTIMIZATION AND OTHER TECHNIQUES. 1. 0f 1.00 100 1,00 00 1.00 1.00 1.00_-._ b 'entre _4fL. P Appendix H: Intersection & Driveway Analysis �`1 RICHARD GARC?A & ASS©CiATES, INC, Appendix H • • * Table: T-8 Columbus Centre MUSP intersection Level of Service`Summa►j . Intersection Existing (2006) Delay Proposed (2009) Delay LOS S.Miami Avenue & SW 14th Terr S.Miami Avenue & SW 15th Rd 0.7 34.1 SW 1st Ave & SW 14th Terr SW1stAve&SW15thRd 0.9 1.6 Brickell Ave & SE 15th Rd Note: Although the delay went down t 20.5 C e vlc (volume to capacity) increased from 0.32 to 0.54. 2.7 19,3 11.2 2.2 61,1 A A HOM Unsignaiized intersection Capacity Anaiy 1: SW 14 Ter & South Miami Avenue Columbus Centre MUSP Existing PM Peak Condition —* 4\ EBL EBR NBL NBT SBT SBR Lane Configurabons Sign Control Stop Grade 0% Volume (vehlh) 11 16 Peak Hour Factor 0.92 0,92 Hourly flow rate (vehlh) 12 17 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 314 102 204 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free °./0 98 98 100 cM capacity (veh/h) 651 933 1364 Direction Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS t Free Free 0% 0% 5 186 184 0.92 0.92 0.92 5 202 200 4 0.92 4 EB 1 NB 1 NB 2 •SB I SB 29 73 135 133 71 12 5 0 0 0 17 0 793 0.04 3 9.7 A 9.7 A intersection Summary Average Delay Intersection Capacity Utilization 1364 0.00 0 0.6 A 0.2 0 0 1700 1700 0.08 0.08 0 0 0.0 0.0 15.9% 0.0 4 1700 0.04 0 0.0 0.7 H &IA ICU Level of Service A floridIvi7-_AA51 HCM Signalized Intersection Cat adity Analysis Columbus Centre MUST • 411 2: Sir 5 Rd & So t ? Miami Avenue Movement Lane Configurations 4I 41 'at4 g ZY Idea? Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 1.00 0.95 0.97 Frt 0.95 0.99 0.88 0.85 0.98 Fit Protected 1.00 0.99 0.99 1.00 0.96 Satd. Flow (prot) 3352 3459 1617 1504 3387 Fit Permitted 0.94 0,63 0.99 1.00 0.88 Satd. Flow (perm) 3139 2200 1617 1504 3112 Volume (vph) 1.3 289 158 94 216 19 26 231 25 63 217 51 Peak -hour factor. PRF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 Adj. Flow (vph) 14 314 172 102 235 21 28 251 27 68 236 55 Lane Group Flow (vph) 0 500 0 0 358 0 165 141 0 0 359 0 Turn Type Perm Perm Prot Perm Protected Phases 4 8 6! 2l Permitted Phases 4 8 6 2 Actuated Green, G (s) 9.0 9.0 41.0 41.0 41.0 Effective Green, g (s) 10.0 10.0 42.0 42.0 42.0 Actuated g!C Ratic 0.17 0.17 0.70 0.70 0.70 Clearance Time (s) 5,0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 523 367 1132 1053 2178 v/s Ratio Prot 0.10 v/s Ratio Perm 0.16 c0.16 0.09 v/c Ratio 0.96 0,98 0.15 0.13 Uniform Delay, di 24.8 24.9 3.0 3.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 28.3 40.1 0.3 0.3 Delay (s) 53.1 65.0 3.3 3.2 Level of Service D E A A Approach Delay (s) 53.1 65.0 3.3 Approach LOS D E A Intersection 1Surrimary Existing PM Pea Condition EBL EBT EBR WEL BR -SBL SBR SBR2 NEL2 NEL NER c0.12 0.16 3.1 1.00 0.2 3.2 A 3.2 A HCM Average Control Delay 34.1 HCM Volume to Capacity ratio 0.32 Actuated Cycle Length (s) 60.0 Intersection Capacity Utilization 60.0% l Phase conflict between lane groups. c Critical Lane Group HCM Level of Service Sum of lost time (s) iCU Level of Service 8.0 A floridlvi7 AA51 • HCM Unsignalized )ntersectlon Capadty An- ysis 3: SW 14 Ter & SW ist Ave Columbus Centre MUSP Existing PM Peak Cord:Zion No- ovement EL WBR NET NEP. S ane Confurtons Sign Control Stop Grade 0°/o Volume (veh/h) 8 3 Peak Hour Factor 0.92 0.92 Hourly flow rate (veht) 9 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 261 27 32 vC1, stage 1 conf voi vC2, stage 2 conf vol tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 100 99 cM capacity (veh/n) 721 1048 1581 Free 21 0,92 23 Free. 8 14 187 0.92 0.92 0.92 9 15 203 Direction, Lane # WE 1 NB 1 SB 1 Volume Total 12 32 218 Volume Left 9 0 15 Volume Right 3 9 0 cSH 788 1700 1581 Volume to Capacity 0.02 0.02 0.01 Queue Length (ft) 1 0 1 Control Delay (s) 9.6 0.0 0.6 Lane LOS A A Approach Delay (s) 9.6 0,0 0.6 Approach LOS A intersection Summary Average Delay intersection Capacity Utilization 0.9 24.3% ICU Level of Service floridivI7-AA51 • • HOM Unsignaiized Intersection apacfty° Anaws s SW 15 Rd & SW 1st Ave -,! r a Centre MUSP Existing PM Peak: '-` \ vernes t R2 L ` B SEL2 - SEA :. Lane Configurations r "y'r t) Sign Control Free Stop Fee Grade 0% 0% 03/4 Volume (vehTh) 169 25 37 20 19 212 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 184 27 40 22 21 230 Pedestrians Lane Width (ft) Walking Speed (ft`s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume vC 1; stage 1 conf voi vC2, stage 2 conf voi tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehlh) None 354 197 211 6.8 6.9 4.1 3.5 3,3 2.2 93 97 98 508 811 1357 flrrectivr Land#.... P` Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay .(s) Lane LOS Approach Delay (s) Approach LOS Intersection S € to 211 62 0 40 27 22 1700 667 0.12 0.09 0 8 0.0 11.0 0.0 11.0 0 97 21 0 1357 0.02 1 1.7 A 0.7 154 0 0 1700 0,09 0 0.0 Average Delay Intersection Capacity Utilization 1.6 26.9% ICU Level of Service floridly! -aa51 HCM Signalized Intersection Capacity Anaysis Columbus Centre MUSP 5: SE 1,5th Rd & BrickeP Ave ExistJric PM Peak Condton 411 410 411 Movement Lane Configurations Idea; Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prat) Ft 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 Nits Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS EBL EBT 4T 1900 1900 4.0 0.95 0.94 0.99 3296 0.66 2216 73 120 0.92 0.92 79 130 0 341 custom 4 4 21.2 22.2 0.19 5.0 3.0 428 0.15 0.80 44.2 1.00 9.9 54.2 54.2 0 EBR WBL 1900 1900 121 156 0.92 0.92 132 170 0 0 Perm 8 WBT WBR 4. 1900 1900 4.0 0.95 0_98 0.98 3395 0.61 2110 129 38 0.92 0.92 140 41 351 0 8 21.2 22.2 0.19 5.0 3.0 407 c0.17 1.09d1 44.9 1.00 16.9 61.8 E 61.8 E SBL SBR 1900 4.0 1.00 1.00 0.95 1770 0,39 722 38 0.92 41 41 custom 6 83.8 84.8 0.74 5.0 3.0 532 rg 1900 4.0 0.88 0.85 1.00 2787 1.00 2787 1250 0.92 1359 1455 6 83.8 84.8 0.74 5.0 3.0 2055 0.06 0.52 0.08 0.71 4.2 8.3 1.00 1.00 0.3 2.1 4.5 10.4 A B 10.2 4/ SBR2 1900 88 0.92 96 0 NEL2 NEL NER ,1*T1 1900 1900 1900 4.0 4.0 1.00 0.97 1.00 0.99 0,95 0.96 1770 3407 0.12 0.96 224 3407 74 555 61 0.92 0.92 0.92 80 603 66 80 669 0 Perm 2 83.8 84.8 0.74 5.0 3.0 165 0.36 0.48 6.2 1.00 9.8 16.0 B 83.8 84.8 0.74 5.0 3.0 2512 0.20 0.27 4.9 1.00 0.3 5.2 A 6.4 A fiifetheafori Summary -- - -- --- ' - ''' -- HCM Average Control Delay 20.5 HCM Level of Service C HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 103.8% ICU Level of Service F di Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group florid1v17-AA51 • • • a te) 7-7 HCM Unsignalized Intersection Ca ajty Anaysis 1: SW 14 Ter & South Miami Avenue L.,c,iurnbus Centre MUSP Proposed PM Pek Cnndon • Movement Lane Configurations Sign Contro; Grade Volume (vehlb) Peak Hour Factor Hourly flow rate (vehth) Pedestrians Lane Width (ft) Walking Speed (f-tis) Percent Blockage Right turn flare (veh) Median type None Median storage veil) vO. conflicting volume 527 136 273 vC1. stage 1 conf voi vC2, stage 2 conf vol tC. single (s) 6 8 6.9 4 1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 90 86 97 cM capacity (vehlh) 467 887 1287 Stop t NET SBT Free Free 0% 0% 44 113 34 352 230 21 0.92 0.92 0.92 0.92 0.92 0.92 45 123 37 383 250 23 Direction, Lane # ' 681 NBIli:NB 2 Sel 'SB 2 Volume Total 171 164 255 167 106 Volume Left 48 37 0 0 0 Volume Right 123 0 0 0 23 cSH 709 1287 1700 1700 1700 Volume to Capacity 0.24 0.03 0.15 0.10 0.06 Queue Length (ft) 23 2 0 0 0 Control Delay (s) 11.7 2.0 0.0 0.0 0.0 Lane LOS 6 A Approach Delay (s) 11.7 0.8 Approach LOS ,t-aifeOKoK%Ceii.Wra,Mi=5ggq. Average Delay Intersection Capacity Utilization 0.0 fa4 32.2% ICU Level of Service A 2.7 floridlvl7-aa51 HCM Signalized !ntersecuon Cadacity Ana}ys 2: SW 15 Rd & South Miami Avenue Columbus Centre MUSP Fropoczed PM PPak nonditnn Movement •• Lane Conflourations Ideal Flow (vphp!) Total Lost time (s) Lane UtiL Factor Frt Fit Protected Satd. Flow (rot) Ft Permitted Satd. Flow (perm) Volume (vph) Feak-hour factor, PHF Adj. Flow (voh) 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 vfs Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 1900 1900 4.0 0.95 0.96 0.99 3344 0.77 2595 151 321 0.92 0.92 164 349 0 729 Perm E R /ST 1900 1900 414 1900 4.0 0.95 0.99 0.99 3455 0.70 2443 199 99 238 25 0.92 0.92 0.92 0.92 216 108 259 27 0 0 394 Perm 1900 SBL SBR SB.2 NEL2 NEL NER 1900 1900 1900 4.0 4.0 1 00 0 95 0 92 0 85 0.98 1.00 1573 1504 0.58 1.00 994 1504 76 260 0.92 0.92 83 283 182 287 Perm 1900 1900 4.0 0.97 0.96 0.95 3389 0.66 2339, 95 74 239 54 0.92 0.92 0.92 0.92 103 80 260 59 0 0 399 0 Perm 2 5 4 8 2 6 4 8 37.8 37,8 12.2 12.2 12.2 38.8 38.8 13.2 13.2 13.2 0.65 0.65 0.22 0.22 0.22 5.0 5.0 5.0 5.0 5.0 3.0 3.0 3.0 3.0 3.0 1678 1580 219 331 515 c0.19 c0.28 0.16 0.18 0.17 0.43 0.25 0.83 0.87 0.77 5.2 4.5 22.3 22.6 22.0 1.00 1.00 1.00 1.00 1.00 0.8 0.4 22.7 20.5 7.2 6.0 4.8 45.0 43.1 29.2 A A D D C 6.0 4.8 43.8 29.2 A A D C Iftte"f$OtiO,n704M,Frie HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) intersection Capacity Utilization c Critical Lane Group ".• 19.3 0.54 60.0 Sum of Jost t me (s) 8.0 73.3% ICU Level of Service HCM Level of Service 1930 • florid v 7-aa5`I • * Timings 2: SW 15 Rd & South Miami Avenue Ar7 \a„ Lane Group • • • EBL EBT • WBL WBT SBL SBR 6 Lane Confidurations 41+ 4 I Volume (vph) 151 321 9° 238 76 260 Turn Type Perm Perm Perm Protected Phases Permitted Phases 2 6 4 8 Detector Phases 2 2 6 6 4 4 8 8 Minimum Initial {s) 4.0 4.0 4.0 4 0 4.0 4 0 4.0 4.0 Minimum Split (s) 21 0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 14.0 14.0 14.0 14.0 46.0 46.0 46.0 46.0 Total Spit (%) 23% 23% 23% 23% 77% 77% 77% 77% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (5) 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 Lead/Lag Lead -Lag Opt ize? Recall Mode Coord Coord Coord Coord None None MTh Mn iiiterSeotion SUi-nmaitY 6 4 NEL AY 74 239 Pe.rm 8 Columbus Centre MUSP PRDDo5e,- PM PeaK Cc. dt Cycle Length: 60 Actuated Cycle Length: 60 Offset: 46 (77%), Referenced to phase 2:EBTL and 6WBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits and Phases: 2: SW 15 Rd & South Miami Avenue J-11' o24 47,.-1.4.-;T:cf.t',:';'Z'.. 46,:i.';--:;!:;',:f=i.:,:Vf.'I.'j.Ng-;ft'Os-*:i-gt@.fg,j,:S:,,,,'ig;;,.::W.:.t,:',13f4-F'3;;:.:.::::A.,;...4i.',g:,h,',,aji.,::?f;,,6:.i.;4:;.ia.::F...l .. t :.,.':',." ' s46:-ngR:y::fr:RNlfgw;(:;:Nf.mgTt,,:,,i„,v.q,v:2:5..!::,2;;,4,.;it,--5a_:,,.iz.::,:j...... flor dlv17-aa51 HCM Unsignalized intersection Capacty Analysis 3: SVI l4ler&SW ist Ave Mdvernent • . Lane Configurations Sign Control Grade Volume (yen/1i) Peak Hour Factor Hourly flow rate (veh/h) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 410 74 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 6.4 6.2 tC, 2 stage (s) tF (s) 3.5 3.3 p0 queue free % 90 98 cM capacity (veh/h) 582 988 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay.(s) Lane LOS Approach Delay (s) Approach LOS thfefiectfori8G.niin6' 75 55 20 652 0.12 10 11.2 B )6. 11.2 B 581 296 40 .0 1510 0.03 2 -1,2 A 1.2 c fi WBL BR NBT NBR: SBL. SBT Stop Free 4 Free 0% not U 51 18 57 22 37 235 0.92 0.92 0.92 0 92 0.92 0.92 55 20 62 24 40 255 86 4.1 2.2 97 1510 Columbus Centre MUST ProTyaeci PM PPak Average Delay Intersection Capacity Utilization flondlv17-2251 Err Err% 1_05 ]GU Level of Service • * • FICNI Unsignalized Intersection Capacity Analysis 4: SW 15 Rd & SW is-t Ave MoVerrierit • • Lane ,,,onfigurations Sian Control Grade Volume (ven/h) Peak Hour Factor Hourly flow rate (vetith) Pedestrians Lane Width (ft) Walking Speed (ft(s) Percent Blockage Right turn fare (veh) Median type Median storage yen) vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf voi to, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehit-i) WER SEL SER SEL2 SEL .1crf Free Stop 188 26 47 0.92 0.92 0.92 204 28 51 None Free 0% 58 34 349 0.92 0.92 0.92 63 37 379 482 218 233 6.8 6.9 4.1 3 5 3 3 2.2 90 92 97 499 786 1332 Ccflumbus Centre MUSP Proposed PNA Peak Condittn Volume Total 233 114 163 253 Volume Left 0 51 37 0 Volume Right 28 53 0 0 cSH 1700 625 1332 1700 Volume to Capacity 0.14 0.18 0.03 0.15 Queue Length (ft) 0 17 2 0 Control Delay (s) 0.0 12.0 1.9 -0.0 Lane LOS 6 A Approach Delay (s) 0.0 12.0 0.8 Approach LOS thrtetiSreCtiOtiSVOiffiAiy Average Delay intersection Capacity Utilization 2.2 . dAc.4 32.9% Level of Service ficridiv17-aa51 FICIVI Signalized intersection Capacity Analysis 6: SE 15th Rd & BhckeH Ave Columbus Centre MUSE Proposed PM Peak Condition • ment Lane Configurations -- EBL4 .EBT- EBR - 4'4 dea: Flow (vpripl) 1900 1900 1900 1900 Total Lost time (s) 4.0 Lane UtiL Factor 0.95 Frt 0.95 FIt Protected 0.98 Satd. Flow (prot) 3302 Flt Permitted 0,60 Satd. Flow (perm) 2037 Volume (vph) 242 148 179 165 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Row (vph) 263 161 195 179 Lane Group Flow (vph) 0 619 0 , 0 Turn Type custom Perm Protected Phases 8 2 Permitted Phases 4 4 8 2 6 6 Actuated Green, G (s) 23.0 23.0 82.0 82.0 82.0 82.0 Effective Green, a (s) 24.0 24.0 83.0 83.0 83.0 83.0 Actuated g/C Ratio 0.21 0.21 0.72 0.72 0.72 0.72 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (von) 425 423 158 2517 481 2530 v/s Ratio Prot 0.21 v/s Ratio Perm c0.30 0.19 c0.53 0.06 0.45 v/c Ratio 1.38d! 2.42d1 0.73 0.29 0.09 0.62 Uniform Deiay, di 45.5 44.2 9.4 5.6 4.8 8.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 incremental Delay, d2 218.1 19.7 25.3 0.3 0.4 1,1 Delay (s) 263.6 63.9 34.6 5.9 5.1 9.2 Level of Service F E C A A A Approach Delay (s) 263.6 63.9 9.9 9.1 Approach.LOS -. F E A A 0**00*07,---tmi ''''''"""' R NBL NBT NBR L 8 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 0.95 1.00 0.95 1.00 0.95 0.98 1.00 0.99 1.00 0.99 0.98 0,95 1.00 0.95 1.C,10 3398 1770 3487 1770 3505 0.58 0.12 1.00 0.36 1.00 2027 219 3487 666 3505 142 40 106 596 65 40 1346 94 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 154 43 115 648 71 43 1463 102 376 0 115 719 0 43 1565 0 Perm custom SBR 1900 HCM Average Control Delay 61.1 HCM Level of Service HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 115.0 Sum of lost time (s) Intersection Capacity Utilization 92.6% ICU Level of Service di Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 8.0 floridivi7-aa51 • • Tirninds 5: SE 15th Rd & Bhckell Ave t \N- Group =ii: • • .• = : •••' • EEL EBT.I:.wBL::' AP T NBL NET SBL SET Lane Configurations Volume (vph) 242 148 165 142 106 596 40 1346 Turn Type custom Perm Perm custom Protected Phases 8 2 Permitted Phases 4 4 8 2 6 6 Detector Phases 4 4 8 8 2 2 6 6 Minimum initial (s) 4_0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21,0 21.0 21.0 21.0 21,0 21.0 21.0 Total Split (s) 28.0 28.0 28.0 28.0 87.0 87.0 87.0 87.0 Total Split (%) 24% 24% 24% 24% 76°A) 76% 76% 76% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None Coord Coord Coord Coord intersection Sunimary olumbus Centre MUSE Proposed PM Peak CnnduToo, Cycle Length: 115 Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 5: SE 15th Rd & Brickell Ave t02 . • ' 04 tAilM15=elli-e_ii6.47.,4*Meliti.lAtillagtitiVI?•i:::iitaiiai=glii;Ki•iin.kii=iiiiiaRZ1 ..........._. , •i; 06 4i--- •• 08 ,7:ilitiii.e.4ilgiliiiXf.zi10440•K6-.ii',:0•14Ztmlz,igiiegiigia$4,We04gi*iftlii3gaN•lgiioli.••••A23iit.,lio--i.,,,,,,,,,,,,,,,...iii,,,,,,,„,,,..., , .... floricilv17-aa51 Co Traffic 1 a t St dv Figure 7: Proposed Driveway Volume RICHARD GARCIA & ASSOCIATES, INC. HC J l ns gnalaed lnterse ;tion Capacity Analysis 6: SW 14 Ter & DAN embus Centre MUSP posed PM Peak Cord t.U.. • • • vement : T E R`` 'SL WB . NBL BR Lane Configurations 4 Sign Control Free Free Stop /� Grade 0% V ice= G`0C.' ;.. Volume (vehih) 30 29 38 17 58 121 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 33 32 41 18 63 132 Pedestrians Lane Width (ft) Walking Speed (ftis) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume vC 1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) D3recti �n, Lane # . "WB t` B 1 None 64 149 46 4.1 6.4 6.2 2.2 3.5 3.3 97 92 87 1538 820 1020 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS nterse.c#ion S(uK 64 60 195 0 41 63 32 0 132 1700 1538 945 0.04 0.03 0.21 0 2 19 0.0 5.2 9.8 A A 0.0 5.2 9.8 A Average Delay Intersection Capacity Utilization 7.0 I+&#A LGJ 21,9% ICU Level of Service floridly#7-aa51 nh . Centre .': T a i i t tidy APPENDIX I: Review Comments & Responses (City of Miami & FDOT) ,,_fL\ RICHARD GARCIA & ASSOCIATES, INC. Appendix I SP fc. Stu • • APPENDIX J: Sufficiency Letter !' �; RICHARD GARCIA & ASSOCIATES, ANC, Appendix J