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HomeMy WebLinkAboutTAB N - Sufficiency Letter & Traffic Study3053959997 TRANSPORT ANALYSTS PAGE 02/02 05/05/2006 14: 50 05/05/2006 13:68 FAX !JRS Q002/002 URS May 5, 2006 Via Fax and US. Mail Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2"d Avenue (10th Floor) Miami, Florida 33130 Re: Latilka Sufficiency Letter — W D# 1 4 Dear Ms. Medina: Subsequent to our March 22, 2006 review comments for the subject project; we have received a response letter from Transport Analysis Professionals, Inc. (TAP) on April 5, 2006- We have also received the playas showing the vehicle maneuverability of delivery trucks prepared by TAP, dated May 5, 2006_ Photocopies of the response fetter and the plans Showing the vehicle maneuverability are attached herewith_ At thin time,, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient. Should you have any question please fail free to call Khant Myat or me at 954.739.1881. Sincere UR n Southern Raj Sf anrRug .E. Se "or Traffic Engineer Attachment Cc: Mr. Kevin Watford, Plannerll, City of Miami (Fax - 305 416.1443) Mr. Manny A. Vim, engineer 1, City of Miami Zoning flax - 306.a76.2163) Mr Richard P. Lfichinger, TAP (Fex; 305.385.9997) URS COepOratibn Lakeshore Complex 9100 NW 33r1 •Avenue, Suite 150 Fort Lauperdme, R. 93309-4$75 reC 954.739.1331 Ric 954.739_1789 TRANSPORT ANALYSIS PROFESSIONALS A Transportation. Consultant Group , INC.. LOFTIKA MIXED USE DEVELOPMENT NW 33rd AVENUE & NW 7th STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for 732 LLC 7215 NW 12`h Street Miami, Florida 33126 (305) 477-3136 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 January 2006 5790 Richard P. Eichinger Project Traffic Engineer 305-385-0777 LOFTIKA MIXED USE DEVELOPMENT NW 33rd AVENUE & NW 7th STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 6 SITE ACCESS 6 TRIP DISTRIBUTION 7 LEVEL OF SERVICE 7 PLANNED ROADWAY IMPROVEMENTS 7 PEAK SEASON TRAFFIC ADJUSTMENTS 7 FUTURE BACKGROUND TRAFFIC 13 COMM1'TIED DEVELOPMENT 13 TRANSPORTATION CORRIDOR ANALYSIS 13 TRANSPORTATION CONTROL MEASURES PLAN 16 CONCLUSION 16 TABLES Table 1— Unadjusted PM Peak Hour Site Traffic Volume 6 Table 1A — Adjusted PM Peak Hour Site Traffic Volume 6 Table 2 — PM Peak Hour Traffic Volumes 8 Table 3 — Levels of Service 11 Table 4 — Person Trip Corridor Analysis 14 Table 5 — Year 2009 Person Trip Corridor Analysis 15 FIGURES Figure 1— General Location 2 Figure 2 — Study Area 3 Figure 3 — Existing PM Peak Hour Peak Season Traffic at Study Locations 4 Figure 4 — Lane Use Geometry 5 Figure 5 — Site Only Traffic 9 Figure 6 — Year 2009 Traffic Volume With and Without Site Traffic 10 APPENDIX Appendix A — Traffic Study Methodology Appendix B — Traffic Volume Data Appendix C — Capacity Analyses & Traffic Signal Timing Data Appendix D — ITE Trip Generation Appendix E -- FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Committed Development Worksheets & Data Appendix H — Reduced Site Plan LOFTIKA MIXED USE DEVELOPMENT NW 33rd AVENUE & NW 7th STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed mixed use development to be located in the northeast corner of NW 33`4 Avenue and NW 7th Street in the City of Miami, Florida. Figure 1 depicts the site's general location. The following uses are being proposed: - 180 condominiums - Office —18,335 sf - Retail —14,051 sf The methodology used for assessing traffic impacts of the development was discussed in advance with staff of the City of Miami Department of Planning and the City's traffic consultant. The following locations were chosen to evaluate the proposed development's traffic impact for the more active PM peak period. The study area is shown in Figure 2. Arterial Analysis - NW 7th Street - NW 32"d Avenue Intersection Analysis - NW 32" Place & NW 7th Street - NW 33rd Avenue & NW 7th Street - NW 32"d Place & NW 7th Street - NW 34th Avenue & NW 7th Street - Site driveways at public streets EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in December 2005. Figure 3 depicts existing PM peak hour peak season volume at the four study intersections and Figure 4 illustrates intersection lane geometry. 1 ELORME Street Atlas USA® 2006 9R.2 AVE, — SW IHIT te ,....p..� — i "a i AMEN k T COVINA o a Ca 19FbiorSECAAi ran BOMIAp&LA ;`n� aA11tP3 g1,V7T ST 1{�y'� -,�0{ (RAAv s ro swt�rti:sT E-SW 14 sT �. .....r.�-•gym i QST . SWSi_,. �11^- } _ SW 5H ST rn SItAAVt: HTER v :o- 54Y1 Tt{ST 1� Pam rn r�. g3Z•A;AVS�7ri8TH4T,�_,�-� l""-� ¢ i2 S4Y16iNiER�, tC�,�.-�. E t/AO RAAVE y o S i SW it,L_ 1 y-, --- , •sfc 3 sn `� - EVE General Location Ma 't. i0 10 r , ^ 16TH TEA _... f 4 SWi s ALGAZA.TjAPc .1 1 At51M1SKl+r4. L = Data use subject to license. ® 2005 DeLorme. Street Atlas USA® 2006. ""15.s-v+cI� www.delorme.com 2 4' �M � tiY�AVARR AY ° n: c�7° ,...•r..-�t -�" i � , 5T , R' � fih 1s S7 } jFigure >. Scale 1 : 25,000 wo ,zoo 209 .oa aw o ,00, m Roo 1" = 2,083.3 tt Data Zoom 13-0 DELORME: Street Atlas USA) 2006 { t a 4 1-9 i SVs4ay �.. = ju wjssAAV sw t TH sT fir__ t•5sw 5 eF ORT ?_ ... co Perk, ' S1Y I6TH - 1 troA AVE arStia`� +- ia � NW 3 . s 7+3? SIN 13TH'iE42 "' SW 1 ..: .�-�.- -S4V 1 ST ;` .. '""""'"'.' ' ��- Data use subject to license. Q 2005 DeLorme. Street Atlas USAA 2006. xx �s sNn www.delorme.com Acc n *--- -� ° Tar-2 AAE4 wtpVe z k Q n.) } tY i6THI ER_ ;T ,,Figure 2? S I Study Area € ,, 3 SW 11* ST W t1—`—trt 1ER Scale 1 : 25,000 0 wu vnu 1eao nao3000 0 000 wo wa sao Fow 1"=2,083.3ft Data Zoom 13-0 NW 34th Avenue 33rd Avenue Z rr Cr) lL -4-- 469 r19 NW 32nd Place cp u) 37 -4--1305 i42 8j 348 —►. 16 -f t btO N N 4--31 r tr) +-1330 -� ,F- 25 4- 7 -4--0 f7 SITE 0 0� r N 4-28 +--1392 f 56 78 -4 979 ---} 12-�, t N cam) � 22-4 -f[1'- 1036 -} v co 18 N � 28 -4 1028 -.- 33--t t coc+)[0 NW 11th Street NW 9th Street NW 791 Street N NTS Ildr;012: • Existing 2005 Peak Season PM Peak Hour Traffic Volumes Figure 3 TRANSPORT ANALYSIS PROFESSIONALS tn -► F .[- +ICI I a I40 ormaillir N NTS 7,41177 t. Lane Use Geometry Figure 4 TRANSPORT ANALYSES PROFESSIONALS TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. Table 1 depicts PM street peak hour generation. The PM peak traffic is higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. Land Uses Table I Loftika PM Peak Hour Unadjusted Traffic Volume ITE PM Peak LU Code In Out Total Condominiums - 180-units 232 43 25 68 Office - 18,335 sf 710 5 23 28 Retail - 14,051 sf 814 17 21 38 Total 65 69 134 A reduction of gross trips were reduced by an estimated 15% to account for internal capture, bicycle and pedestrian modes. Table 1A depicts the estimated primary trips for the proposed development. Table 1A Net Primary PM Peak Hour Traffic PM Peak Hour Land Use In Out Total All Uses 55 59 114 SITE ACCESS The proposed site will have two, two-way drives -- one along NW 3314 Avenue and one along NW 32" Place. See site plan for access details. 6 TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest 2005 MUATS travel model validation runs for TAZ 767 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 9.73% North/northwest—11.84% East/northeast — 15.13% West/northwest — 13.07% East/southeast — 14.94% West/southwest — 13.75% South/southeast — 8.59% South/southwest — 12.95% Table 2 depicts PM peak seasonally adjusted existing traffic, year 2009 background traffic growth (without project) and year 2009 with proposed site traffic. Figure 5 depicts the estimated volume of site only traffic on local roadways. Figure 6 depicts year 2009 traffic volume with and without site traffic. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and site driveways along public roadways using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridors analysis. Table 3 depicts the LOS at the locations under study PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements to the immediate area. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT' s 2004 seasonal factors for North Miami -Dade County, traffic volume data collected were increased, by 0.42% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) 7 INTERSECTION AND APPROACH 2005 PM PEAK VOLUME TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS SEASONAL INCREASE VOLUME 2005 PEAK SEASONAL VOLUME NW 34th Avenue & NW 7th Street EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT NB LEFT NB THRU NB RIGHT SR LEFT SB THRU SB RIGHT 78 979 12 42 1305 37 24 35 45 57 40 73 3 41 1 2 55 2 1 1 2 2 2 3 81 1020 13 44 1360 39 25 36 47 59 42 76 YEAR 2009 YEAR YEAR BACKGROUND 2009 2009 GROWTH COMMITTED WITHOUT INCREASE DEVELOPMENT SITE VOLUME2 VOLUME SUBTOTAL 3 41 1 2 55 2 1 1 2 2 2 3 0 0 0 0 0 0 0 0 0 0 0 0 84 1061 14 46 1415 41 26 37 49 61 44 79 SITE VOLUME 0 9 0 0 9 0 0 0 0 0 0 0 YEAR 2009 WITH SITE TOTAL VOLUME 84 1070 14 46 1424 41 26 37 49 61 44 79 NW 33rd Avenue & NW 11th Street EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT 8 348 16 19 469 8 26 5 24 3 1 11 0 15 1 1 20 0 0 8 363 17 20 489 8 27 5 1 25 0 3 0 1 0 11 0 15 1 1 20 0 0 8 0 378 0 18 0 21 0 509 0 8 1 0 28 0 0 5 i 0 26 0 0 3 0 0 1 0 0 11 NW 33rd Avenue & NW 7th Street EB LEFT 22 EB THRU 1036 EB RIGHT 18 WB LEFT 25 WS THRU WB RIGHT NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT NW 32nd Place & NW 9th Street EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT 1330 31 14 7 26 .5 1 43 0 0 0 7 0 7 0 32 8 1 53 1 1 44 1 1 58 1 1 0 1 0 0 2 0 0 0 0 0 0 0 1 0 0 2 0 23 1 0 24 1080 44 0 1124 19 1 0 20 26 1 0 27 1386 56 0 1442 32 1 0 33 15 1 0 16 7 0 0 7 27 1 0 28 5 0 0 5 1 0 0 1 45 2 0 47 0 0 0 7 0 7 0 33 8 1 55 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 7 0 34 8 57 1 0 8 0 378 0 18 Q 21 0 509 0 8 0 28 17 22 0 26 0 3 16 17 0 11 5 4 0 _ 0 4 4 0 4 0 5- 6 5 29 1128 20 27 1446 37 16 11 28 10 7 52 0 0 0 0 0 0 0 7 0 0 0 7 0 0 14 48 0 8 0 1 13 70 0 1 8 Loftika TAP JN 5790 TABLE 2 (Contiuned) TRAFFIC VOLUME AT STUDY LOCATIONS YEAR YEAR r— 2009 YEAR YEAR 2009 2005 BACKGROUND 2009 2009 WITH 2005 SEASONAL PEAK GROWTH COMMITTED WITHOUT SITE PM PEAK INCREASE SEASONAL INCREASE DEVELOPMENT SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUMEi VOLUME2 VOLUME SUBTOTAL VOLUME VOLUME NW 32nd Place & NW 7th Street EB LEFT 28 1 29 1 0 30 4 34 EB THRU 1028 43 1071 43 0 1114 5 1119 EB RIGHT 33 1 34 1 0 35 0 35 WB LEFT 56 2 58 2 0 60 0 60 WB THRU 1392 58 1450 59 0 1509 4 1513 WB RIGHT 28 1 29 1 0 30 4 34 NB LEFT 16 1 17 1 0 18 0 18 NB THRU 3 0 3 0 0 3 4 7 NE RIGHT 68 3 71 3 0 74 0 74 SB LEFT 12 1 13 1 0 14 4 18 SB THRU 1 0 1 0 0 1 4 5 SB RIGHT 37 2 39 2 0 41 4 45 NW 33rd Avenue & Site Drive WB LEFT 0 0 0 0 0 0 16 16 WB RIGHT 0 0 0 0 0 0 17 17 NB THRU 60 3 63 3 0 66 0 66 NB RIGHT 0 0 0 0 0 0 14 14 SB LEFT 0 0 0 0 0 0 16 16 SB THRU 49 2 51 2 0 53 0 53 NW 32nd Place & Site Drive EB LEFT 0 0 0 0 0 0 14 14 EB RIGHT 0 0 0 0 0 0 12 12 NB LEFT 0 0 0 0 0 0 12 12 NB THRU 59 2 61 2 0 63 0 63 SB THRU 50 2 52 2 0 54 0 54 SB RIGHT 0 0 0 0 0 0 13 13 Arterial Summary NW 7th Street East- and Westbound Two-way Site Volume Summary = 27 LNW 32nd Avenue ]North- and Southbound Two -Way Site Volume Summary W 13 1 A seasonal Increase factor of 4.2% is used to increase existing volume to peak season conditions. 2 A growth factor of 4.06% is used to increase traffic to year 2009 conditions. 9 Lofiika TAP JN 5790 W 34th Avenue m NW 33rdAvenue NW 32nd Place PM Peak Hour in = 55 Out = 59 Total = 114 TAZ 767 CDmC 5 -4 4—• t-16 4_. 4 -0-- 4 ch SITE 14-4 12- '1 vvv 4.4 -41 it- 4 4 !' t 5 ---► `Cr NW 11th Street NW 9th Street NW 7th Street N NTS TRANSPORT ANALYSIS PROFESSIONALS PM Peak Hour Site Only Volume Loftika Figure 5 W 34th Avenue 4-8(8) +- 509 (509) r21 (21) NW 32nd Place (8) 8 (378) 378 --► (18)18 -f �m i4 {-41 (41) +-1424 (1415) r 46 (46) Lo(17 f- 0 (16) f r- m O L 37 (33) �-1446 (1442) f-- 27 (27) t- 7 (7) } 0 (0) f 7 (7) SITE (0)o-4 (o) o —► (0)0- 3 (0)14! (0)12i CICCO O..oa CO NW lith Street NW 9th Street �f 2 L 34 (30) -�-1513 (1509) 60 (60) (84) 84 - (1061)1070 -► (14) 14 -t (24) 29 -4 (1124) 1128 -v.- (20) 20 - t CO C4 (30) 34 -4 (1114)1119 --► (35) 35 --� NW 7th Street N NTS FAR' Year 2009 With & (Without) Site Traffic Loftika Figure 6 TRANSPORT ANALYSIS PROFESSIONALS TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS YEAR YEAR 2009 2005 2009 WITH PEAK WITHOUT SITE SEASONAL SITE TOTAL INTERSECTION AND APPROACH LOS LOS LOS NW 34th Avenue & NW 7th Street EB LEFT EB THRU & RIGHT WB LEFT WB THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT INTERSECTION LOS B B B A A A B B B B B B D D D D D D B B B NW 33rd Avenue & NW 11th Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT INTERSECTION LOS A A A A A A B B B B B B B B B NW 33rd Avenue & NW 7th Street EB LEFT & THRU WB LEFT & THRU NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT B B B B B B D D E C C D NW 32nd Place & NW 9th Street WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT A A A A A A A A A NW 32nd Place & NW 7th Street EB LEFT & THRU WB LEFT & THRU NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT B C C B B 8 C D D D E E NW 32nd Place & Site Drive NB LEFT & THRU N/A N/A A EB LEFT & RIGHT N/A N/A A NW 33rd Avenue & Site Drive SB LEFT & THRU N/A N/A A WB LEFT & RIGHT N/A N/A A Lvftiica TAP JN 5790 12 FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2009. FDOT count stations near to the site, were researched to obtain a growth factor. A three-year average annualized growth at the stations indicate a slight increase in growth (less than 1%), however to remain conservative, a one (1%) growth will be used. COMMITTED DEVELOPMENT There are no committed development within reasonable proximity to the site. Committed develop was researched from the City of Miami's Planning Department December 2005 Large Scale Development Report. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were take in December 2005 along NW 7`h Street and along NW 32nd Avenue to determine daily and peak period volumes on these arterials. As previously shown in Table 2, the existing 2005 peak season volume is shown in Table 4. Table 5 depicts future year 2009 conditions at full build -out and occupancy. Table 5 shows that in year 2009 with project traffic included, the combined person- trip capacity for automobiles is above the trip demand during the PM peak hour on the arterials studied. 13 TABLE 4 YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial /Corridor Name ROADWAY MODE MASS TRANSIT MODE CORRIDOR TOTALS ROADWAY ROADWAY LOCAL BUS EXPRESS (RAIL TRAN TOTAL TOTAL TRANSIT CORRIDOR PER. TRIP PER. TRIP ROADWAY( PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CORRIDOR CORRIDOR PERSON CORRIDOR 2003 ROADWAY CAPACITY ROADWAY VOLUME PER, TRIP ! ROADWAY CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP PERSON PERSON TRIP PERSON CORR VEHICULAR (i),PPV= VEHICULAR (PPV= EXCESS PERSON 0, LOAD = gil LOAD = (4LOAD = LOAD= TRIP EXCESS TRIP TRIP EXCESS TRIP TYPE CAPACITY' 1.6 VOLUME" 1.4 PER. TRIP TRIP DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY CAPACITY VOLUME CAPACITY WC (Notes) (t) (2) (3) (4) (5) (6) (7) LOS (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) LOS NW 7tir Streel TWO-WAY VOLUME Adopted LS 3.740 5.984 2,451 3,431 2,553 0.57 C 5,984 3,431 2,553 0.57 C Allowable E+20 WT AVG AVG 3,740 HEADWAY SEATS RIDERSHIP DESIGN AUTO PERSON TRIPS= 80TH PER PAX LOAD PAX PERCENT TRANSIT PERSON TRIPS. DIRECTIONS; VEH PER HOUR FACTOR cAVAcrrY RIDERSHIP TOTAL PERSON TRIPS= NW 32nd Avenue TWO-WAY VOLUME Adopted LS 1,860 2,976 89 125 2,851 0.04 8 2,976 125 2,65t 0.04 B Allowable E+20 WTAVO AVG 1,860 HEADWAY SEATS RIDERSHIP D651GN A(fr0 PERSON TRIPS= 80114 PER PAX LOAD PAX PERCENT TRANSIT PERSON TRIPS. DIRECTIONS VEH PER IFOIWR FACTOR CAPACITY MER8HIP TOTAL PERSON TRIPS. NW 781 Street NW 32nd Avenue NW 71h Street NW 32nd Avenue LOS TABLE" LOS TABLE" FOOT LOS Table Volumes FOOT LOS Table Volumes 0.00 C 0.00 B B I nla B 210 + Volume Is from the year 2002 FOOT LOStades 0.65 C 0.11 8 C I 2,430 C 1 280 " E (stlnp volume adjusted to peat[ season 0.65 C 0.12 C D I 3,540 D 1700 0.65 C 0.69 C E I 3740 E 1 1 060 0.65 0 0.70 D 0.65 C 0.94 0 0.66 D 0.95 E 0.95 0 0.99 E 0.96 E 1.00 E Loltika TAP JN 5790 TABLE 5 FUTURE 'YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial: Candor Nuns ROADWAY MODE MASS TRANSIT MODE CORRIDOR TOTALS ROADWAY ROADWAY LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT CORRIDOR PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CORRIDOR CORRIDOR PERSON CORRIDOR( PER. TRIP PER. TRIP ROADWAY 2009 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY - CAPACLTY CAPACITY CAPACITY CAPACITY PERSON TRIP PERSON PERSON TRIP PERSON CORR VEHICULAR OPPV= VEHICULAR OPPV= EXCESS PERSON th LOAD = a LOAD = (1) LOAD = VI LOAD = TRIP EXCESS TRIP TRIP EXCESS TRIP TYPE CAPACITY" 1.6 VOLUME" 1.4 PER. TRIP TRIP DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY CAPACITY VOLUME CAPACITY MC (Notes) (1) (2) L3) (4) (5) I (6) (7) ILOSS (8) (9) (10) (11) (12) (131 (14) (15) (16) _ (7) Los NW 7th Street TWO-WAY VOLUME , Adapted LS 3,740 5,984 2,605 3,647 2,337 Q61 C 0 0 0 0 O 0 5,964 3,647 2,337 0.61 C Allowable E+20 WT AVG AVG 3,740 HEADWAY SEATS RIDERSHIP DESIGN AUTO PERSON TRIPS= BOTH PER PAX LOAD PAX PERCENT TRANSR PERSON TRIPS. DIRECTION* VEH PER HOUR FACTOR CAPACITY RtcE1t5NP TOTAL PERSON TRIPS NW 32nd Avenue TWO-WAY VOLUME Adopted LS 1,860 2,976 119 167 2,609 0.06 B 0 0 0 0 0 0 2,976 167 2,809 0.06 B Moveable E 20 WT AVG AVG 1,860 HEADWAY SEATS RIDERSHIP DESIGN AUTO PERSON TRIPS= BOTH PER PAX LOAD PAX PERCENT 1nAPErt'9ASaa TRIPS• DIRECTIONS VEH PER HOUR FACTOR CAPACITY RICERSI3P TOTAL PERSON TRIPS = NW 7th Street NW 32nd Avenue NW 7th Street NW 32nd Avenue FACTORS:I LOS TABLE" LOS TABLE" FDOT LOS Table Volumes FOOT LOS Table Volume* 2005-2009 Am. Gr (11Ir r (comp). 1.0406 Volume Is ham the year 2002 FDOT LOS babies QOR C 0.00 B B 1 nfa B 210 I LOS A 8 B not possible under assumptions - other vfc cutoffs use FOOT LOS table ratios 0.65 C 0.11 B C 2430 C 1280 PROJECT VOLUME ASSIGNED Transit Eusttng volume adjusted to peak season 0.65 C 0.12 C D 3540 0 1750 Condor Lawton NI Q Tri r, - . • re Project Auto Trips Include Committed Development 0.655 C 0.69 C E 3740 E 1860 NW 701 Street 0.65 C 0.70 0 Lntwund (NB) 27 0 0.65 C 0.94 D Outbound (SB) 27 0 0.66 0 0.95 E NW 32nd Avenue 0.95 0 0.99 E Inbound (EB) 13 0 0.96 E Outbound (WB) 13 0 1.00 E Ln LoniI TAP JN 5790 TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent roadways and nearby intersections. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: - Encourage shared ridership (van pooling) through building management Post mass transit schedules in public areas within the residential building Provide bicycle parking and locker areas in the parking garage CONCLUSION Based on the Transportation Corridor Analysis, NW 7th Street and NW 32" d Avenue will operate within acceptable level of service conditions after build -out and occupancy of the proposed site. The developer should post transit schedules for building residents in a conspicuous area, such as the building lobby near elevators, etc. Also, to promote bicycle use, the developer should provide lockers and bicycle racks in a protected area of the garage. 16 APPENDICES APPENDIX A TRAFFIC STUDY METHODOLOGY Loftika We are proposing on a traffic study and request your input as to the methodology and scope. • The location of the development is situated along the north side of NW 7th Street between NE 331d Avenue & NE 32nd Place in the City of Miami. The developers are proposing 180 condominiums, 10,000 sf of retail and 20,000 sf of office. The intersections we are proposing to study during the PM peak are as follows: • NW 32"d Place & NW 7th Street (unsignalized) • NW 33`d Avenue & NW 7th Street (unsignalized) • NW 33`d Avenue & NW 9th Street (unsignalized) • NW 32nd Place & NW 9th Street (unsignalized) • NW 34th Avenue & NW 7th Street (signalized) • Site driveway(s) connecting to any public road The arterials are as follows: • NW 7t Street • NW 32nd Avenue Study Area: • North: SR 836 • South: Flagler Street • East: NW 27th Avenue • West: NW 37t Avenue Other Considerations: • We plan to use the 7th edition of ITE's Trip Generation to estimate site traffic. • We plan to show the impacts in year 2009 at full build out • We plan to use the MUATS model for site traffic distribution. • We will use FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials. If growth is negative, we will use a 1% growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials, if needed. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. APPENDIX B TRAFFIC VOLUME DATA TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Fite Name : 5790nw34©7PM Site Code : 57903076 Start Date : 12/12/2005 Page No :2 Start Time NW 34th Avenue Southbound Left Thru RTO Peak Hour From 15:0D to 17.45 - Peak 1 of 1 Intersectio n Volume 57 40 18 55 170 Percent 33.5 23.5 10.6 32.4 Volume 57 40 18 55 170 Volume 14 10 5 18 47 Peak Factor High Int. 17:30 Volume 13 18 5 15 51 Peak Factor Right App. Total 16:45 0.833 Left NW 7th Street Westbound Thru RTO R 42 130 0 5 3.0 94.3 0.0 42 130 0 5 8 325 0 Right App. Total 37 1384 2.7 37 1384 13 346 17:30 17 328 0 5 350 0.989 NW 34th Avenue Northbound Left I Thru RTO R Right App. Total Left NW 34th Avenue Eastbound Thru RTO R Right App. Total Iet. Total 24 35 30 15 23.1 33.7 28.8 14.4 24 35 30 15 8 9 8 5 104 78 979 0 12 7.3 91.6 0.0 1.1 104 78 979 0 12 30 19 270 0 5 17:15 8 9 8 5 30 0.867 1069 2727 1069 2727 294 717 0.951 17:15 19 270 0 5 294 o of — .a NW 34thAvenue Oul In Total f 3201 1 Thru Lett 150 North 12/1212005 4:45:00 PM 12112/2005 5:30:00 PM All Vehicles 1 e41 1 1981 Out In Total NW 34th Avenue .7- tv 0, V1 0.909 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Fite Name : 5790nw34@7PM Site Code : 57903076 Start Date : 12/12/2005 Page No : 3 Counter: 3076 Counted By: DAB Veather: Clear ither: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles File Name : 5790nw34@7PM Site Code : 57903076 Start Date : 12/12/2005 Page No : 1 NW 34th Avenue Southbound NW 7th Street Westbound NW 34th Avenue Northbound NW 34th Avenue Eastbound Start Time Left Thra RTO R Right App. Total Left Thru RTOR RR Right TotalR Left Thru RTORight tal Tow LeR Thru RTOR R Right App.Int. Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 L0 1.0 1.0 1.0 1.0 1.0 16:00 16 9 1 6 32 9 293 0 13 315 9 12 4 2 27 13 235 0 2 250 624 16:15 10 10 6 7 33 16 263 0 11 290 13 11 7 2 33 18 237 1 4 260 616 16:30 17 9 12 9 47 3 305 0 5 313 9 10 7 0 26 10 253 0 0 263 649 16:45 15 5 5 12 37 6 329 0 7 342 7 6 9 2 24 17 250 0 1 268 671 Total 58 33 24 34 149 34 11q 0 36 1260 38 39 27 6 110 58 975 1 7 1041 2560 17:00 15 7 3 10 35 17:15 14 10 5 18 47 17:30 13 18 5 15 51 17:45 18 14 2 7 41 Total 60 49 15 50 174 Grand 118 82 39 84 323 Total Apprch % 36.5 25.4 12.1 26.0 Total % 2.2 1.6 0.7 1.6 6.1 11 323 8 325 17 328 12 333 48 130 9 0 12 346 0 13 346 0 5 350 0 12 357 0 42 1399 82 249 0 78 2659 3.1 94.0 0.0 2.9 1.6 47.3 0.0 1.5 50.3 5 9 9 2 25 8 9 8 5 30 4 11 4 6 25 5 16 6 3 30 22 45 27 16 110 60 84 54 22 220 27.3 38.2 24.5 10.0 1.1 1.6 1.0 0.4 4.2 I4 216 0 3 233 19 270 0 5 294 28 243 0 3 274 22 219 1 1 243 83 948 1 12 104.4 14I 193 2 19 2085 6.8 92.2 0.1 0.9 2.7 36.4 0.0 0.4 39.4 a z 0 tat 2 NW 341h Avenue Out In Total I 3031 6261 ht Thru Left North 12/12/2005 4:00:00 PM 12112/2005 5:45:00 PM All Vehicles 4-1 I4 Left Thru Right 1 801 841 761 I � 2201 Out In Total NW 34th Avenue I 1851 405j 4 r CO co rn m 0, m 0 Sw 639 717 700 671 2727 5287 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790nw33av@7PM Site Code : 57903076 Start Date : 12/13/2005 Page No : 2 NW 33rd Avenue Souhbound NW 7th Street Westbound NW 33rd Avenue Northbound NW 7th Street Eastbound Start Time Left I Thru I Right I Peds 1 TotApp'al Left [ Thru I Right 1 'Pods I App' Tote! Left Thru Right Peda App. Total Left Thru Right Reds App. T041 tnt. Total Peak Hour From I4:00 to 17:45 - Pak 1 of 1 Intersectio 16:45 n Volume 5 1 43 Percent 10.2 2.0 87.8 Volume 5 1 43 Volume 2 0 8 Peak Factor High lnt. 17:30 Volume 2 Peak Factor 0 49 0.0 0 49 0 10 13 0 16 0.766 25 133 31 0 1386 1,8 96.0 2.2 0.0 25 130 31 0 1386 3 331 10 0 344 17:30 15 335 11 0 361 0.960 14 7 26 29.8 14.9 55.3 14 7 26 6 1 6 0 47 0.0 0 47 0 13 17:30 3 4 11 0 18 0.653 22 103 6 2.0 96.3 22 103 6 18 1.7 18 8 28I 6 0 1076 0.0 0 1076 0 295 17:15 8 281 6 0 295 v nni 0 d-1^ 0 NW 33rd Avenue Out In Total ht Thru Left Peds North 12113/2005 4:45:00 PM 12/13/2005 5:30:00 PM NI Vehicles I 911 Out In Total NW 33rd Avenue a N 0 N N 0 0 a — z 0.912 2558 2558 662 0.966 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790nw33av(417PM Site Code : 57903076 Start Date : 12/1312005 Page No : 3 Counter: 3071 Counted By: DAB !Weather: Clear ther: N/S Stop Controlled TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed -All Vehicles File Name : 5790nw33av@7PM Site Code : 57903076 Start Date : 12/13/2005 Page No : 1 NW 33rd Avenue Southbound NW 7th Street Westbound NW 33rd Avenue Northbound NW 7th Street Eastbound Stan Time LeR Thru Right Peds P' Total Left Thru Right Peds APP' Total Left Thru Right Peds . APp' Total Left Thru Right Peds ApP. Total ant Total Factor 1.0 1.0 1.0 1.0 _ 1.0 1.0 1.0 1.0 1.0 1.0 3.0 1.0 1.0 1.0 1.0 1.0 16:00 0 0 9 0 9 11 303 7 0 321 1 3 7 0 11 5 242 5 0 252 593 16:15 0 1 11 0 12 10 272 6 0 288 8 0 5 0 13 6 246 6 0 258 571 16:30 0 1 6 0 7 8 305 9 0 322 3 0 3 0 6 12 266 2 0 280 615 16:45 0 0 10 0 10 6 329 6 0 341 4 0 6 0 10 6 266 4 0 276 637 Total 0 2 36 0 38 35 129 28 0 1272 16 3 21 0 40 29 102 17 0 1066 2416 17:00 1 17:15 2 17:30 2 17:45 0 Total 5 Grand Total Apprch % 6.0 3.6 90.4 0.0 Total % 0.1 0.1 1.5 0,0 0 12 0 13 0 8 0 10 1 13 0 16 0 6 0 6 1 39 0 45 5 3 75 0 83 1.7 1 3 15 6 25 335 331 335 348 134 9 255 8 2.2 95.5 2.2 0.0 1.2 51.6 1.2 0.0 60 4 10 11 7 32 0 0 0 0 340 344 36I 361 0 1406 60 0 2678 54.0 1 2 3 0 6 6 1 6 0 13 3 4 11 0 18 2 1 7 0 10 12 8 27 0 47 28 11 48 0 87 32,2 12.6 55.2 0.0 0.6 0.2 1.0 0.0 1.8 4 8 4 3 19 235 281 254 239 100 9 202 9 2.3 96.1 1.6 0.0 1.0 40.9 0.7 0.0 42.6 3 0 242 6 0 295 5 0 263 3 0 245 17 0 1045 48 34 0 2111 CO QI n t0 NW-33rd Avenue Out In Total 1191 North 1 202} 12/13/2005 4:00:00 PM 12/13/2005 5:45:00 PM All Vehicles Left Thru Right Peds 1 971 I 1841 Out In Total NW 33rd Avenue 4 7 O th D 0 601 662 658 622 2543 4959 Counter: 3076 :ounted By: DAB Weather: Clear 3ther: N/S Stop Controlled TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790NW33@11PM Site Code : 57903076 Start Date : 12/14/2005 Page No : 2 NW 33rd Avenue Soulhbound Left' Thru I Start Time Peak Hour From 16.00 to 17.45 -Peak 1 of I Intersection 16:45 Volume 3 1 11 Percent 20.0 6.7 73.3 Volume 3 1 11 Volume 1 0 2 Peak Factor High Int. 17:00 Volume 0 Peak Factor Right Peds App. Total 0 15 0.0 0 15 0 3 1 4 0 5 0.750 Left NW 11th Street Westbound Thru Right Peels App. Total 19 469 8 0 496 3.8 94.6 1.6 0.0 19 469 8 0 496 5 133 2 0 140 16:45 5 133 2 0 140 0.886 Left NW 33rd Avenue Northbound Thru Right Pella App. Total 26 5 24 0 55 47.3 9.1 43.6 0.0 26 5 24 0 55 5 1 4 0 10 17:30 13 2 4 0 19 0.724 Left NW tlth Street Eastbound Thru 8 348 2.2 93.5 8 348 1 83 17:30 1 98 Right 16 4.3 16 4 z E .c e NW 33rd Avenue Out In Total 36j a� Peds North 12114/2005 4:45:00 PM 12/14/2005 5:30:00 PM All Vehicles Left Thru Ri.ht Peds ©:�i1111111111 ® I 911 Out In Total NW 33rd Avenue I 361 m Pads App. Total 0 372 0.0 0 372 0 88 3 0 102 0.912 Int. Total 938 938 241 0.973 Counter: 3076 counted By: DAB Weather: Clear Jther: N/S Stop Controlled TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790NW33@ 11PM Site Code : 57903076 Start Date : 12/14/2005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear Other: N/S Stop Controlled TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles File Name : 5790NW33Q.11PM Site Code : 57903076 Start Date : 12/14/2005 Page No : 1 E NW 33rd Avenue Southbound NW Iith Street Westbound NW 33rd Avenue Northbound NW llth Street Eastbound Start Time Left Thru Right Peds Total Left Thru Right Peds App. Total Left Thru Right Peds APP- Total Left Thru Right Peds APP. Total ]( I Total factor 1.0 1.0_ 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.9 1.0 16:00 1 1 2 0 4 9 110 3 0 122 7 1 6 0 14 1 77 9 0 87 227 16:15 2 2 2 0 6 2 115 2 0 119 4 0 8 0 12 1 80 3 0 84 221 16:30 0 0 1 0 1 11 127 1 0 139 6 0 3 0 9 3 80 3 0 86 235 16:45 1 0 2 0 3 5 133 2 0 140 5 1 4 0 10 1 83 4 0 88 241 Total 4 3 7 0 14 27 485 8 - 0 520 22 2 21 0 45 6 320 19 0 345 924 17:00 0 1 4 0 5 17:15 1 0 2 0 3 17:30 1 0 3 0 4 17:45 4 0 0 0 4 Total 6 1 9 0 16 Grand Total 10 4 16 0 30 Apprch % 33.3 13.3 53.3 0.0 Total % 0.5 0.2 0.9 0.0 1.6 5 119 2 0 126 7 110 1 0 118 2 107 3 0 112 7 126 5 0 138 21 462 11 0 494 48 947 19 0 1014 4.7 93.4 1.9 0.0 2.6 50.9 1.0 0.0 54.5 1 1 7 0 9 7 1 9 0 17 13 2 4 0 19 5 0 4 0 9 26 4 24 0 54 48 6 45 0 99 48.5 6.1 45.5 0.0 2.6 0.3 2.4 0.0 5.3 2 81 4 0 87 4 86 5 0 95 1 98 3 0 102 3 83 2 0 88 10 348 14 0 372 16 668 33 0 717 2.2 93.2 4.6 0.0 0.9 35.9 1.8 0.0 38.5 0 NW 33rd Avenue Out In Total I North 12l14/2005 4:00:00 PM 12/14/2005 5:45:00 PM All Vehicles Left Tura Ri . ht Peds 1 1941 Out In Total NW 33rd Avenue 551 moo' a 0 m Na w 227 233 237 239 936 1860 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790nw32p11a39pm Site Code : 57903076 Start Date :12/08/2005 Page No : 2 NW 32nd Place Southbound SW 9th Street Westbound SW 32nd Place Northbound SW 9th Street Eastbound Start Time Left Thru Right Peds App. Total Peak Hour From 16:00to 17:45-Pak I ofI lntersectio 17:00 Volume 1 53 1 0 55 Percent 1.8 96.4 1.8 0.0 Volume 1 53 1 0 55 Volume 0 16 1 0 17 Peak Factor High Int. 17:45 Volume 0 16 I 0 17 Peak Factor 0,809 Left Thra Right Peds 7 0 7 0 50.0 0.0 50.0 0.0 7 0 7 0 2 0 5 0 App. Total Left 'Mt Right Peds App. Total 14 0 32 8 0 40 0.0 80.0 20.0 0.0 14 0 32 8 0 40 7 0 7 2 0 9 17:45 2 0 5 0 7 0 F 0 0.500 17:00 0 8 4 0 12 0.833 1VW 32nd Place Out In Total 39l North Left Thru Right Peds App. Total 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 3:45:00 PM 1 941 12/8/2005 5:00:00 PM 12/812005 5A5:00 PM All VeI>ides 41 Left Thru Rieht Peds MEIMEMMLUME I sot I tool Out In Total $W 32nd Place to l✓ Int. Total 109 109 33 0.826 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790nw32p1 a 9pm Site Code : 57903076 Start Date :12/08/2005 Page No : 3 Counter: 3076 Counted By: DAB 7-"-'Weather: Clear ther:E/W Stop Cntrl West Leg No Outlet TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- Alt Vehicles File Name : 5790nw32p1©9pm Site Code : 57903076 Start Date : 12/08/2005 Page No : 1 NW 32nd Piece Southbound SW 9th Street Westbound SW 32nd Place Northbound SW 9th Street Eastbound Start Time Left Thru Right Pedv A 1:i Total Left Thru Right Peds APR 7otel Leh Thru Right Pella APR Total Left Thru Right Pella APP• Total Int. Tatal Factor 1.0 1.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.9 1.0 1.0 1.0 1,0 1.0 1.0 16:00 1 16:15 0 16:30 1 16:45 0 4 4 3 6 1 0 0 0 0 0 0 0 6 4 4 6 0 0 0 1 0 0 0 0 1 1 0 0 0 0 0 0 1 1 0 1 0 1 0 0 7 8 3 8 0 3 4 0 0 0 0 0 7 12 7 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 17 11 15 Total 2 17 1 0 20 1 0 2 0 3 1 26 7 0 34 0 0 0 0 0 57 17:00 0 16 0 0 16 17:15 0 10 0 0 10 17:30 1 11 0 0 12 17:45 0 16 1 0 17 Total 1 53 1 0 55 Grand Total Apprch % 4.0 93.3 2.7 0.0 Total % 1,8 42.2 1.2 0.0 3 70 2 0 75 45.2 1 0 1 0 2 3 0 1 0 4 1 0 0 0 1 2 0 5 0 7 7 0 7 0 14 8 0 9 0 17 47.1 0.0 52.9 0.0 4.8 0.0 5.4 0.0 10.2 0 8 4 0 12 0 8 2 0 10 0 9 0 0 9 0 7 2 0 9 0 32 8 0 40 1 58 15 0 74 1.4 78.4 20.3 0.0 0.6 34.9 9.0 0.0 44.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 M er 0 0 0 0 NW 32nd Place Out in Total I 671 T North 1 1421 121812005 4:00:00 PM 12/8/2005 5:45:00 PM Ali Vehicles 4-ir� Left Thru Right Peds 11 581 151 01 741 Out In Total SW 32nd Place 781 1 1521 m 30 24 22 33 109 166 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790nw32p1@7PM Site Code : 57903077 Start Date : 12/13/2005 Page No : 2 NW 32nd Place Southbound NW 7th Street Westbound NW 32nd Place Northbound NW 7th Street Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peels App. Total Left Thru Right Peds App. Total 1nt. Total Peak Hour From 16:00 to 17:45 -Peak 1 of 1 Intersectio n Volume Percent Volume Volume Peak Factor High Int. Volume Peak Factor 17:00 12 24.0 12 1 1 2.0 1 0 37 74.0 37 15 0 0.0 0 0 50 50 16 17:15 5 0 12 0 17 0.735 56 132 28 3.8 94.3 1.9 56 139 28 19 373 11 0 1476 0.0 0 1476 0 403 17:30 19 373 11 0 403 0.916 16 18.4 16 2 3 68 3.4 78.2 3 68 2 18 0 87 0.0 0 87 0 22 17:15 5 0 20 0 25 0.870 28 8 102 2.6 94.4 28 102 8 33 3.0 33 6 254 8 0 0.0 0 0 1089 2702 1089 2702 268 709 0.953 17:15 9 278 12 0 299 W NW 7th Street F NW 32nd Place Out In Total tl®=Bil®111111113 Right Thru Left Peds t North 12/13/2005 5:00:00 PM 12/13/2005 5:45:00 PM All Vehicles I 001 Out In Total NW 32nd Place t .34 7 a 03 0 00 m [NM A 0 z 7 3" 0.911 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5790nw32p1@7PM Site Code : 57903077 Start Date : 12/13/2005 Page No : 3 Counter: 3077 Counted By: PCC 'Weather: Clear ther: N/S Stop Controlled TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles File Name : 5790nw32p1 a 7PM Site Code : 57903077 Start Date :12/13/2005 Page No : 1 NW 32nd Place Southbound NW 7th Street Westbound NW 32nd Place Northbound NW 7th Street Eastbound Start Tame Left Thru Right Peds TuPtal Left Thru Right Peda Tote) Left Thru Right Peds Total Left Thru Right Peds Toptal Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 _ _ 16:00 0 0 8 0 8 10 338 6 0 354 5 2 8 0 15 4 241 3 0 248 625 16:15 1 0 2 0 3 7 329 9 0 345 0 1 11 0 12 9 230 6 0 245 605 16:30 1 0 3 0 4 14 307 10 0 331 3 1 18 0 22 8 216 9 0 233 590 16:45 2 0 6 0 8 9 328 9 0 346 2 1 8 0 11 4 238 8 0 250 615 Total 4 0 19 0 23 40 130 34 0 1376 10 5 45 0 60 25 925 26 0 976 2435 17:00 4 17:15 5 17:30 1 17:45 2 1 0 0 0 Total 12 1 4 12 15 6 0 0 0 0 9 17 16 8 37 0 50 Grand 16 1 56 0 Total Apprch % 21.9 1.4 76.7 0.0 Total % 0.3 0.0 1.1 0.0 73 1.4 5 15 19 17 56 339 325 373 355 139 2 269 4 3.4 94.5 2.2 0.0 1.9 52.4 1.2 0.0 96 7 4 11 6 28 0 0 0 0 351 344 403 378 0 1476 62 0 2852 55.5 6 5 2 3 0 2 0 16 3 I1 0 20 0 18 0 19 0 18 25 22 22 68 0 87 26 8 113 0 147 17.7 5.4 76.9 0.0 0.5 0.2 2.2 0.0 2.9 5 256 4 0 265 9 278 12 0 299 6 254 8 0 268 8 240 9 0 257 28 148 33 0 1089 53 193 59 0 2065 2.6 94.6 2.9 0.0 1.0 38.0 1.1 0.0 40.2 NW 32nd Place Out In Total .1231 North 1961 12/13/2005 4:00:00 PM 12/13/2005 5:45:00 PM All Vehides 4, T r* Left Thru Right Pads 261 81 1131 01 1 1 1 L 1471 Out In Total NW 32nd Place 1 1561 1 303i N A r- a N 643 685 709 665 2702 5137 12/15/05 16:40:00 ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5790-E&W Info 1 : NW 7th Street W/O Info 2 : NW 32nd Avenue Page: 5 ************** Start Date : Dec 13, 2005 Tue End Date : Dec 15, 2005 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 59 35 39 30 163 37 35 19 23 114 277 1 25 26 18 15 83 16 16 11 8 50 133 2 11 14 10 12 47 11 10 14 6 40 87 3 15 6 13 22 55 7 12 14 15 47 102 4 16 13 21 24 73 8 15 16 19 57 130 5 25 45 55 82 207 32 29 50 53 163 370 6 108 144 181 225 657 63 93 109 136 400 1057 7 237 237 278 244 995 124 160 163 198 644 1639 8 264 226 241 224 954 174 199 225 205 803 1757 9 238 223 237 248 945 208 197 195 201 800 1745 10 221 217 244 226 907 232 223 203 228 885 1792 7-11 234 231 238 230 932 236 240 231 245 952 1884 PM 12 244 237 222 234 936 249 239 245 267 1000 1936 1 255 240 239 247 980 269 243 225 243 980 1960 2 238 236 252 248 973 274 272 270 242 1057 2030 3 228 235 247 255 964 272 303 315 334 1223 Air , 2187 4 253 249 269 268 1039 326 351 339 349 1363 C5_402 5 245 294 274 249 1062 342 348 373 376 1438 Z/151 2500 6 265 259 259 238 1019 339 354 332 274 1298 2317 7 231 231 211 197 869 235 223 215 202 874 1743 8 198 190 168 161 716 168 159 142 134 603 1319 9 165 157 165 145 632 111 123 117 123 474 1106 10 146 124 119 102 490 107 96 77 63 342 832 11 90 78 82 60 310 54 47 55 37 192 502 TOTALS 50% 16002 50% 15792 31794 AVERAGE 83.3 period 333.4 82.3 period 329.0 662.4 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 933 Lane 2 : 952 Combined: 1885 Directional Split : 49% 51% Peak Hour Factor 0.980 0.971 0.992 Peak / Day Total 0.058 0.060 0.059 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 1082 Lane 2 : 1436 Combined: 2517 �`'3irectional Split : 43% 57% Peak Hour Factor 0.920 0.955 0.973 Peak / Day Total 0.068 0.091 0.079 12/15/05 16:40:00 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5790-E&W Info 1 : NW 7th Street W/O Info 2 : NW 32nd Avenue Page: 1 Date : Dec 13, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 / 11 2M 12 241 225 213 248 927 247 250 240 263 1000 1927 1 251 244 252 247 994 271 250 213 245 979 1973 2 241 253 271 256 1021 268 250 248 219 985 2006 3 232 217 232 235 916 274 312 302 349 1237 2153 4 247 252 249 275 1023 334 344 347 351 1376 2399 5 248 297 266 259 1070 341 345 383 361 1430 2500 6 262 255 284 250 1051 327 348 330 287 1292 2343 7 246 233 205 188 872 223 217 214 196 850 1722 8 195 184 174 154 707 166 149 131 142 588 1295 9 158 157 156 152 623 116 126 93 131 466 1089 10 135 129 124 86 474 112 100 81 64 357 831 11 79 77 77 57 290 48 43 45 25 161 451 TOTALS 48% 9968 52% 10721 20689 AVERAGE 207.7 period 830.7 223.4 period 893.4 1724.1 Peak PM Hour is *** 4:45pm to 5:45pm *** Volume Lane 1 : 1086 Lane 2 : 1420 Combined: 2506 Directional Split : 43% 57% Peak Hour Factor 0.914 0.927 0.965 Peak / Day Total 0.109 0.132 0.121. 12/15/05 16:40:00 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5790-E&W Info 1 : NW 7th Street W/O Info 2 : NW 32nd Avenue Page: 2 Date : Deo 14, 2005 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 56 31 33 25 145 37 39 21 19 116 261 1 22 25 17 11 75 14 10 8 9 41 116 2 9 15 10 13 47 7 6 9 8 30 77 3 11 6 11 17 45 8 9 10 14 41 86 4 15 13 19 22 69 7 14 15 15 51 120 5 25 42 54 79 200 35 28 46 47 156 356 6 98 146 176 236 656 57 96 100 131 384 1040 7 235 231 279 251 996 127 138 182 187 634 1630 8 258 231 249 230 968 167 205 225 202 799 1767 9 229 218 231 259 937 233 210 196 183 822 1759 10 230 240 243 220 933 218 216 206 231 871 1804 �11 229 241 240 237 947 225 261 239 256 981 1928 'M 12 246 249 230 220 945 251 228 249 271 999 1944 1 258 235 226 247 966 267 235 237 241 980 1946 2 234 219 232 239 924 280 293 291 264 1128 2052 3 224 253 261 274 1012 269 294 328 318 1209 2221 4 259 246 289 261 1055 317 357 330 346 1350 2405 5 242 291 281 239 1053 342 350 363 390 1445 2498 6 267 262 233 225 987 350 360 333 260 1303 2290 7 216 228 216 205 865 247 228 215 208 898 1763 8 200 196 161 167 724 170 169 153 126 618 1342 9 172 157 174 138 641 106 120 141 115 482 1123 10 156 118 114 117 505 102 91 72 61 326 831 11 100 79 87 63 329 59 50 65 49 223 552 TOTALS 50% 16024 50% 15887 31911 AVERAGE 166.9 period 667.7 165.5 period 662.0 1329.6 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 947 Lane 2 : 981 Combined: 1928 Directional Split : 49% 51% Peak Hour Factor 0.982 0.940 0.960 Peak / Day Total 0.059 0.062 0.060 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 1078 Lane 2 : 1453 Combined: 2531 hirectional Split : 43% 57% teak Hour Factor 0.926 0.931 0.983 Peak / Day Total 0.067 0.091 0.079 12/15/05 16:40:00 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5790-E&W Info 1 : NW 7th Street W/O Info 2 : NW 32nd Avenue Page: 3 Date : Dec 15, 2005 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 62 38 45 35 180 37 31 17 26 111 291 1 28 26 19 18 91 17 21 13 7 58 149 2 13 12 10 11 46 14 14 18 4 50 96 3 19 6 14 26 65 6 15 17 15 53 118 4 16 13 23 25 77 9 16 16 22 63 140 5 25 48 56 85 214 29 30 53 58 170 384 6 117 142 185 213 657 69 89 117 141 416 1073 7 239 242 276 236 993 121 181 143 208 653 1646 8 270 221 232 217 940 181 193 225 207 806 1746 9 246 227 242 237 952 182 183 194 218 777 1729 10 211 194 245 231 881 245 229 199 225 898 1779 ---.11 239 221 235 222 917 247 218 223 234 922 1839 PM 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 55% 6013 45% 4977 10990 AVERAGE 125.3 period 501.1 103.7 period 414.8 915.8 Peak AM Hour is *** 10:45am to 11:45am *** Volume Lane 1 : 926 Lane 2 : 913 Combined: 1839 Directional Split : 50% 50% Peak Hour Factor 0.969 0.924 0.946 Peak / Day Total 0.154 0.183 0.167 12/15/05 16:40:00 ************ Dual TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Channel 15 Minute Final Report (page 1 of 2) Site ID : 5790-E&W Info 1 : NW 7th Street W/O Info 2 : NW 32nd Avenue Page: 4 ************** Start Date : Dec 13, 2005 Tue End Date : Dec 15, 2005 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 118 69 78 60 325 74 70 38 45 227 552 1 50 51 36 29 166 31 31 21 16 99 265 2 22 27 20 24 93 21 20 27 12 80 173 3 30 12 25 43 110 14 24 27 29 94 204 4 31 26 42 47 146 16 30 31 37 114 260 5 50 90 110 164 414 64 58 99 105 326 740 6 215 288 361 449 1313 126 185 217 272 800 2113 7 474 473 555 487 1989 248 319 325 395 1287 3276 8 528 452 481 447 1908 348 398 450 409 1605 3513 9 475 445 473 496 1889 415 393 390 401 1599 3488 10 441 434 488 451 1814 463 445 405 456 1769 3583 r-11 468 462 475 459 1864 472 479 462 490 1903 3767 'M 12 487 474 443 468 1872 498 478 489 534 1999 3871 1 509 479 478 494 1960 538 485 450 486 1959 3919 2 475 472 503 495 1945 548 543 539 483 2113 4058 3 456 470 493 509 1928 543 606 630 667 2446 4374 4 506 498 538 536 2078 651 701 677 697 2726 4804 5 490 588 547 498 2123 683 695 746 751 2875 4998 6 529 517 517 475 2038 677 708 663 547 2595 4633 7 462 461 421 393 1737 470 445 429 404 1748 3485 8 395 380 335 321 1431 336 318 284 268 1206 2637 9 330 314 330 290 1264 222 246 234 246 948 2212 10 291 247 238 203 979 214 191 153 125 683 1662 11 179 156 164 120 619 107 93 110 74 384 1003 TOTALS 50% 32005 AVERAGE 333.4 period 1333.5 50% 329.0 period 31585 63590 1316.0 2649.6 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 1864 Lane 2 : 1903 Combined: 3767 Directional Split : 49% 51% Peak Hour Factor 0.981 0.971 0.992 Peak / Day Total 0.058 0.060 0.059 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 2162 Lane 2 : 2869 Combined: 5031 ---)irectional Split : 43% 57% 2eak Hour Factor 0.919 0.955 0.973 Peak / Day Total 0.068 0.091 0.079 12/15/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 16:28:17 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 k************ Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5790-N&S Info 1 : NW 32nd Avenue N/O Info 2 : NW 7th Street Page: 5 ****.********** Start Date : Dec 13, 2005 Tue End Date : Dec 15, 2005 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-NB Hour 2-SH Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 1 1 2 5 1 0 2 2 4 9. 1 2 1 1 1 4 0 0 1 0 1 5 2 0 1 0 0 1 0 0 0 0 0 1 3 0 0 1 0 1 0 0 0 1 1 2 4 5 0 0 1 6 2 0 0 0 2 8 5 0 0 1 1 2 0 0 2 2 3 5 6 1 1 3 2 7 1 2 5 7 14 21 7 4 9 5 8 25 11 9 11 11 41 66 8 7 7 7 11 31 9 12 6 16 42 73 9 6 9 4 4 22 5 7 4 5 20 42 10 6 5 6 4 19 3 6 4 4 17 36 „11 6 4 6 10 24 4 4 6 3 16 40 ?M 12 8 5 7 7 27 4 7 5 7 23 50 1 8 5 7 5 25 5 5 7 8 24 49 2 8 5 6 11 30 8 3 4 5 19 49 3 11 6 10 5 31 7 4 10 7 28 59 4 11 12 12 10 44 9 9 13 7 37 AT 8 5 18 15 13 14 58 10 8 12 9 38 5-1 96 6 15 6 7 5 33 10 5 3 8 25 58 7 5 6 8 7 25 8 4 5 4 20 45 8 5 6 9 4 23 4 3 2 2 10 33 9 5 3 2 6 16 3 4 2 4 12 28 10 5 4 5 1 14 4 3 1 2 9 23 11 2 2 1 1 5 0 3 2 1 6 11 TOTALS 54% 472 46% 408 880 AVERAGE 2.5 period 9.8 2.1 period 8.5 18.3 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 32 Lane 2 : 43 Combined: 74 Directional Split : 43% 58% Peak Hour Factor 0.727 0.672 0.685 Peak / Day Total 0.068 0.105 0.084 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 60 Lane 2 : 39 Combined: 97 'Directional Split : 62% 40% Peak Hour Factor 0.833 0.812 0.866 Peak / Day Total 0.127 0.096 0.110 12/15/05 16:28:17 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5790-N&S Info 1 : NW 32nd Avenue N/0 Info 2 : NW 7th Street Page: 1 Date : Dec 13, 2005'Tue Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 ,--11 ?M 12 5 2 8 6 21 3 3 7 9 22 43 1 10 3 4 7 24 6 1 8 10 25 49 2 9 4 6 14 33 8 2 4 6 20 53 3 14 5 9 7 35 7 6 8 7 28 63 4 10 9 15 14 48 12 11 18 7 48 96 5 16 14 12 14 56 8 4 13 7 32 88 6 11 9 6 8 34 11 5 3 6 25 59 7 6 9 4 6 25 8 5 3 2 18 43 8 6 8 7 5 26 2 4 1 2 9 35 9 3 5 2 1 11 1 4 1 6 12 23 10 3 4 8 1 16 5 4 2 2 13 29 11 2 1 0 1 4 0 2 0 1 3 7 TOTALS 57% 333 43% 255 588 AVERAGE 6.9 period 27.8 5.3 period 21.3 49,0 Peak PM Hour is *** 4:15pm to 5:15pm *** Volume Lane 1 : 54 Lane 2 : 44 Combined: 98 Directional Split : 5596 45% Peak Hour Factor 0.844 0.611 0.742 0167 Peak / Day Total 0.162 0.173 12/15/05 16:28:17 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5790-N&S Info 1 : NW 32nd Avenue N/0 Info 2 : NW 7th Street Page: 2 Date : Dec 14, 2005 Wed Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 0 0 1 1 2 1 0 2 1 4 6 1 1 1 1 0 3 0 0 1 0 1 4 2 0 0 0 0 0 0 0 0 0 0 0 3 0 0 2 0 2 0 0 0 1 1 3 4 10 0 0 0 10 4 0 0 0 4 14 5 0 0 1 0 1 0 0 2 1 3 4 6 0 2 3 1 6 0 1 4 4 9 15 7 3 9 4 10 26 10 10 13 10 43 69 8 6 4 7 10 27 8 15 6 14 43 70 9 6 7 4 5 22 5 7 4 6 22 44 10 6 5 6 5 22 5 6 3 4 18 40 �11 6 5 6 7 24 4 7 8 1 20 44 ?M 12 11 7 6 8 32 5 10 3 5 23 55 1 6 7 9 3 25 4 9 5 5 23 48 2 7 6 6 8 27 8 4 3 3 18 45 3 8 7 10 2 27 7 2 12 7 28 55 4 12 14 8 5 39 6 6 7 7 26 65 5 19 15 13 13 60 12 12 10 10 44 104 6 18 3 8 2 31 8 5 2 10 25 56 7 3 2 11 8 24 7 3 6 5 21 45 8 3 4 10 3 20 5 2 2 2 11 31 9 7 1 2 10 20 4 4 2 1 11 31 10 6 4 2 0 12 2 1 0 1 4 16 11 1 3 1 1 6 0 4 3 1 8 14 TOTALS 53% 468 AVERAGE 4.9 period 19.5 47% 4.3 period 410 878 17.1 36.6 Peak AM Hour is *** 7:15am to 8:15am *** Volume Lane 1 : 29 Lane 2 : 41 Combined: 70 Directional Split : 41% 59% Peak Hour Factor 0.725 0.788 0.875 Peak / Day Total 0.062 0.100 0.080 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 60 Lane 2 : 44 Combined: 104 "Thirectional Split : 58% 42% leak Hour Factor 0.789 0.917 0.839 Peak / Day Total 0.128 0.107 0.118 12/15/05 16:28:17 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID : 5790-N&S Info 1 : NW 32nd Avenue N/0 Info 2 : NW 7th Street Page: 3 Date : Dec 15, 2005 Thu Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 2 2 1 2 7 0 0 1 3 4 11 1 3 1 0 1 5 0 0 0 0 0 5 2 0 1 0 0 1 0 0 0 0 0 1 3 0 0 0 0 0 0 0 0 1 1 1 4 0 0 0 1 1 0 0 0 0 0 1 5 0 0 1 1 2 0 0 1 2 3 5 6 1 0 3 3 7 1 2 6 10 19 26 7 4 8 6 5 23 11 8 8 12 39 62 8 8 9 7 11 35 9 8 6 18 41 76 9 6 10 3 3 22 4 7 4 3 18 40 10 5 4 5 2 16 1 5 5 4 15 31 11 5 2 5 12 24 3 1 3 4 11 35 ?M 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 49% 143 AVERAGE 3.0 period 11.9 51% 3.1 period 151 294 12.6 24.5 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 35 Lane 2 : 41 Combined: 76 Directional Split : 46% 54% Peak Hour Factor 0.795 0.569 0.655 Peak / Day Total 0.245 0.272 0.259 12/15/05 16:28:17 x************ Dual TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Channel 15 Minute Final Report (page 1 of 2) Site ID : 5790-N&S Info 1 : NW 32nd Avenue N/0 Info 2 : NW 7th Street Page: 4 ************** Start Date : Dec 13, 2005 Tue End Date : Dec 15, 2005 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 2 2 2 3 9 1 0 3 4 8 17 1 4 2 1 1 8 0 0 1 0 1 9 2 0 1 0 0 1 0 0 0 0 0 1 3 0 0 2 0 2 0 0 0 2 2 4 4 10 0 0 1 11 4 0 0 0 4 15 5 0 0 2 1 3 0 0 3 3 6 9 6 1 2 6 4 13 1 3 10 14 28 41 7 7 17 10 15 49 21 18 21 22 82 131 8 14 13 14 21 62 17 23 12 32 84 146 9 12 17 7 8 44 9 14 8 9 40 84 10 11 9 11 7 38 6 11 8 8 33 71 ,--11 11 7 11 19 48 7 8 11 5 31 79 ?M 12 16 9 14 14 53 8 13 10 14 45 98 1 16 10 13 10 49 10 10 13 15 48 97 2 16 10 12 22 60 16 6 7 9 38 98 3 22 12 19 9 62 14 8 20 14 56 118 4 22 23 23 19 87 18 17 25 14 74 161 5 35 29 25 27 116 20 16 23 17 76 192 6 29 12 14 10 65 19 10 5 16 50 115 7 9 11 15 14 49 15 8 9 7 39 88 8 9 12 17 8 46 7 6 3 4 20 66 9 10 6 4 11 31 5 8 3 7 23 54 10 9 8 10 1 28 7 5 2 3 17 45 11 3 4 1 2 10 0 6 3 2 11 21 TOTALS 54% 944 AVERAGE 9.8 period 39.3 46% 8.5 period 816 1760 34.0 73.3 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 62 Lane 2 : 84 Combined: 146 Directional Split : 42% 58% Peak Hour Factor 0.738 0.656 0.689 Peak / Day Total 0.066 0.103 0.083 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 116 Lane 2 : 76 Combined: 192 '---)irection.al Split : 60% 40% teak Hour Factor 0.829 0.826 0.873 Peak / Day Total 0.123 0.093 0.109 87-0094 W Flagler Street West of NW/SW LeJeune Road AADT Yearly Growth 2004 42000 3.70% 2003 40500 -1.22% 2002 41000 2.50% 2001 40000 -6.98% 2000 43000 4 Year Average Annual Growth -0.50% 4 Year Growth -2.33% 87-0027 NW LeJeune Road North of W Flagler Street AADT 2004 57300 2003 53500 2002 57000 2001 55000 2000 55000 Yearly Growth 7.10% -6.14% 3.64% 0.00% 4 Year Average Annual Growth 1.15% 4 Year Growth 4.18% APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA SHORT REPORT General Information Site Information Analyst RPEITAP Agency or Co. Date Performed 1/17/2006 Time Period PM Peak Intersection NW 34th Avenue & NW 7th Street Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane Group L TR L TR LTR LTR Volume (vph) v 81 1020 13 44 1360 39 25 36 47 59 42 76 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.91 0.91 0.91 0.99 0.99 0.87 0.87 0.87 0.83 0.83 0.83 Actuated (PIA) A PP AP _0.99 PA A A A A P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 _ 3.0 PedlBike/RTOR Volume 0 0 0 0 0 0 0 0 30 0 0 r 18 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr n Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 Timing -G= 8.0 G= 79.0 G= G= G= 27.0 G= G= G= Y= 3 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 129.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB _ NB SB Adj. flow rate 89 1135 44 1413 _ 90 192 Lane group cap. 244 2519 284 2206 322 316 v/c ratio 0.36 0.45 0.15 0.64 0.28 0.61 Green ratio 0.70 0.70 0.61 0.61 0.21 0.21 Unif. delay d1 12.5 8.6 10.7 15.9 42.8 46.2 Delay factor k 0.11 0.50 0.11 0.50 0.11 0.19 lncrem. delay d2 0.9 0.6 0.3 1.4 0.5 3.4 PF factor 1.000 1,000 1.000 1.000 1.000 1.000 Control delay 13.5 9.2 11.0 17.4 43.3 49.6 Lane group LOS B A B B D D Apprch. delay 9.5 17.2 43.3 49.6 Approach LOS A 8 D D Intersec. delay 16.9 Intersection LOS B Copyright ® 2005 University of Florida, All Rights Reserved HC5*7M Version 5.1 Generated: 1/17/2006 3:37 PM SHORT REPORT General Information Site Information Analyst RPEITAP Agency or Co. Date Performed 1/17/2006 Time Period PM Peak intersection NW 34th Avenue & NW 7th Street Area Type All other areas Jurisdiction Analysis Year 2009 Wftihout Site Volume and Timing Input ' EB WB NB SB LT TH RT , LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane Group _ _.. L TR L 7R LTR LTR Volume (vph) 84 1061 14 46 1415 41 26 37 49 61 44 79 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.91 0.91 0.91 0.99 0.99 0.99 0.87 0.87 0.87 0.83 0.83 0.83 Actuated (P/A) A PP AP P A A A A A P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 30 0 0 18 Lane Width 12,0 12.0 12.0 12.0 12.0 12.0 •Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parkinglhr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only EW Perm 03 04 ' NS Perm 06 07 08 Timing G= 8.0 G= 79.0 G= G= G= 27.0 G= G= G= Y= 3 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis (hrs) = 0,25 Cycle Length C = 129.0 ,Lane Group Capacity, Control Delay, and LOS Determination EB , WB NB SB Adj. flow rate 92 1981 46 1470 0 199 Lane group cap. 230 2519 266 2206 319 314 vlc ratio 0.40 0.47 0.17 0.67 0,30 0.63 Green ratio 0.70 0.70 0.61 0.61 0.21 y 0.21 Unif. delay d1 13.7 8.8 10.8 16.4 43.0 46.5 Delay factor k 0.11 0.50 0.11 0.50 0,11 0.21 Increm. delay d2 1.1 0.6 0.3 1.6 0.5 4.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.8 9.4 11.1 18.0 43,5 50.6 Lane group LOS B A 8 B D D v Apprch. delay 9.8 17.8 43.5 50.6 Approach LOS A B D D I Intersec. delay 17.4 Intersection LOS B opyright Ot 2005 University of Florida; All Rights Reserved HCS+TM Version 5.1 Generated: 1/17/2006 3:43 PM SHORT REPORT General information Site Information Analyst RPE/TAP Agency or Co. , Date Performed 1/17/2006 Time Period PM Peak Intersection NW 34th Avenue & NW 7fh Street Area Type All other areas Jurisdiction Analysis Year 2009 Wttih Site Volume and Timing Input ES WB NB SB LT TH RT v LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane Group L r TR L TR LTR Volume (vph) 84 1070 14 46 1424 41 26 37 49 61 ,LTR 44 79 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (PfA) A PP AP PA A A A A P_ Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 30 0 0 18 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNON Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only EW Perm 03 04 .,.NS Perm 06 07 08 Timing G= 8.0 G= 79.0 G= G= -G= 27.0 G= G= G= Y= 3 Y= 6 Y= Y= Y= 6 Y= Y= Y= 'Duration of Analysis (hrs) = 0.25 .Cycle Length C = 129.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 93 1205 51 1628 91 185 Lane group cap. 195 2519 258 2206 324 316 v/c ratio 0.48 0.48 0.20 0.74 0.28 0.59 Green ratio 0.70 0.70 0.61 0.61 0.21 r 0.21 Unif. delay d1 17.9 8.8 11.0 17.7 42.8 - 46.0 Delay factor k 0.11 0.50 0.11 0.50 w 0.11 0.18 incrern. delay d2 1.8 0.7 0.4 2.3 0.5 2.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 19.7 9.5 11.4 19.9 43.3 46.8 Lane group LOS B A B 8 D D Apprch. delay 10.2 19.7 43.3 48.8 Approach LOS B B D D l Intersec. delay 18.2 Intersection LOS B Copyright m 2005 University of Florida, AllRights Reserved NCS+TM Version 5.1 Generated, 1/17/2006 3:44 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information naiyst 1RPEITAP gency/Co. Date Performed 1/18/2006 nalysis Time Period PM Peak Intersection Jurisdiction NW 33 Avenue & NW 11 Street Analysis Year 2009 With Site Project Description Loftika EastNVest Street: NW 11th Street Intersection Orientation: East-West North/South Street: NW 33rd Avenue Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L T L T Blume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 8 0.91 8 0 0 LTR 7 348 0.91 382 • 1 0 Northbound 8 18 0.91 19 0 0 9 Undivided 21 0.89 23 0 0 LTR 10 509 0.89 571 1 0 Southbound 11 8 0.89 8 0 0 12 L L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 28 0.72 38 0 22 0.72 30 1 26 0.72 36 0 3 0.75 4 0 17 0.75 22 1 11 0.75 14 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 0 0 1 LTR 0 0 0 0 0 1 LTR 0 0 Delay, Queue Length, and Level of Service • pproach Movement Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Eastbound 1 LTR 8 1005 0.01 0.02 8,6 A Westbound 4 LTR 23 1169 0.02 0.06 8.1 A 7 Northbound 8 LTR 104 480 0.22 0.82 14.6 B 9 10 Southbound 11 LTR 40 507 0.08 0.26 12.7 B 12 pproach Delay pproach LOS 14.6 B 12.7 B ,opyright ©2005 University of Florida, Alf Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10:15 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection NW 33 Avenue & NW 11 Street Analyst RPE/TAP , Agency/Co. Jurisdiction Date Performed 1/18/2006 Analysis Year 2009 without Site Analysis Time Period PM Peak Project Description Loftika East/West Street: NW 11 th Street North/South Street: NW 33rd Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 _ L T R L T R olume 8 378 18 21 509 8 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.89 0.89 0.89 Hourly Flow Rate, HFR 8 415 19 23 571 8 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal - 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 28 5 26 3 1 11 Peak -Hour Factor, PHF 0.72 0.72 0.72 0.75 0.75 0.75 Hourly Flow Rate, HFR 38 6 v 36 4 1 14 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR _ LTR _ Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1. 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(vph) 8 23 80 19 C(m)(vph) 1005 1136 488 577 vlc 0.01 0.02 0.16 0.03 95% queue length 0.02 0.06 0.58 0.10 Control Delay 8.6 8.2 13.8 11.5 LOS A A B B pproach Delay — — 13.8 11.5 pproach LOS — — B B Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2405 10:09 AM TWO-WAY STOP CONTROL SUMMARY General Information Analyst RPE/TAP - Agency/Co. Date Performed 1/18/2006 Analysis Time Period PM Peak Site Information Intersection NW 33 Avenue & NW 11 Street Jurisdiction Analysis Year 2005 Peak Season Project Description Loftika East/West Street: NW 11th Street Intersection Orientation: East-West North/South Street: NW 33rd Avenue Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L T L T olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 8 0.91 8 0 363 0.91 398 17 0.91 18 Undivided 20 0.89 22 0 489 0.89 551 8 0.89 9 0 LTR 1 0 0 E 0 LTR 1 0 0 7 0 Northbound 8 9 10 0 Southbound 11 12 L L T R olume Deak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 27 0.72 37 0 0 5 0.72 6 1 0 0 1 LTR 25 0.72 34 0 0 0 3 0.75 4 0 0 1 0.75 1 1 0 0 1 LTR 11 0.75 14 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration Eastbound 1 LTR Westbound 4 LTR 7 Northbound 8 LTR 9 10 Southbound 11 LTR 12 v (vph) C (m) (vph) v/c 8 1021 0.01 22 1154 0.02 77 500 0.15 19 592 0.03 95% queue length Control Delay LOS pproach Delay pproach LOS 0.02 8.6 A 0.06 8.2 A 0.54 13.5 B 13.5 B 0.10 11.3 s 11.3 B ,opyright © 2005 University of Florida, All Rights Reserved NCS+TM Version 5.1 Generated: 1/18/2005 9:58 AM TWO-WAY STOP CONTROL SUMMARY General Information ,Site Information Intersection NW 33rd Avenue & NW 7th Street Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 1/17/2006 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Loftika East/West Street: NW 7th Street North/South Street: NW 33rd Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 23 1080 19 26 1386 32 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 Hourly Flow Rate, HFR 25 1186 W 20 27 1443 33 Percent Heavy Vehicles 0 — — _ 0 — — Median Type Undivided RT Channelized 0 0 - Lanes 0 2 0 0 2 0 Configuration LT TR LT _ TR Upstream Signal — 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R r L T R olume 15 7 27 5 1 45 Peak -Hour Factor, PHF 0,65 0.65 0.65 0.77 0.77 0.77 Hourly Flow Rate, HFR 23 10 41 6 1 56 Percent Heavy Vehicles 0 0 0 0 _ 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _� LTR LTR Delay, Queue Length, and Level of Service pproach Eastbound ' Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR LTR v (vph) 25 27 74 65 C (m) (vph) 462 586 222 _ 417 v/c 0.05 0.05 0.33 0.16 •5% queue length 0.17 0.14 1.39 0.55 Control Delay 13.2 11.4 29.1 W 15.2 LOS 8 B D C • pproach Delay — — 29.1 15.2 • pproach LOS — — D C . opyright©2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/17/2006 3:45 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection NW 33rd Avenue & NW 7th Street Analyst APE/TAP Agency/Co. Jurisdiction Date Performed 1/17/2006 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description Loftika East/West Street: NW 7th Street North/South Street: NW 33rd Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 24 1124 20 27 1442 33 Peak -Hour Factor, PHF 0.91 0.91 _ 0.91 0.96 0.96 0.96 Hourly Flow Rate, HFR 26 1235 21 28 1502 34 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration _ LT TR LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L r- T R olume 16 7 28 5 1 47 Peak -Hour Factor, PHF 0.65 0.65 0.65 0.77 0.77 0.77 Hourly Flow Rate, HFR W 24 10 43 6 1 61 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR LTR v (vph) 26 28 77 68 C (m) (vph) 439 561 204 398 vlc 0.06 0.05 0.38 _ 0.17 95% queue length 0.19 0.16 1.65 0.61 Control Delay 13.7 11.8 33.0 15.9 LOS B B D C A pproach Delay — — 33.0 15.9 • pproach LOS — — D C . opyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5,1 Generated: 1/17/2006 3:46 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection NW 33rd Avenue & NW 7th Street Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 1/17/2006 AnalysistYear 2009 MTh Site Analysis Time Period PM,Peak Project Description Loftika EastlWest Street: NW 7th Street North/South Street: NW 33rd Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street _ Eastbound Westbound Movement 1 2 3 4 5 6 L T _ R L T R oiume 29 1128 20 27 1446 37 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.96 0.96 0.96 Hourly Flow Rate, HFR 31 1239 21 28 1506 38 Percent Heavy Vehicles 0 — — 0 — — Median Type _ Undivided RT Channelized 0 0 Lanes 0 2 —0 0 2 0 Configuration LT TR LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 16 11 28 10 7 52 Peak -Hour Factor, PHF 0.65 0.65 0.65 0.77 0.77 0.77 Hourly Flow Rate, HFR 24 16 43 12 _ 9 67 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized v 0 0 Lanes 0 1 0 0 1 0 Configuration LTR - LTR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR LTR (vph) 31 28 83 88 C (m) (vph) 436 559 - 180 — 264 vlc 0.07 0.05 0.46 W 0.33 95% queue Length 0.23 0.16 2.18 1.41 Control Delay 13.9 11.8 41.1 25.3 LOS B B E D pproach Delay -- — 41.1 25.3 pproach LOS — — E D Copyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/17/2006 3:46 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PE/TAP Intersection NW 32 Place & NW 9 Street Agency/Co. Jurisdiction Date Performed 1/18/2006 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Loftika East/West Street: NW 9th Street North/South Street: NW 32nd Place Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 33 8 1 55 1 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.81 0.81 0.81 Hourly Flow Rate, HFR 0 39 9 1 67 1 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 0 7 0 7 Peak -Hour Factor, PHF 0.50 0.50 0.50 0.50 0.50 0.50 Hourly Flow Rate, HFR 0 0 0 14 0 14 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 0 1 28 0 C (m) (vph) 1546 1572 990 vlc 0.00 0.00 0.03 95% queue length 0.00 0.00 0.09 Control Delay 7.3 7.3 8.7 LOS A A A • pproach Delay — — 8.7 • pproach LOS — — A -,opyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 11191z006 10:20 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection NW 32 Place & NW 9 Street Agency/Co. Jurisdiction Date Performed 1/18/2006 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description Loftika EastNVest Street: NW 9th Street North/South Street: NW 32nd Place Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 v 4 5 6 L T R L T R olume 0 34 8 1 57 1 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.81 0.81 0.81 Hourly Flow Rate, HFR 0 40 9 1 70 1 Percent Heavy Vehicles 0 — — 0 — L Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 0 7 0 7 Peak -Hour Factor, PHF 0.50 0.50 0.50 0.50 0.50 0.50 Hourly Flow Rate, HFR 0 0 0 14 0 14 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized _ 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service 4 pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR _ LTR _ LTR _ v (vph) 0 1 28 0 C (m) (vph) 1542 1571 988 lc 0.00 0.00 0.03 95% queue length 0.00 0.00 _ 0,09 Control Delay 7.3 7.3 8.7 LOS A A A a pproach Delay — — 8.7 pproach LOS — — A ^Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10:22 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPET AP Agency/Co. Date Performed 1/18/2006 Analysis Time Period PM Peak Intersection Jurisdiction ,NW 32 Place & NW 9 Street Analysis Year 2009 With Site Project Description Loftika EastNVest Street: NW 9th Street Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement 1 L Northbound 2 North/South Street: NW 32nd Place Study Period (hrsj: 0.25 3 4 L Southbound 5 6 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 0 0.83 0 0 0 LTR 7 48 0.83 57 1 0 Eastbound 8 8 0.83 9 0 0 9 Undivided 1 0.81 1 0 0 LTR 10 70 0.81 86 1 0 Westbound 11 1 0.81 1 0 0 12 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 0.50 0 0 0 0 0.50 0 0 0 0 1 LTR 0 0.50 0 0 0 0 L 7 0.50 14 0 0 T 0 0.50 0 0 0 0 1 LTR R 7 0.50 14 0 0 0 Delay, Queue Length, and Level of Service • pproach Movement Northbound 1 Southbound 4 7 Westbound_ 8 9 10 Eastbound 11 12 Lane Configuration (vph) C (m) (vph) Ic 95% queue length Control Delay LOS LTR 0 1522 0.00 0.00 7.4 A LTR 1 1549 0.00 0.00 7.3 A LTR 28 967 0.03 0.09 8.8 A LTR 0 pproach Delay pproach LOS 8.8 A ':opyright © 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10:23 AM TWO-WAY STOP CONTROL SUMMARY General Information ite Information Analyst ,RPE/TAP Intersection NW 32 Place & NW 7 Street Agency/Co. ,Jurisdiction Date Performed 1/18/2006 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Loftika East/West Street: NW 7th Street Intersection Orientation: East-West North/South Street: NW 32nd Place Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound 5 6 L T L T Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 29 0.91 31 0 0 LT 7 1071 0.91 1175 2 0 Northbound 8 34 0.91 37 0 0 TR 9 Undivided 58 0.92 63 0 0 LT 10 1450 0.92 1582 2 0 Southbound 11 29 0.92 31 0 0 TR 12 L L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 17 0.87 19 0 3 0.87 3 1 71 0.87 81 0 13 0.74 17 0 1 0.74 1 1 39 0.74 53 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 Delay, Queue Length, and Level of Service 0 0 1 LTR 0 0 0 0 0 1 LTR 0 0 pproach Movement Eastbound 1 Westbound 4 7 Northbound 8 9 10 Southbound 11 12 Lane Configuration LT LT LTR LTR v (vph) C (m) (vph) Ic 31 410 0.08 63 583 0.11 103 299 0.34 71 216 0.33 95% queue length Control Delay LOS pproach Delay pproach LOS 0.24 14.5 B 0.36 11.9 8 1.49 23.2 C 23.2 C 1.37 29.6 D 29.6 0 `^.opyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5,1 Generated: 1/18/2005 10:39 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection . ,NW 32 Place & NW 7 Street Agency/Co. Jurisdiction Date Performed 1/18/2006 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description Loftika East/West Street: NW 7th Street North/South Street: NW 32nd Place Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 30 1114 35 60 1509 30 Peak -Hour Factor, PHF 0.91 0.91 _ 0.91 0.92 0.92 0.92 Hourly Flow Rate, HFR 32 1222 38 65 1647 32 Percent Heavy Vehicles 0 — _ — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L _ T R olume 18 3 74 14 1 41 Peak -Hour Factor, PHF 0.87 0.87 0.87 0.74 0.74 0.74 Hourly Flow Rate, HFR 20 3 _ 85 19 1 55 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Decay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR LTR (vph) 32 65 108 75 C (m) (vph) 387 559 276 188 lc 0.08 0.12 0.39 0.40 • 95% queue length 0.27 0.39 1.78 1.77 Control Delay 15.1 12.3 26.2 36.3 LOS ., C 8 D E pproach Delay — — 26.2 36.3 1 pproach LOS — — D E ^opyright © 2005 university of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10A 1 AM TWO-WAY STOP CONTROL SUMMARY General information Site Information Analyst RPE/TAP Intersection NW 32 Place & NW 7 Street Jurisdiction Agency/Co. Date Performed 1/18/2006 Analysis Year 2009 With Site Analysis Time Period PM Peak 4 Project Description Loftika East/West Street: NW 7th Street North/South Street: NW 32nd Place Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street _ Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 34 1119 35 60 1513 34 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.92 0.92 0.92 Hourly Flow Rate, HFR 37 1228 38 65 1651 37 Percent Heavy Vehicles 0 — — 0 — — Median Type _ Undivided RT Channefized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement T 7 8 9 10 11 12 L T R L T R olume 18 7 74 18 5 45 Peak -Hour Factor, PHF 0.87 0.67 0.87 0.74 0.74 0.74 Hourly Flow Rate, HFR 20 8 85 24 6 61 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized _ 0 + 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service • pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT LTR LTR v(vph) _ 37 65 113 91 C(m)(vph) 384 556 234 195 lc 0.10 0.12 0.48 0.47 95% queue length 0.32 0.39 2.42 2.24 Control Delay 15.4 12.3 34.0 38.7 LOS C B D E A pproach Delay — — 34.0 38.7 pproach LOS — — D E :opyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10:43 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Intersection NW 32 Place & Site Drive ,RPEITAP AgencylCo. Jurisdiction _ Date Performed 1/18/2006 Analysis Year 2009 With Site Analysis Time Period PM Peak Project Description Loftika _ East/West Street: Site Drive North/South Street: NW 32nd Place intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound . A Movement 1 2 3 4 5 6 L T R L T R olume 12 63 54 _ 13 Peak -Hour Factor, PHF 0.80 0.80 1.00 1.00 0.80 0.80 , Hourly Flow Rate, HFR 14 78 0 0 67 16 Percent Heavy Vehicles 0 _ — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT _ TR Upstream Signal 0 0 Minor Street Eastbound _ Westbound Movement 7 8 9 10 11 12 L T R L T R olume 14 12 Peak -Hour Factor, PHF 0.60 1.00 0.60 1.00 1.00 1.00 Hourly Flow Rate, HFR 23 0 19 0 0 0 Percent Heavy Vehicles 0 _ 0 0 0 0 0 Percent Grade (%) 0 _ 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR y v (vph) 14 42 C (m) (vph) 1527 955 lc 0.01 0.04 95% queue length 0.03 0.14 Control Delay 7.4 8.9 LOS A A A pproach Delay — -- 8.9 pproach LOS — — y A Copyright ©2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10:56 AM TWO-WAY STOP CONTROL SUMMARY Site Information General Information Analyst RPEJTAP Intersection NW 32 Avenue Agency/Co. Jurisdiction Date Performed Analysis Time Period 1/18/2006 PM Peak Analysis Year 2009 With Site Project Description Loftika East/West Street: Site Drive Intersection Orientation: North -South North/South Street: NW 32nd Avenue Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 L olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 0 0 7 66 0.80 82 1 0 Eastbound 8 14 0.80 17 0 0 TR 9 Undivided 16 0.80 19 0 0 LT 10 53 0.80 66 1 0 Westbound 11 1.00 0 0 0 12 L R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 0 1.00 0 0 0 0 0 1.00 0 0 0 0 16 0.50 32 0 0 1.00 0 0 0 0 0 LR 17 0.50 34 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration (vph) C (m) (vph) is Northbound 1 Southbound 4 7 Westbound 8 9 10 Eastbound 11 12 LT 19 1507 0.01 LR 66 874 0.08 95% queue length Control Delay LOS pproach Delay pproach LOS 0.04 7.4 A 0.24 9.5 A 9.5 A Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/18/2006 10:59 AM 791 NW 34 AV & NW 7 ST TIMING FOR DAY # 3 (SECTION 56) PAGE 4 [ME PT OFF EWG G Y R NG Y R SW F G Y R EL Y S Y M CYC MIN: 20 7 11 1 5 0 23 0 24 1 4 2 7 4 2 5 11 1 4 2 5 3 6 75LATE NIT L30 21 0 24 1 4 2 7 4 2 5 11 1 4 2 5 3 6 75LATE NIT 315 24 0 24 1 4 2 7 4 2 5 11 1 4 2 5 3 7 75RECALL T 21 0 24 1 4 2 7 4 2 5 11 1 4 2 5 3 6 75LATE NIT 5 0 24 1 4 2 7 4 2 5 11 1 4 2 5 3 6 75LATE NIT 500 9 13 43 1 4 2 8 4 2 5 6 1 4 2 5 3 90AVG M2 0 630 6 60 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110PRE & PO 700 12 61 67 1 4 2 12 4 2 5 8 1 4 2 5 3 120AM PEAK 730 11 61 67 1 4 2 12 4 2 5 8 1 4 2 5 3 120AM PEAK 300 2 61 67 1 4 2 12 4 2 5 8 1 4 2 5 3 120AM PEAK 900 6 60 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110PRE & PO 930 7 60 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110NOON M2 300 13 52 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110AFT M2 0 330 10 52 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110AFT SCH 1400 14 52 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110AFT SCH 1500 10 52 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110AFT SCH 530 13 52 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110AFT M2 0 500 4 74 78 1 4 2 10 4 2 5 11 1 4 2 8 3 135PM PEAK 1830 8 59 61 1 4 2 10 4 2 5 6 1 4 2 5 3 110POST PM ?2ESS "ENTER" TO CONTINUE _791 NW 34 AV & NW 7 ST TIMING FOR DAY # 3 (SECTION 56) 1915 9 13 43 1 4 2 8 4 2 5 6 1 4 2 5 3 PAGE 4 90AVG M2 0 APPENDIX D ITE TRIP GENERATION Summary of Trip Generation Calculation For 18.335 Th.Gr.Sq.Ft. of General Office Building December 16, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 11.01 6.13 1.00 202 7-9 AM Peak Hour Enter 1.36 0.00 1.00 25 7-9 AM Peak Hour Exit 0.19 0.00 1.00 3 7-9 AM Peak Hour Total 1.55 1.39 1.00 28 4-6 PM Peak Hour Enter 0.25 0.00 1.00 5 4-6 PM Peak Hour Exit 1.24 0.00 1.00 23 4-6 PM Peak Hour Total 1.49 1.37 1.003 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 25 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 3 AM Pk Hr, Generator, Total 1.55 1.39 1.00 28 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 5 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 23 PM Pk Hr, Generator, Total 1.49 1.37 1.00 27 Saturday 2-Way Volume 2.37 2.08 1.00 43 Saturday Peak Hour Enter 0.22 0.00 1.00 4 Saturday Peak Hour Exit 0.19 0.00 1.00 3 Saturday Peak Hour Total 0.41 0.68 1.00 8 Sunday 2-Way Volume 0.98 1.29 1.00 18 Sunday Peak Hour Enter 0.08 0.00 1.00 1 Sunday Peak Hour Exit 0.06 0.00 1.00 1 Sunday Peak Hour Total 0.14 0.38 1.00 3 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 14.051 T.G.L.A. of Specialty Retail Center December 16, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 623 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 17 4-6 PM Peak Hour Exit 1.52 0.00 1.00 21 4-6 PM Peak Hour Total 2.71 1.83 1.00 38 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 46 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 50 AM Pk Fir, Generator, Total 6.84 3.55 1.00 96 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 39 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 31 PM Pk Hr, Generator, Total 5.02 2.31 1.00 71 Saturday 2-Way Volume 42.04 13.97 1.00 591 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 287 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 180 Dwelling Units of High -Rise Residential Condo / Townhouse December 16, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.18 2.08 1.00 752 7-9 AM Peak Hour Enter 0.06 0.00 1.00 11 7-9 AM Peak Hour Exit 0.28 0.00 1.00 50 7-9 AM Peak Hour Total 0.34 0.59 1.00 61 4-6 PM Peak Hour Enter 0.24 0.00 1.00 43 4-6 PM Peak Hour Exit 0.14 0.00 1.00 25 4-6 PM Peak Hour Total 0.38 0.62 1.00 68 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 11 AM Pk Hr, Generator, Exit 0.28 0.00 1.00 50 AM Pk Hr, Generator, Total 0.34 0.59 1.00 61 PM Pk Hr, Generator, Enter 0.26 0.00 1.00 47 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 22 PM Pk Hr, Generator, Total 0.38 0.62 1.00 68 Saturday 2-Way Volume 4.31 2.11 1.00 776 Saturday Peak Hour Enter 0.15 0.00 1.00 27 Saturday Peak Hour Exit 0.20 0.00 1.00 36 Saturday Peak Hour Total 0.35 0.59 1.00 63 Sunday 2-Way Volume 3.43 1.88 1.00 617 Sunday Peak Hour Enter 0.16 0.00 1.00 29 Sunday Peak Hour Exit 0.14 0.00 1.00 25 Sunday Peak Hour Total 0.30 0.55 1.00 54 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS APPENDIX E FDOT SEASONAL FACTORS int Date: May/17/2005 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report . -IAMI-DADE NORTH ttegory: 8700 . Week Dates SF PSCF 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 01/11/2004 - 01/17/2004 0.99 1.02 4 01/18/2004 - 01/24/2004 0.99 1.02 5 01/25/2004 - 01/31/2004 0.99 1.02 * 6 02/01/2004 - 02/07/2004 0.98 1.01 * 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 02/15/2004 - 02/21/2004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0.97 1.00 * 10 02/29/2004 - 03/06/2004 0.97 1.00 * 11 03/07/2004 - 03/13/2004 0.97 pc a . 1.00 * 12 03/14/2004 - 03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1.00 * 14 03/28/2004 - 04/03/2004 0.97 1.00 * 15 04/04/2004 - 04/10/2004 0.98 1.0I * 16 04/11/2004 - 04/17/2004 0.98 1.01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05/01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/16/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0.99 1.02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1.00 1.03 25 06/13/2004 - 06/19/2004 1.00 1.03 26 06/20/2004 - 06/26/2004 1.01 1.04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 29 07/11/2004 - 07/17/2004 1.04 1.07 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21 /2004 1.02 1.05 35 . 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 - 09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 1.08 38 09/12/2004 - 09/18/2004 1.06 1.09 39 09/19/2004 - 09/25/2004 1.05 1.08 40 09/26/2004 -10/02/2004 1.03 1.06 41 10/03/2004 - 10/09/2004 1.01 1.04 42 10/10/2004 - 10/16/2004 1.00 1.03 43 10/17/2004 - 10/23/2004 1.00 1.03 44 10/24/2004 -10/30/2004 1.00 1.03 45 10/31/2004 - I 1 /06/2004 1.01 1.04 46 11/07/2004-11/13/2004 1.01 I.04 47 11/14/2004 - 11 /20/2004 1.01 1.04 48 11/21/2004 - 11/27/2004 1.01 1.04 49 11/28/2004 - 12/04/2004 1.01 1.04 50 I2/05/2004 - 12/11/2004 1.00 ,.�1`c-, 1.03 5I 12/12/2004 - 12/18/2004 1.00 - 1.03 52 12/19/2004 -12/25/2004 1.00 1,03 53 12/26/2004 - 12/31/2004 0.99 1.02 MOCF = 0.97 Vote: "*" indicates peak season week Page 1 APPENDIX F FDOT LOS TABLES MUATS INFORMATION TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided Level of Service A B C D E 180 620 1,210 1,720 2,370 1,940 3,140 4,540 5,870 6,670 2,900 4,700 6,800 8,810 10,010 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1,99 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided ** 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5,510 6,280 6,440 Class 11(2,00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided ** 180 1,070 1,460 4 Divided ** 390 2,470 3,110 6 Divided ** 620 3,830 4,680 8 Divided ** 800 5,060 6,060 E 1,610 *** *** 00 1,550 3,270 4,920 6,360 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D 2 Undivided ** ** 500 1,200 4 Divided ** ** 1,180 2,750 6 Divided ** ** 1,850 4,240 8 Divided ** ** 2,450 5,580 E 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district clan urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** * * ** B ** ** ** ** Level of Service C D H 490 1,310 1,420 1,170 2,880 3,010 1,810 4,350 4,520 2,460 5,690 5,910 Lanes 4 6 FREEWAYS Interchange spacing > 2 mi, apart Leval of Service Lanes A B C D E 4 2,310 3,840 5,350 6,510 6 3,580 5,930 8,270 10,050 8 4,840 8,020 11,180 13,600 10 6,110 10,110 14,110 17,160 12 7,360 I2,200 17,020 20,710 Interchange spacing < 2 mi, apart Level of Servico A B C D E 2,050 3,350 4,840 6,250 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15,890 20,560 7,240 11,180 15,130 19,050 23,000 7,110 11,180 15,240 19,310 23,360 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided * * ** ** ** ** ** 870 2,030 3,170 Other Signalized Roadways (signalized intersection analysis) Level of Service A * * * * B ** ** D E 1,390 2,950 4,450 1,480 3420 4,690 C D E 450 950 1,200 1.050 2,070 2.400 BICYCLE MODE (Note; Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0.49% 50.84% 85.100% A ** ** 300 Level of Service S C D ** 310 1,310 240 390 >390 680 >680 *** E >1,310 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Level of Service Sidewalk Coverage A B C D E 0.49% ** ** ** 600 1,480 50-84% ** ** ** 940 1,800 85-100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) ;Not: Buses per hour shown are only for the peak hour in the stngto direction of higher traffic flow.) Level of Service Sidewalk Coverage A B C jl 0.84% ** >5 >4 >3 85-100% >6 >4 >3 >2 E >2 >l source; Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FI 32399.0450 Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes Undivided No Undivided Yes Undivided No +5% •20% -5% -25% Ce ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to http://wwwl 1.mytiorida.comlplanninglsystetnslsmllos/default,htm obtain the equivalent one directional volume for one-way facilities. 'Thai labia does not constitute a standard and should be vied only for genera planning application, The computer models from which fhb table is derived sheuid be used for man, specific planning applications, The table and deriving computer module should not be used far eortidor or intersection design, where more refined techniques exist. Voluam shown ate hourly twa•way volumes for lave1i of amine end arc forth/ automobile/tomb modes unless specifically stated. Levet of smite latter grade tk r iholds are probobly not comparable parole modes and, therefore. craw modal comparisons shoutd be made with caution. Furthamsan, combining levels of service of different modes Into one overall toadwsy level of servioe is not recommended. Ta convert to annual overage dolly traffic volumes, these volumes most be divided by an appropriate K factor, Tha table's input value defaults and level of service criteria appear as the fallowing pegs. Calculations are based an planning applications of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model sad Trsnsh Capacity and Quality of Service Manual, respeattvely for the automobile/track, bicycle, pedet,rion and true mods,. ".Cannot be achieved using table Input vela defaults. ""Nat applicable fee shot !MI of orrice letter grade. Far automobile/truck model, volume; greater risen level erservice G become F bemuse Intersection capuchin have boon reached, Far bicycle and pedestrian modes, the level of torvlte letter grade (Including F) is not achicvabte, beanie rhea is no maximum nhlela volume threshold using mble Input voles defaults. 91 TABLE 4 - 4 ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS UNINTERRUPTED FLOW FACILITIES Free rays Highways ROADWAY CHARACATERISTICS Number ofthrough Wow 4-12 4-12 2 4-6 Posted speed (mph} 65 5S 50 50 Free flow speed (mph) 70 60 55 55 Basle segment length (mi) 1.5 0 Interchange spacing per mile 25 1 Median (n,y) o Y Left hum Lanes (n.Y) Y Y Terrain (r,l) I 1 1 1 % no passing zone 80 Passing lanes (n y) n TRAFFIC CHARACTERISTICS Planning analysis hour factor HO 0.097 0.093 0.095 0.095 Directional distribution favor ID) 0.55 0.55 0.55 035 Peak hour factor(PHF) 0.95 0.95 0.925 0.925 t30sc capacity (pcph0i) 1700 2100 Heary_vehicleperccnt 6.0 4.0 20 2.0 Local adjustment factor 0.98 1.00 10 1.0 INTERRUPTED FLOW FACILITIES Stale Arterials . NenState Roadways Bicycle Pedestrian Bus ROADWAY CHARACTERISTICS Class Clam II Clasen] Claw lV Major Ci !County Other Simulated Mull eased Number of through lanes 2 4-6 8 2 4-6 8 2 4-6 8 2 4-6 8 2 4-6 2-4 4 4 Posted speed (mph) 45 So 50 45 45 45 35 35 35 30 30 30 45 45 40 40 Free flaw speed (mph) 50 55 S5 50 50 SO 40 40 40 35 35 35 50 50 45 45 Median type (n,»r,[) a _ r r e r t a r r n r T n r T t Len tam lases (n,y) y y y y Y y y y Y Y y Y Y y Y Y Y Paved shouldedhicycte lane Du) n,544 a outside Zane widrb (at,w) t t Pavement ooadition (u,t,d) _ 1 Sidewalk n,y) n,5058sy 11,4 Sidewslklroadway separation (a l,w) ry Sidewalk/roadway protective barrier (my) a Muscle to bus atop (a,y) a TRAFFIC CHARACTERISTICS Planning analysis how factor (K) 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 t 0.095 0.095 Directional disuihoiden Teeter ID) 0.55 0.55 035 0S5 0.55 0.55 0.55 0.55 0.55 0.55 0S5 0.55 0.55 0.55 0.55 . 035 0.55 Peak/Loin factor(PHF) 0.925 0925 Q925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0,925 0.925 0925 0925 0.925 0.925 Base saturation flow ate fpcpl pi} 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 [900 1900 1900 1900 1900 1900 1900 Ileavy vehicle percent 2.0 2.0 2.0 2.0 20 20 lS 13 1.5 13 IS 15 15 1.5 10. 2.0 2.0 Load adjustment Tutor 10 1.0 0.95 098 0.98 095 0.95 0.95 0.92 092 0.92 0.90 0.98 0.98 0.95' 0.98 0.98 St turns front exclusive hum lanes 12 12 12 12 i 12 12 12 12 12 12 12 12 14 14 16 12 12 Bus span of service 15 CONTROL CHARACTERISTICS Signalized intersections pc( mile 13 1.0 1.0 3.0 3.D 3.0 5.0 5.0 5.0 8.0 8.0 8.0 3.0 10 3.0 3.0 Arrival type(1.6) 3 3 3 4 4 4 4 4 4 4 4 4 4 4 3 4 4 Signal Lyric (ns,l) a a a s a s s S S S S 3 4 5 $ 3 S Cycle knglk1C) 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 Effective green relio(l/0 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0A1 0.41 0.31 0.44 0,44 LEVEL OF SERVICE THRESHOLDS Free vat's Highways State Two -Way Arterials Non -State Roadways Bicycle Pedestrian Bus Level of Service Class 01 Class IV Twa-Lane Ye EFS Mullitune vie Deasiry Class 1 ATS Clan 11 ATS Class RI ATS Class IV ATS Major City/County ATS Other Signs/loot Control Delay Same Stec Busts perhr. vie Density v/c Density A <0.32 511 <0.29 <11 >0.917 <0.29 <Il >42mph >35mph >30Mph >25mph >35mph <10sec te13 <i3 >6 0 <0.53 <18 <0,47 518 >0,833 <0.47 <18 >34mph >28mph >24mph >19mph >28mph <20sec <2.5 <ZS >4 C <0.74 <26 <-0.68 <26 >0.750 5Q68 <26 >21nosh >22mph >18mph >13mph >22mph <35sec 53.5 <.3.5 >3 0 <0.90 <35 <0.88 <35 >0.667 <0.88 <35 >21mph >17mph >14mph >9mph >17mph <55sec <4.5 <45 22 E <1.00 <45 <1.00 <45 >0.583 <I.00 <41 >/6mph >13mph >10mph >7mpb >13mph <80sec <5.5 <5.5 >I F >1.00 _ >45 >1.00 >43 _ <0.583 >1.00 >41 < 16 mph <13 mph <10 mph <7mph <13 mph >80 six >55 >5.5 <1 v/c = Demand to Capacity Ratio % FES = Percent Free Flow Speed ATS = Average Travel Speed 0222/D2 92 Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE 766 TRIPS PERCENT 767 TRIPS PERCENT 768 TRIPS PERCENT 769 TRIPS PERCENT 770 TRIPS PERCENT 771 TRIPS PERCENT 772 TRIPS PERCENT 773 TRIPS PERCENT 774 TRIPS. PERCENT 775 TRIPS PERCENT 776 TRIPS PERCENT 777 TRIPS PERCENT 778 TRIPS PERCENT 779 TRIPS PERCENT 780 TRIPS PERCENT DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS NNE ENE ESE SSE SSW WSW WNW NNW I TOTAL I 636 818 628 284 624 534 708 608 4840 13.14 16.90 12.98 5.87 12.89 11.03 14.63 12.56 411 639 631 363 547 581 552 500 4224 9.73 15.13 14.94 8.59 12.95 13.75 13.07 11.84 209 288 437 374 322 276 399 301 2606 8.02 11.05 16.77 14.35 12.36 10.59 15.31 11.55 333 299 306 241 400 621 187 529 2916 11.42 10.25 10.49 8.26 13.72 21.30 6.41 18.14 735 503 689 578 918 962 580 707 5672 12.96 8.87 12.15 10.19 16.18 16.96 10.23 12.46 270 220 214 202 258 365 153 298 1980 13.64 11.11 10.81 10.20 13.03 18.43 7.73 15.05 1114 1145 1040 733 1324 1553 949 1046 8904 12.51 12.86 11,68 8.23 14.87 17.44 10.66 11,75 990 937 1026 754 747 615 837 667 6573 15.06 14.26 15.61 11.47 11.36 9.36 12.73 10.15 1115 1115 1078 891 1220 1126 967 1304 8816 12.65 12.65 12.23 10.11 13.84 12.77 10.97 14.79 379 377 510 353 361 438 343 517 3278 11.56 11.50 15.56 10.77 11.01 13.36 10.46 15.77 151 146 159 110 202 183 122 199 1272 11.87 11.48 12.50 8.65 15.88 14.39 9.59 15.64 • 488 515 463 311 514 656 354 550 3851 12.67 13.37 12.02 8.08 13.35 17.03 9.19 14.28 153 131 111 92 152 183 120 174 1116 13.71 11.74 9.95 8.24 13.62 16.40 10.75 15.59 549 686 452 386 553 704 527 719 4576 12.00 14.99 9.88 8.44 12.08 15.38 11.52 15.71 779 884 538 618 697 713 758 929 5916 13.17 14.94 9.09 10.45 11.78 12.05 12.81 15.70 -52- 1/18/05 APPENDIX G COMMITTED DEVELOPMENT WORKSHEETS & DATA APPENDIX H REDUCED SITE PLAN PROJECT KEY RET L IIN HOUSING 10 OFFICE MI