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HomeMy WebLinkAbout2009TRAFFIC IMPACT ANALYSIS M .. Chesser's Gap City of Sebastian, Florida M Prepared for: Chesser's Gap, LLC 190 Congress Park Drive, Suite 180 Delray Beach, FL 33445 047962000 Revised October 2008 ©Kimley-Horn and Associates, Inc. CA Number 00000696 60121- Street, Suite 300 Vero Beach, Florida 32960 772-562-7981 TES. 772-794-9368 FAX Pq ❑�❑ Kimley-Horn and Associates, Inc. HECm yc, JAN 2 2 2009 PV -z Z Girw�, ,Vgnt. ❑ ❑ KimleyHorn and Associates, Inc. CHESSER'S GAP — EXECUTIVE TRAFFIC IMPACT SUMMARY (Revised October 2008) ■ 1. Location: North side of FlemingStreet across from Wave Street' strife 300 601 21st Street Vero Beach, RoOda 2. Size: 116 Residential Condominium/Townhouse units 32960 3. Trip Generation: Net New Daily Trip Volume = 728 vehicular trips Net New A.M. Peak -Hour Volume = 58 vehicular trips Net New P.M. Peak -Hour Volume = 68 vehicular trips 4. Area of Influence Boundaries: • North — CR 512 • South — CR 512 • East — US 1 • West — Roseland Road 5. Significant Roads: • CR 512 — Roseland Road to US 1 6. Significant Intersections: • None. However, due to the proximity of the proposed development, the intersection of Fleming Street / Dave Stmet is included in the analysis. 7. Trip Distribution: 8. Internal Capture: 9. Pass -by Capture: • See Appendix A • None • None 10. A.M. Peak Hour Directional % (ingress/egress): • Residential Condominium/Townhouse 17% in/83% out 11. P.M. Peak Hour Directional % (ingress/egress): • Residential Condominium/Townhouse 67% in/33% out 12. Traffic Count Factors Applied: • 5.00% annual growth rate ■ TEL 172 562 7981 FAX 772 562 9689 HIMMEEW y ❑Kimley-Horn M❑ and Associates, Inc. 13. Off -Site Improvements: • Southbound auxiliary left -tum lane on Fleming Street at Wave Street 14. Roadway Capacities (IRC Link Sheets): • See Appendix B 15. Assume roadway and / or intersection improvements: • None 16. Significant Dates a) Pre -study conference: • October 2008 b) Traffic counts: c) Study approval: ............ 17. SR 60 Interest Share Special Fee • The project is located beyond 8 miles from SR 60 between I-95 to 66h Avenue. Therefore, the project will not be required to contribute to the SR 60 Interest Share Special Fee. H:\47962000\Revised Report 10-M\Chesser's Gap -Traffic Impact Executive Summary-10_08.doc AM Count AMPeak Peak Season -PM Count PM Peak Pcak Season Intersechon� x Date Hour Factor Date Hour - Factor Fleming Street / Wave Street 1 10/7/08 7:30 — 8:301 1.08 1 10/7/08 4:00 — 5:001 1.08 c) Study approval: ............ 17. SR 60 Interest Share Special Fee • The project is located beyond 8 miles from SR 60 between I-95 to 66h Avenue. Therefore, the project will not be required to contribute to the SR 60 Interest Share Special Fee. H:\47962000\Revised Report 10-M\Chesser's Gap -Traffic Impact Executive Summary-10_08.doc Chesser's Gap M M Traffic Impact Analysis Chesser's Gap TRAFFIC IMPACT ANALYSIS Prepared for: Chesser's Gap, LLC 190 Congress Park Drive, Suite 180 Delray Beach, Florida 33445 Prepared by: Kimley-Horn and Associates, Inc. 60121" Street, Suite 300 Vero Beach, Florida 32960 October, 2008 047962000 The entirety of this report, including text and images, it property of Kimley-Horn andAsrociatey protected under U.S. copyright lam. Copyright 0 2008, Kimley-Horn and Associates, Inc )39 96 Chesser's Gap TABLE OF CONTENTS SECTION Traffic Impact Analysis PAGE LISTOF FIGURES...............................................................................................ii LISTOF TABLES.................................................................................................iii I. INTRODUCTION........................................................................................... 1 ILPROJECT TRAFFIC....................................................................................... 3 TRIP GENERATION................................................................................. 3 TRIP DISTRIBUTION AND ASSIGNMENT ...................................... 5 AREA OF INFLUENCE............................................................................ 5 STUDYAREA............................................................................................... 6 III. EXISTING TRAFFIC CONDITIONS........................................................ 8 ` IV. FUTURE TRAFFIC CONDITIONS.........................................................10 MR BACKGROUND CONDITIONS...........................................................10 FULL DEVELOPMENT CONDITIONS............................................10 V. CAPACITY ANALYSIS................................................................................15 INTERSECTION CAPACITY ANALYSIS..........................................15 VI. SITE ACCESS.................................................................................................17 REQUIRED IMPROVEMENTS............................................................17 VII.CONCLUSIONS............................................................................................19 REQUIRED IMPROVEMENTS............................................................19 APPENDICES Al TRAFFIC DISTRIBUTION & ASSIGNMENT A2 TURNING MOVEMENT COUNTS & SIGNAL TIMING DATA A3 TRAFFIC CALCULATIONS A4 EXISTING AM PEAK HOUR CONDITIONS ANALYSIS A5 EXISTING PM PEAK HOUR CONDITIONS ANALYSIS A6 BACKGROUND AM PEAK HOUR CONDITIONS ANALYSIS A7 BACKGROUND PM PEAK HOUR CONDITIONS ANALYSIS A8 FULL DEVELOPMENT AM PEAK HOUR CONDITIONS ANALYSIS A9 FULL DEVELOPMENT PM PEAK HOUR CONDITIONS ANALYSIS A10 PROJECT LINK ASSIGNMENT ftley-Horn 047962000 Page i �❑ and Asswlales, Inc. Chesser's Gap Traffic Impact Analysis LIST OF FIGURES &ure No. Tide Egge FIGURE 1 -LOCATION MAP................................................................ 2 FIGURE 2 - EXISTING CONDITIONS ............................................... 9 FIGURE 3A - AM PEAI{ HOUR BACKGROUND CONDITIONS.................................................................11 FIGURE 3B - PM PEAK HOUR BACKGROUND CONDITIONS.................................................................12 FIGURE 4A - AM PEAK HOUR FULL DEVELOPMENT CONDITIONS.................................................................13 FIGURE 4B - PM PEAK HOUR FULL DEVELOPMENT CONDITIONS.................................................................14 FIGURE 5 — TOTAL DRIVEWAY VOLUMES.................................18 047962000 ❑_nlamlepHom Page u W Assodates, Irr Chesser's Gap LIST OF TABLES Traffic Impact Analysis Table No. Title page TABLE 1— TRIP GENERATION........................................................... 4 TABLE 2 — DETERMINATION OF STUDY INTERSECTIONS... 7 TABLE 3 — INTERSECTION CAPACITY ANALYSIS....................16 047962000 1. ❑M❑ IGmley,Hom Page iii and Asskales, Inc. Chesser's Gap Traffic Impact Analysis I. INTRODUCTION The intent of this report is to identify the potential traffic impact, if any, t associated with the proposed Chesser's Gap development in the City of Sebastian, Florida. The operating characteristics of the proposed access L MR points and impacts to the adjacent roadway network are identified. t. The applicant is proposing the development of 116 residential condominium/townhouse units. The parcel proposed for development is t located on the north side of Fleming Street across from Wave Street. A location map depicting the proposed project is provided as Figure 1. In t accordance with City of Sebastian and Indian River County Land Development Regulations, a traffic impact analysis is required to document t. the external traffic impacts of this proposed development. ` The objectives of this report are as follows: • To adequately assess the traffic impacts associated with the proposed ` " development and identify the level of off-site access and traffic control improvements required to service the project. t " • To provide public agencies a comprehensive study which evaluates and documents the traffic impacts and off-site improvements, where i warranted. • To provide a technically sound basis to identify impacts and related i mitigation requirements in response to off-site traffic impacts. 3t 3: �W❑ sHom 047962000 Page 1 W and and AsAssoGetes, Inc. L. Chesser's Gap Traffic Impact Analysis i II. PROJECT TRAFFIC The anticipated traffic impacts associated with the proposed development i were derived using a process of trip generation, distribution, and assignment in accordance with the requirements of the City of Sebastian, Indian River J County Land Development Regulations, and FDOT for the proposed development. i TRIP GENERATION i A projection of the new trips associated with the proposed development was r� derived. The volume of traffic generated by a site is dependent on the intended land use and size of the development. Trip generation can be defined as an estimate of the number of trips generated by a specific building t or land use. These trips represent the volume of new traffic added to the roadways due to the proposed development. The estimate of these new trips was developed using the methodology and . equations contained in the Institute of Transportation Engineers (ITE) Trp Generation, Seventh Edition, 2003 and the Indian River County Land t _ Development Regulations. The trip generation characteristics for 116 residential condominium/townhouse units were based on ITE Land Uses t 230: Residential Condominium/Townhouse. The anticipated number of daily, AM, and PM peak hour trips are illustrated in Table 1. I M t 1. 6.• E]_nIftley-Hom 047962000 Page 3 and AssWatss, Inc, L I A N6100PVn'ued rep0910.08VChm r!$,.p- tip dmxErj1np4. m 10/1412008 9:38 I Irr1 ( A l A 1. 1. A i. on Ll pn L_: ❑c❑ and ASsodales, 01L 62008 TABLE 1 CHESSER'S GAP TRIP GENERATION Land Use Intensity Daily AM Peak Hour PM Peak Hour Tris Total In Out Total In Out Proposed Site Tragic Residential Condominiumrlownhouse 116 units 728 58 10 48 68 46 22 NET NEW SITE TRAFFIC VOLUMES 728 58 10 48 68 46 22 Notes: Trip generation was calculated using the following data from ITE Trip Generation, Seventh Edition: Daily Traffic Generation Residential Condominium(I'ownhousc [17E 2301 = LmM = 0.85' Ln(X) + 2.55 AM Peak Hour Traffic Generation Residential CondominiumQ'ownhouse [ITE 230] = LnM=0.80•Ln(X)+0.26(l7%dn,83%) PM Peak Hour Traffic Generauon Residential Condominiumrrownhome [ITE 230] = I nCl) = 0.82 • La00+ 0.32 (67% in, 33% out) I A N6100PVn'ued rep0910.08VChm r!$,.p- tip dmxErj1np4. m 10/1412008 9:38 I Irr1 ( A l A 1. 1. A i. on Ll pn L_: ❑c❑ and ASsodales, 01L 62008 Chesser's Gap Traffic Impact Analysis TRIP DISTRIBUTION AND ASSIGNMENT ". The distribution and assignment of project trips was derived through a t gravity model based on the transportation planning modeling programs "'. contained in the Florida Standard Urban Transportation Modeling Structure i (FSUTMS). The FSUTMS programs were employed to provide an objective ". distribution and assignment of project trips on the roadway network. i �. The cumulative effect of site traffic on the roadway network is dependent on i the origins and destinations of that traffic and the location of the access drives serving the site. Furthermore, the approved ingress/egress i distribution of traffic to be generated at this site is considered a function of several parameters, including the following. i • Population centers in the area • Existing roadway network i • Existing traffic conditions and controls • Site access drive location t W. AREA OF INFLUENCE i . In accordance with the Indian River County Land Development Regulations, an Area of Influence was determined for the project. This Area of Influence i includes all thoroughfare network links impacted by 8 or more trips for a two lane roadway and 15 or more trips on a four or more lane roadway facility. i, PM peak -season peak -hour directional project traffic projections are provided within the Appendix on the Concurrency Management System's t . Project Trip Assignment Form for the entire area of influence. i. t. .. ❑-nIOmley-Hom 047962000 Page s Wssodetes, lnc. L Mn Chesser's Gap Traffic Impact Analysis STUDY AREA P6 The determination of study area intersections was based on Indian River County Land Development Regulation criteria. Each intersection within the area of influence, with project traffic assigned, operating at or above 80% LOS "D" was included in the study area. PW A table developed to identify study intersections is provided as Table 2. 1. 6 ❑M❑ lamlayHom 047962000 Page M and AssWates, ho. 06 o6 Chesser's Gap Traffic Impact Analysis TABLE 2 - DETERMINATION OF SIGNIFICANT INTERSECTIONS l FOR LINKS WITH PROJECT TRAFFIC ASSIGNED OPERATING AT OR ABOVE 80% LOS "D" i CapacityI Existing I Vested I Project Trips (Remaining w/I%ofLOS "D" Project sis tL P6 Based upon Table 2, no intersections are required to be analyzed. However, s6 due to the proximity of the proposed development, the intersection of Fleming Street / Wave Street is included in the analysis. L' L L; L 6 6 IOmley-Hom 047962000 Page M❑ and Pasodates,lnc. Chesser's Gap Traffic Impact Analysis III. EXISTING TRAFFIC CONDITIONS Given the functional characteristics of the corridor and the proposed land use, the peak hour selected for the analysis was the weekday AM and PM peak hour. The combination of site traffic and adjacent roadway network traffic generates the greatest demand during this time period. Current (within 6 months of the pre -application meeting held in October of 2008 with the Indian River County Traffic Department) AM and PM peak hour Honing movement count data was utilized for each study area intersection. A summary of pertinent information regarding these counts is provided in the following table: Traffic Count Information Intersection AM Count AM Peak Peak Season PM Count PM Peak Peak Season Date Hour Factor Date Hour Factor FlemingStreet /Wave Street 10/7/08 7:30 — 8:30 1.08 10/7/08 4:00 — 5:00 1.08 The AM and PM peak hour volumes are the basis of the existing conditions, L background conditions, and full development conditions. The raw turning movement counts, included in the Appendix, are converted to peak season �+ levels using FDOT weekly adjustment factors as required by Indian River County and FDOT. Figure 2 illustrates the existing peak -season peak -hour L volumes at the study intersections. I E]—IJIOmIsy-Hom L' 047962000 Page 8 and AssWates, Inc. imi Wi r LEGEND TRAFFIC FLOW DIRECTION 30(15) S QPM TOTAL TRAFFIC AM TOTAL TRAFFIC Kimley-Horn 00m 0 nd Associates �3 �F� CHESSER'S GAP EXISTING CONDFTIONS PEAK SEASON PEAK HOUR 2 PAW .6 P6 Chesser's Gap Traffic Impact Analysis ow' IV. FUTURE TRAFFIC CONDITIONS m6 The Chesser's Gap development is projected to be constructed by 2011. Accordingly, traffic conditions in 2011, with (full development conditions) and without traffic (background conditions) ftom the proposed development, were evaluated. i BACKGROUND CONDITIONS 'l Future traffic without the project (background conditions) was derived for 2011 peak season conditions. Existing peak season volumes were 96 compounded annually to reflect three years of projected growth in traffic volumes. An annual growth rate of 0.54% was calculated based on historical ,16traffic data prepared by prepared by Indian River County for Roseland Road. The City of Sebastian/Indian River County minimum growth rate y' requirements are 5.00% which was subsequently utilized in all traffic calculations. AM peak hour and PM peak hour background conditions are illustrated in Figurrs 3A and 3B respectively. Growth calculations are contained within the Appendix. AN HILL DEVELOPMENT CONDITIONS The combination of non -project future traffic (background conditions) and project trips results in 2011 peak season -peak hour traffic volumes (full L development conditions). AM peak hour and PM peak hour full development conditions are illustrated in Figurer 4A and 4B respectively. L L" 6 6 ❑W❑ IOmley-Hom iia 047962000 Page 10 andAssodales, Inc. 4 Csl� F� LEGEND TRAFFIC FLOW DIRECTION 30(15) S VESTED PROJECT TRAFFIC AND BACKGROUND GROWTH TOTAL TRAFFIC Kimley-Horn °io OB CHESSER'S CAP A ��❑ and Associates Inc. NT 3A 02007 21gj gtree( gee qA Veroso Beech F� 3nc ox AM PEAK SEASON PEAK HOUR PnaE Phone 1772)582-7981 Fax (1721682-9689 BACKGROUND CONDI110NS 3�P C SrR F� LEGEND `—TRAFFIC FLOW DIRECTION s a 30(15).. VESTED PROJECT TRAFFIC AND BACKGROUND GROWTH TOTAL TRAFFIC FORE Kimley Horn °110/06 CHESSERs GAP313 ❑�❑ and Associates Inc. NTS ®zoos 60121st 87eet, axe 400, Vero Beady M32860 °x PM PEAK SEASON PEAK HOUR rase Rm (772)562-7981 Fax (712 582-9689 BACKGROUND CONDITIONS 4111 � tFyryc s r,P F� LEGEND ' TRAFFIC FLOW DIRECTION a 30(15) S PROJECT TRAFFIC s TOTAL TRAFFIC i 3 DAM ROLM NO Kimley-Horn 10/08 CHESSER'S W 4A ® 2007ShutStg�q psy �Cg� s� I DR AM PEAK SEASON PEAK HOUR PAQE 6012MPhone 472)%2 7M Fax (772)582-9689 FULL DEVELOPMENT .a LEGEND ,--TRAFFIC FLOW DIRECTION 30(15) .J' \--PROJECT TRAFFIC TOTAL TRAFFIC DATE flGM ND Kimley-Horn 10/08 CHEWERS GAP q© ®® z❑ - 2M 8t��anndAss ociaro t sd Inc diWDNS PM PEAK SEASON PEAK HOUR PAGE Pham (TM1562 7981 FaX F/72)562 -M FULL DEVELOPMENT AW Chesser's Gap Traffic Impact Analysis s V. CAPACITY ANALYSIS aw The capacity of a highway system is predicated on two components: the capacity of the included roadway segments (links) and the capacity of the M.r affected intersections (nodes) along the route. Intersection capacity analyses have been performed and described in this section of the report. .r The Transportation Research Board outlines the standard procedures for r capacity analysis of roadway segments, signalized, and unsignalized intersections in the 2000 Highway Capacity Manual (HCM). The procedures yield a level of service (LOS) as an indicator of how well intersections operate. The concept of level of service is defined as a qualitative measure describing operating conditions within a traffic stream, and their perception by motorists and/or passengers. Level of service is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. d.: Six levels of service are defined for analysis purposes. They are assigned letter designations, from "A" to "17", with LOS "A" representing the best conditions and LOS 'T" the worst. !.i W INTERSECTION CAPACITYANALYSIS Intersection capacity analysis results are provided in Table 3. Intersection analysis calculations are provided in the Appendix. W rmn IOmley-Hom Yd 047962000 Page 15 and Assodstes, Inc. ..r r am M Chesser's Gap Traffic Impact Analysis TABLE 3 — INTERSECTION CAPACITY ANALYSIS The analysis results indicate that the intersection of Fleming Street / Wave Street will continue to operate at acceptable levels of service under full development conditions with the Chesser's Gap facility constructed. Intersection analysis worksheets are included in the Appendix. ❑_❑ IOmley-Hom 047962000 Page 16 M and AsWales, Inc. Existing Conditions Background Full Development Intersection LOS Development Conditions AM(PM)Conditions LOS LOS AM(PM) AAI(PM) Fleming Street / Wave Street Eastbound — B(A) Eastbound — B(A) Eastbound — B(B) (unsignalized) Westbound — A(A) The analysis results indicate that the intersection of Fleming Street / Wave Street will continue to operate at acceptable levels of service under full development conditions with the Chesser's Gap facility constructed. Intersection analysis worksheets are included in the Appendix. ❑_❑ IOmley-Hom 047962000 Page 16 M and AsWales, Inc. Chesser's Gap Traffic Impact Analysis G VI. SITE ACCESS Access into the Chesser's Gap development will be provided via one vehicular access connection (VAC) on Fleming Street at Wave Street. Figure r• 5 depicts the total project trips in the immediate vicinity of the project. Per Section 952.12 (1) (h) of the Indian River County Land Development Code, r• a southbound auxiliary left -tum lane on Fleming Street at Wave Street will be required. REQUIRED IMPROVEMENTS Pursuant to the City of Sebastian/Indian River County Land Development Code a southbound auxiliary left -turn lane on Fleming Street at Wave Street will be required. if i Gi i. ❑_FJINnleyHom �• 047962000 Page 17 aW Assodates, Inc. f - LEGEND TRAFFIC FLOW DIRECTION 30 S \--PM TRAFFIC ® s❑ Kimley Horn -" 5et Suite 400, so C� S� Inc. Phone (T1 %2-7981 Fax QW12-9689 mm CHEssER'S GAP TOTAL DRIVEWAY VOLUMES PEAK SEASON PEAK HOUR 5d rnoE M M Chesser's Gap Traffic Impact Analysis VII. CONCLUSIONS The applicant is proposing the development of 116 residential condominium/townhouse units. An analysis of the traffic impacts associated with the proposed development was performed in accordance with City of Sebastian, Indian River County Land Development Regulations, and FDOT. The roadways in the vicinity of the site, as well as the study intersections, were evaluated to determine corresponding levels of service. The results of this analysis indicate that acceptable levels of service will be OR maintained on the roadway network and intersections serving the project. Furthermore, the project meets the requirements of Indian River County Concurrency Management System published September 3, 2008. The project is located beyond 8 miles from SR 60 between I-95 to 66th Avenue. Therefore, the project will not be required to contribute to the SR 60 Interest Share Special Fee. No REQUIRED IMPROVEMENTS Pursuant to the City of Sebastian/Indian River County Land Development Code a southbound auxiliary left -turn lane on Fleming Street at Wave Street will be required. POO r l i� E]_IJIOmley-Hom �+ 047962000 Page 19 and Associates, toe. APPENDIX Al TRAFFIC DISTRIBUTION & ASSIGNMENT A2 TURNING MOVEMENT COUNTS & SIGNAL TIMING DATA A3 TRAFFIC CALCULATIONS - A4 EXISTING AM PEAK HOUR CONDITIONS ANALYSIS AS EXISTING PM PEAK HOUR CONDITIONS ANALYSIS A6 BACKGROUND AM PEAK HOUR CONDITIONS ANALYSIS A7 BACKGROUND PM PEAK HOUR CONDITIONS ANALYSIS - A8 FULL DEVELOPMENT AM PEAK HOUR ANALYSIS A9 FULL DEVELOPMENT PM PEAK HOUR ANALYSIS A10 PROJECT LINK ASSIGNMENT Al TRAFFIC DISTRIBUTION & ASSIGNMENT � `ff 5� o p♦ ♦ c ♦ j of ''� ♦ r. v s• o; /00y S `J 'plb� ♦,'cy srf s 4 l � S \ rD i S � �♦ CHEBBERB OAP TRIP DISTRIBUTION INDIAN RIVER COUNTY 6113107 Licensed to Kimley-Horn and Associates, Inc. 0.1q J ---------------- TRIP DISTRIBUTION INDIAN RIVER COUNTY 6113101 Licensed to Klmley-Horn and Associates, Inc. A2 TURNING MOVEMENT COUNTS & SIGNAL TIMING DATA NO OR r+ Kimley-Horn & Associates, Inc. 60121 st Street, Suite 300 Vero Beach, Florida 32960 File Name : Wave St & Fleming St. AM 10-7-08 Site Code :1i111111 Start Date : 10/7/2008 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - FOaK 1 Or 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM Wave Street Southbound Fleming Street Westbound Wave Street Northbound Fleming Street I Eastbound Start Time I Right I Thru I Left I Truck I I Thru I Lett I Tuck Tool I Right I That I Left I Twa Tw I Right I Thou I Lett I Tuck I.rmr Peak Hour Analysis From 07:00 AM to 08:45 AM - FOaK 1 Or 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 16 4 0 2 22 0 0 0 0 0 0 8 5 0 13 3 0 25 1 29 64 07:45 AM 24 9 0 1 34 0 0 0 0 0 0 4 6 0 10 4 0 21 0 25 69 08:00 AM 4 4 0 1 9 0 0 0 0 0 0 4 2 0 6 1 0 17 2 20 35 08:15 AM 3 4 0 0 7 0 0 0 0 0 0 7 1 2 10 1 0 11 1 13 30 Total volume 47 21 0 4 72 0 0 0 0 0 0 23 14 2 39 9 0 74 4 87 198 % App. Tote) 65.3 29.2 0 5.6 0 0 0 0 0 59 35.9 5.1 10.3 0 85.1 4.6 PHF .490 .583 .000 .500 .529 .000 .000 .000 .000 .000 .000 .719 .583 .250 .750 .563 .000 .740 .500 .750 .717 ave Street Out In Total 97 72 169 E47 21 0 4 FU ht Thru Lett Tnck 1 I-1 Peak Hour Data T =o 0 UR m o2 No th k-2 3 - m m o M— Peak hour Begins at 07:30 AM Sm E Uns,1fled rso o m OMv� H 2 Ro 4-1 Lek Thr Right Truck 141 231 01 2 ® 3988 Out In Total M r. w Kimley-Horn & Associates, Inc. 601 21st Street, Suite 300 Vero Beach, Florida 32960 File Name : Wave St & Fleming St. AM 10-7-08 Site Code :11111111 Start Date : 10/7/2008 Page No : 1 Mnr.,ne Pdnfed-I lnehiffad 08:00 AM 4 Wave Street 0 1 Fleming Street 0 Wave Street 0 4 Fleming Street 0 1 0 17 Southbound 35 08:15 AM Westbound 4 0 Northbound 0 0 Eastbound 0 0 Start Time Ri ht Thru Leit Truck RI ht Thru Left Truck R1 ht Thru Left Truck RI ht Thru Left Truck Int7oWi Factor 1.0 .0 1.0 1,01D2 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 9 07:00 AM 3 3 0 0 0 0 0 0 0 6 1 0 0 1 10 0 24 07:15 AM 6 4 0 0 0 0 0 0 0 4 1 0 1 0 11 2 29 07:30 AM 16 4 0 2 0 0 0 0 0 8 5 0 3 0 25 1 64 07:45 AM 24 9 0 1 0 0 0 0 0 4 6 0 4 0 21 0 69 Total 49 20 0 3 0 0 0 0 0 22 13 0 8 1 67 3 186 08:00 AM 4 4 0 1 00 0 0 0 4 2 0 1 0 17 2 35 08:15 AM 3 4 0 0 0 0 0 0 0 7 1 2 1 0 11 1 30 08:30 AM 6 7 0 1 0 0 0 0 0 9 0 0 1 0 6 0 30 08:45 AM 9 6 0 0 0 0 0 0 0 11 2 0 0 0 9 0 37 Total 22 21 0 21 0 0 0 0 0 31 5 21 3 0 43 31 132 Grand Total 71 41 0 5 0 0 0 0 0 53 18 21 11 1 110 6 318 Apprch % 60.7 35 0 4.3 0 0 0 0 0 72.6 24.7 2.7 8.6 0.8 85.9 4.7 Total % 22.3 12.9 0 1.8 0 0 0 0 0 16.7 5.7 061 3.5 0.3 34.6 1.9 ave Street Out In Total 7E" 711 41111 01115 FU Ot Thu Lett Tn= F 30 �S 2 No th €-1 ~2 3 �- 107/2008 07:00 Ah1 0 107/2008 05:45 AM r o s 00 6 unsmftea o �o e Left Thru RIM Tnxk 181 531 01 2 I� 73 125 Out In Total W. Sftaat Kimley-Horn & Associates, Inc. 601 21st Street, Suite 300 Vero Beach, Florida 32960 File Name : Wave St & Fleming St. PM 10-7-08 Site Code : 22222222 Start Date : 10/7/2008 Page No :2 Wave Street Southbound Fleming Street Westbound Wave Street Fleming Street I Northbound Eastbound Start Time I night I Thru I Left I Truck .Ta+ I Right I ThrU I Left I Truck .Tey I Right I ThN I Lett I Truck ray I Right I ThrU I Lett I Truck .Tey veaK Hour Analysis r-rom U4:uu YM t0 ub:4b YM - t-eaK l OT l ..e Peak Hour for Entire Intersection Begins at 04:00 PM a* am Ara lel m m rrre L 04:00 PM 11 16 0 0 27 0 0 0 0 0 0 8 0 0 8 0 0 11 0 11 46 04:15 PM 7 14 0 1 22 0 0 0 0 0 0 13 2 1 16 0 0 4 0 4 42 04:30 PM 14 13 0 1 28 0 0 0 0 0 0 11 1 0 12 1 0 7 0 8 48 04:45 PM 15 10 0 1 26 0 0 0 0 0 0 13 1 1 15 0 0 4 0 4 45 Total volume 47 63 0 3 103 0 0 0 0 0 0 45 4 2 51 1 0 26 0 27 181 % App, Tote) 45.6 51.5 0 2.9 0 0 0 0 0 882 7.8 3.9 3.7 1 0 96.3 0 PHF .783 .828 .000 .750 .920 1.000 .000 .000 .000 .000 .000 .865 .500 .500 .797 .250 .000 .591 .000 .614 .943 avebtreet Out In Total 71103174 47 53 0 3 Hi ht Thu Leln Tnck �J 1 `i Peak Hour Data f y �o �O North_ m >° n N o 2 c ra— Peak Flour Begins at 04:00 PM 36 E i Unshitted r o o O�o= 41 T LeftThru RIM Truck 41 451 51 2 ® 51 05 Out In Total Wave ret _ Kimley-Horn & Associates, Inc. 60121 at Street, Suite 300 Vero Beach, Florida 32960 File Name : Wave St & Fleming St. PM 10-7-08 Site Code : 22222222 Start Date : 10/7/2008 Page No : 1 rdrnuos Printed- Llnshifted 05:00 PM 6 8 0 0 0 0 0 0 0 10 1 0 1 0 6 0 32 05:15 PM 14 9 0 1 0 0 0 0 0 5 0 0 0 0 9 1 39 05:30 PM 1 8 10 0 0 0 0 0 0 0 4 0 0 0 0 9 0 31 Grand Total 89 86 0 4 0 0 0 01 0 70 6 2 5 0 57 1 320 Apprch % 49.7 48 0 2.2 0 0 0 0 0 89.7 7.7 2.6 7.9 0 90.5 1.8 Total % 27.8 26.9 0 1.2 0 0 0 0 0 21.9 1.9 0.6 1.6 0 17.8 0.3 Wave Street Fleming Street Out In Total Wave Street Fleming Street 127 179 Southbound 89 86 0 4 Westbound Northbound Eastbound �f 1 1 Start Time RI Thm Left Truck RI ht Thru Left Truck Right Thru Left Truck Ri ht Thru Left Truck Int Total Factor .0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 11 16 0 0 0 0 0 0 0 8 0 0 0 0 11 0 46 04:15 PM 7 14 0 1 0 0 0 0 0 13 2 1 0 0 4 0 42 04:30 PM 14 13 0 1 0 0 0 0 0 11 1 0 1 0 7 0 48 04:45 PM 15 10 0 1 0 0 0 0 0 13 1 1 0 0 4 0 45 Total 47 53 0 3 0 0 0 0 0 45 4 2 1 0 26 0 181 05:00 PM 6 8 0 0 0 0 0 0 0 10 1 0 1 0 6 0 32 05:15 PM 14 9 0 1 0 0 0 0 0 5 0 0 0 0 9 1 39 05:30 PM 1 8 10 0 0 0 0 0 0 0 4 0 0 0 0 9 0 31 Grand Total 89 86 0 4 0 0 0 01 0 70 6 2 5 0 57 1 320 Apprch % 49.7 48 0 2.2 0 0 0 0 0 89.7 7.7 2.6 7.9 0 90.5 1.8 Total % 27.8 26.9 0 1.2 0 0 0 0 0 21.9 1.9 0.6 1.6 0 17.8 0.3 eve ee Out In Total 127 179 89 86 0 4 RI9M Trw WIt Truck �f 1 1 M o 2 North 4-J o 3 m ME M 804:00PM 2 o 4o' Oz 10/7/2008 05:45 PM �o o 05� Ureheled 0 a� �a o� Left ThM w� Twk 61 701 01 2 8178 189 Out In Total Wave Street �: r i A3 TRAFFIC CALCULATIONS Annual Background 0.158 PROJECT MATRIX AM PEAK LOCATION INTERSECNONEASTING Background Vested BACKGROUND Site Site Site SdSit.e PULL NUMBER DESCRIPTION praxh/ Mwemant PHF Approach Truck Raw Vdurres CONDITIONS Approach Distribution GroMh 3 Vested Projac Project Volumes Background Volumes CONDITIONS Erder Fat Tdps Ester Tps Fat Site Trips DEVELOPMENT CONDITIONS Number % PSCF Split 5.00% Vdurres° Distributed Diet % Dist. % , 10 40' A B C D E F G H I J K L M N 1 Rearing Staat1 10/72008 PSCF Wwe Street 7:30 AM PSCF - 1.05 SR 1.01 10,53 8% 47 51 0.69 8 0 8 59 0% 0,00 0,00 0 59 '-'4 S 06^_^_"`' 4 - 27 2] SL 1.09 0 _ D _ _0 _ o.c0 0 __.. _ __ 0 0 0 O% 8.00 0.00 S 8 _-.-0.00-_ 0_.__ ...0 __G _.___ _.____O ____ _ ---- _____.___- WT 1.05 0 0 0.00 0 o a 0 0 2% 0.00 MOB 1 1 0 0.00 0 0 0. 0 12% t NR 7.07 0.75 5% 0 0000__ ___ 0____ _____ ._0 .__ ___0.___ _. ____0 __.___ 0% 1.00 0.00 1 ___________1 25 0.63 - 4 ` ' 0' 4 29 29 NL 1.09 14 _ _15 ___..r 0.38 2 ___ __ 0 __O._ 2 17 % 0% 0.00 0.00 0 17 _-_2_____ ___12____ _ _________12ET 1.11 0 0 0.00 0 0 0 0 0 0% 1.00 0.00 1 180 "'0£39 j '.13 ,. '0. ,13 ." B9 93 PROJECT MATRIX PM PEAK Annual Back0mund 0.158 -r --fl --T - r. r, r. r . r. . r , r W. . r CHESSER'S GAP GROWTH RATE CALCULATIONS LM 1740 1741 1742 1743 9130 9140 9190 ONSTREET CR 512 CR 512 CR 512 CR 512 Fleming Srceet Fleming Street Barber Street FROM -STREET Roseland Road Barber Street Fl Street EasyStrew Easy Street CR 512 Englar Drive TO -STREET Barber Steer Fleming Street Easy Street Delaware Street CR 512 Main Street CR 512 2003 AADT 13,200 13.500 12,600 12,100 4,100 2,500 10,000 2004 AADT 15,200 14,500 14,900 13,900 4,000 2,800 10,900 2005 1 AADT WMT8 13,670 16,299 16,057 1,931 2,871 10,662 2006 AADT 12$09 13,777 13,754 13,268 1,257 2,060 10,7AG 2007 AADT 13,755 12,845 13,828 15,050 1,552 2,198 10,250 X Count affected by construction oo,uw to;auu 76,118 66,871 69,478 2003 TO 2007 0.54% GROWTH RATE NOTE: IRCO MINIMUM ALLOWABLE GROWTH RATE OF 5.00%UTII.IZED IN ALL TRAFFIC CALCULATIONS A4 EXISTING AM PEAK HOUR CONDITIONS ANALYSIS 1 . Two -Way Stop Control Page 1 of 1 UCS2000TM Copyright m 2003 University of Florida. All Rights Reserved file://C:\Documents and Settings\vishal.kakkad\Local Settings\Temp\u2k293.tmp Version 4.1d 10/10/2008 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed nalysis Time Period 10/7/2008 AM PEAK SEASON Intersection Jurisdiction Analysis Year FLEMINGSTREET/WAV STREET EXISTING CONDITIONS Project Description East/West Street: WAVE STREET North/South Street: FLEMING STREET Intersection Orientation: North-South Stud 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 Volume 15 25 0 0 23 51 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.53 0.53 Hourly Flow Rate, HFR 20 33 0 0 43 96 Percent Heavy Vehicles 5 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 80 0 10 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75 Hourly Flow Rate, HFR 0 0 0 106 0 13 Percent Heavy Vehicles 0 0 0 5 0 5 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 20 119 C (m) (vph) 1426 822 lc 0.01 0.14 5% queue length 0.04 0.50 Control Delay 7.6 10,1 LOS A g pproach Delay 10,1 pproach LOS g UCS2000TM Copyright m 2003 University of Florida. All Rights Reserved file://C:\Documents and Settings\vishal.kakkad\Local Settings\Temp\u2k293.tmp Version 4.1d 10/10/2008 AS EXISTING PM PEAK HOUR CONDITIONS ANALYSIS t Two -Way Stop Control Z, Iq Page 1 of 2 Rights Reserved file://C:\I)ocuments and Settings\vishal.kakkad\Local Settings\Temp\u2k29A.tmp 10/10/2008 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst Agency/Co. Performed Analysis Time Period 10/7/2008 PM PEAK SEASON Intersection JurDate Analysis nalysis Year FLEMING STREET/WAV STREET EXISTING CONDITIONS Project Description East/West Street: WAVE STREET North/South Street: FLEMING STREET 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 Volume 4 49 0 0 57 51 Peak -Hour Factor, PHF 0.80 0.80 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR 4 61 0 0 61 55 Percent Heavy Vehicles 4 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 28 0 1 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.61 1.00 0.61 Hourly Flow Rate, HFR 0 0 0 45 0 1 Percent Heavy Vehicles 0 0 0 2 0 2 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 Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 4 46 C (m) (vph) 1460 835 /c 0.00 0.06 5% queue length 0.01 0.17 Control Delay 75 9.6 LOS A A Approach Delay 9.6 Approach LOS A Rights Reserved file://C:\I)ocuments and Settings\vishal.kakkad\Local Settings\Temp\u2k29A.tmp 10/10/2008 A6 BACKGROUND AM PEAK HOUR CONDITIONS ANALYSIS s .l Two -Way Stop Control Page 1 of 2 �^ file://C:\Documents and Settings\vishal.kakkad\Local Settings\Temp\u2k2Al.tmp 10/10/2008 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period 10/7/2008 AM PEAK SEASON Intersection Jurisdiction Analysis Year FLEMINGSTREET/WAV STREET BACKGROUND CONDITIONS Project Description East/West Street: WAVE STREET North/South Street: FLEMING STREET Intersection Orientation: North-South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 17 29 0 0 27 59 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.53 0.53 Hourly Flow Rate, HFR 22 38 0 0 50 111 Percent Heavy Vehicles 5 1 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume [Hourly 0 0 0 93 0 12 eak-Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75 Flow Rate, HFR 0 0 0 124 0 16 ercent Heavy Vehicles 0 0 0 1 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 p Lanes 0 0 0 0 0 0 Configuration LR D ,Queue Length, and Level of Service pproach NB SB Westbound Eastbound Mela ovement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 22 140 C (m) (vph) 1400 797 /c 0.02 0.18 5% queue length 0.05 0,63 Control Delay 7.6 10.5 LOS A B pproach Delay 10.5 pproach LOS B �^ file://C:\Documents and Settings\vishal.kakkad\Local Settings\Temp\u2k2Al.tmp 10/10/2008 A7 BACKGROUND PM PEAK HOUR CONDITIONS ANALYSIS I iwo-way 3LOP "ntror r i =d file://CADocuments and Settings\vishal.kakkad\Local Settings\Temp\u2k2A8.tmp 10/10/2008 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period 10/7/2008 PM PEAK SEASON Intersection Jurisdiction Analysis Year FLEMINGSTREET/WAV STREET BACKGROUND CONDITIONS Project Description East/West Street: WAVE STREET North/South Street: FLEMING STREET Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 57 0 0 66 59 Peak -Hour Factor, PHF 0.80 0.80 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR 6 71 0 0 71 64 Percent Heavy Vehicles 4 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 32 0 1 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.61 1.00 0.61 Hourly Flow Rate, HFR 0 0 0 52 0 1 Percent Heavy Vehicles 0 0 0 2 0 2 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 Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 6 53 C (m) (vph) 1437 802 Vic 0.00 0.07 5% queue length 0.01 0.21 Control Delay 7.5 9.8 LOS A A pproach Delay 9.8 [Approach LOS A =d file://CADocuments and Settings\vishal.kakkad\Local Settings\Temp\u2k2A8.tmp 10/10/2008 A8 FULL DEVELOPMENT AM PEAK HOUR CONDITIONS ANALYSIS r wo- ry ay orop t.unrzoi L r r r r r r r' rage i of z r file://CADocuments and Settings\vishal.kakkad\Local Settings\Temp\u2k2AF.tmp 10/10/2008 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period 10/7/2008 AM PEAK SEASON Intersection Jurisdiction Analysis Year FLEMINGSTREET/WAV STREET FULL DEVELOPMENT CONDITIONS Project Description East/West Street: WAVE STREET North/South Street: FLEMING STREET Intersection Orientation: North-South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 17 29 1 8 27 59 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.53 0.53 0.53 Hourly Flow Rate, HFR 22 38 1 15 50 111 Percent Heavy Vehicles 5 6 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 1 46 93 1 12 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.75 a75 0.75 Hourly Flow Rate, HFR 1 1 46 124 1 16 Percent Heavy Vehicles 2 2 2 1 5 5 5 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 Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR L LTR LTR (vph) 22 15 48 141 C (m)(vph) 1400 1545 1010 684 lc 0.02 0.01 0.05 0.21 5% queue length 0.05 0.03 0.15 0.77 Control Delay 7.6 7.4 8.7 11.6 LOS A A A B -Approach Delay 8.7 11.6 pproach LOS A e r file://CADocuments and Settings\vishal.kakkad\Local Settings\Temp\u2k2AF.tmp 10/10/2008 A9 FULL DEVELOPMENT PM PEAK HOUR CONDITIONS ANALYSIS N z 0 Two -Way Stop Uontrot rage i or z file://C:\Documents and Settings\vishal.kakkad\Local Settings\Temp\u2k2B6.tmp 10/10/2008 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period 10/7/2008 PM PEAK SEASON Intersection Jurisdiction Analysis Year FLEMINGSTREET/TME STREET FULL DEVELOPMENT CONDITIONS Project Description East/West Street: WAVE STREET N orth/South Street: FLEMING STREET Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 5 57 1 44 66 59 Peak -Hour Factor, PHF 0.80 0.80 0.80 0.92 0.92 0.92 Hourly Flow Rate, HFR 6 71 1 47 71 64 Percent Heavy Vehicles 4 -- 3 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR I L TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 1 20 32 1 1 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.61 0.61 0.61 Hourly Flow Rate, HFR 1 1 20 52 1 1 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR L LTR LTR (vph) 6 47 22 54 C (m)(vph) 1437 1522 938 633 c 0.00 0.03 0.02 0.09 5% queue length 0.01 0.10 0.07 0.28 Control Delay 7.5 7.4 8.9 11.2 LOS A A A 8 pproach Delay 8.9 11.2 [Approach LOS A 8 file://C:\Documents and Settings\vishal.kakkad\Local Settings\Temp\u2k2B6.tmp 10/10/2008 PROJECT LINK ASSIGNMENT L Lr Pan CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUM/TOWNHOUSE UNITS Traffic counts In the EXISTING column were collected In 2007 f:s Trips Indicated In the VESTED column are as of 9/3/2008 %of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT REMAINING .D' W/ PROJECT 1 , 1010N S.R. A1A S. COUNTY LINE S. V8 CITY L. 950 244 21 0 685 28% 10105 S.R. AIA S. COUNTY LINE S. V8 CITY L. 950 322 11 0 617 35% 1020N S.R. At A S. VS CITY L 17TH STREET 930 939 13 0 -22 102% L' 10205 S.R. A1A S. VB CIN L 17TH STREET 930 1,014 3 0 -87 109% 1030N S.R. A1A 17THSTREET S.R. 60 860 956 60 0 -146 117% I030S S.R. AIA 17TH STREET S.R. 60 860 734 4 0 122 86% 1040N S.R. AIA S.R. 60 N. VB CIN L 860 912 29 0 -81 109% L 10405 S.R. A1A S.R. eO N. VS CITY L 860 825 14 0 21 98% 1050N S.R. AIA N. VB CITY FRED TUERK RD. 860 782 20 0 58 93% 10505 S.R. At A N. VS CIN L FRED TUERK RD. 860 981 10 0 -131 115% r 1060N S.R. A1A FRED TUERK RD. OLD WINTER BEACH RD 860 462 30 0 368 57% A 10605 S.R. AIA FRED TUERK RD. OLD WINTER BEACH RD 860 514 14 0 332 61% 1070N S.R. AtA OLD WINTER BEACH RD N. IRS L 660 566 41 0 253 71% 10705 S.R. AIA OLD WINTER BEACH RD N. IRS L 860 469 20 0 371 57% 1 - 1080N S.R.AIA N. IRS LN. C.R. 610 860 566 64 0 230 73% 10805 S.R. AIA N. IRS LN, C.R. 510 860 469 74 0 317 63% 1090N S.R.A1A C.R. 510 N. COUNTY LINE 998 343 59 0 596 40% 10905 S.R. AIA C.R. 510 N. COUNTY LINE 998 536 79 0 383 62% 11ION INDIAN RIVER BLVD. 4TH ST. ft US1 12TH STREET 1860 789 27 0 1044 44% A 11105 INDIAN RIVER BLVD. 4TH ST. 0US7 12TH STREET 1860 1,184 61 0 615 67% 1120N INDIAN RIVER BLVD. 12TH STREET S. VS CITY L 1860 1,024 11 0 825 56% 11205 INDIAN RIVER BLVD. 12THSTREET S. VB CITY L. 1860 1,541 51 0 268 86% 1 � 1130N INDIAN RIVER BLVD. S. VB CITY L. 17TH STREET 1880 1,O24 5 0 831 55% - 11305 INDIAN RIVER BLVD. S. VB CITY L. 17171 STREET 1860 1,541 39 0 280 85% 1140N INDIAN RIVER BLVD. 17TH STREET 21STSTREET 1860 1,002 19 0 839 55% / 11405 INDIAN RIVER BLVD. 17TH STREET 21ST STREET 1940 1,392 78 0 470 76% 1150N INDIAN RIVER BLVD. 21STSTREET S.R. 60 1860 1,458 94 0 308 83% 1150.5 INDIAN RIVER BLVD. 21ST STREET S.R. 60 2242 1,706 108 0 428 81% 1160N INDIAN RIVER BLVD. S.R. 60 W. VB CITY L 1860 1,222 46 0 592 68% ( 1160S INDIAN RIVER BLVD. S.R. 60 W. VB CITY L 2240 1,119 10 0 1111 50% 1170N INDIAN RIVER BLVD. W. VB CITY L US 1 Q 53RD ST. 1860 518 58 0 1284 31% 11705 INDIAN RIVER BLVD. W. VB CITY L US 1 0 53RD ST. 1937 419 21 0 1497 23% 12ION 1-95 N. COUNTY UNE C.R. 512 2740 1,504 0 0 1236 55% f 12105 1-95 N. COUNTY LINE C.R. 512 2740 1,509 10 0 1221 55% sal 1220N 1-95 C.R. 512 S.R. 60 2740 1,510 20 0 1210 56% 12205 1-95 C.R. 512 S.R. 60 2740 1,519 23 0 1198 56% 1230N 1-95 S.R. 60 OSLO ROAD 2890 1,726 48 0 1116 61% 12305 1-95 S.R. 60 OSLO ROAD 2890 1,712 35 0 1143 60% 1240N 1-95 OSLO ROAD S. COUNTY LINE 2890 1,716 37 0 1137 61% 12405 1-95 OSLO ROAD S. COUNTY LINE 2890 1,707 27 0 1156 60% f 1305N U.S.1 S. COUNTY LINE OSLO ROAD 1860 1,202 80 0 578 69% 13055 U.S.1 S. COUNTY LINE OSLO ROAD 1860 1,561 fie 0 213 89% 1310N U.S.1 OSLO ROAD 4TH ST. O IR BLVD. 2790 1,383 67 0 1340 52% 13105 U.S.1 OSLO ROAD 4TH ST, 0 I BLVD. 2790 1,820 91 0 879 68% ( 1315N U.S.1 4TH ST. ® IR BLVD. 8TH STREET 1860 881 34 0 045 49% 13155 U.S.1 4TH ST. 0 IR BLVD. 8TH STREET 1860 1,238 40 0 5112 69% 1320N U.S.1 8TH STREET 12TH STREET 1860 1,046 36 0 778 58% 13205 U.S.1 8TH STREET 12TH STREET 1860 1,220 51 0 509 68% { 13MN U.S.1 12TH STREET S. VS CITY L. 1710 1,228 38 0 446 74% 13255 U.S.1 12TH STREET S. VB CITY L. 1710 1,572 54 0 84 95% L Lr f. 06, 1 OR R Is N f On CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUM/TOWNHOUSE UNITS Traffic counts in the EXISTING column were collected In 2007 Trips indicated In the VESTED column are as of 9/3/2008 LINK ON STREET FROM STREET TO STREET CAPACITY EXIST, VESTED PROJECT 1330N U.S.1 S. V8 CITY L. 17TH STREET 1710 1,228 37 0 13305 U.S.1 S. VB CITY L. 17TH STREET 1710 1,572 54 0 1335N U.S.1 17TH STREET S.R. 60 1610 1,177 46 0 13365 U.S.1 17TH STREET S.R. 60 1510 1,125 26 0 134ON U.S.1 S.R. 60 ROYAL PALM PL 1820 1,287 6o 0 13405 U.S.1 S.R. 60 ROYAL PALM PL 1510 895 15 0 1345N U.S.1 ROYAL PALM PL ATLANTIC BLVD. 2116 998 50 0 13455 U.S.1 ROYAL PALM PL ATLANTIC BLVD. 1710 906 24 0 1350N U.S.1 ATLANTIC BLVD. N. VS CITY L 2322 1,039 50 0 135DS U.S.1 ATLANTIC BLVD. N. VB CITY L. 2010 1,596 73 0 1355N U.S.1 N. VS CITY L. OLD DIXIE HWY 2320 2,019 98 0 1355S U.S.1 N. VS CITY OLD DIXIE HWY 2010 1,039 47 0 136ON U.S.1 OLD DIXIE HWY 41STSTREET 2586 1.214 101 0 13605 U.S.1 OLD DIXIE HWY 41STSTREET 2010 843 45 0 1365N U.S.1 41STSTREET 45TH STREET 2352 1,093 80 0 1365S U.S.1 41STSTREET 45TH STREET 2010 790 36 0 1370N U.S.1 45TH STREET 49TH STREET 2384 1,281 95 0 13705 U.S.1 45TH STREET 49TH STREET 2010 747 32 0 1375N U.S.1 49TH STREET 65TH STREET 2568 1,604 147 0 13755 U.S.1 49TH STREET 65TH STREET 2010 1,094 127 0 13BON U.S.1 65TH STREET 69TH STREET 2631 1,565 134 0 1380S U.S.1 65TH STREET 69TH STREET 1860 863 99 0 13a5N U.S.1 69TH STREET OLD DIXIE HWY 2648 1,453 165 0 13855 U.S.1 69TH STREET OLD DIXIE HWY 1860 031 113 0 139ON U.S.1 OLD DIXIE HWY SCHUMANN DR. 2210 1.701 125 0 13905 U.S.1 OLD DIXIE HWY SCHUMANN DR. 1860 1,350 132 0 1395N U.S.1 SCHUMANN DR. C.R. 512 1860 971 94 0 1395S U.S.1 SCHUMANN DR. C.R. 512 1860 998 114 0 140ON U.S.1 C.R. 512 N. SEB. CITY L. 1710 1,142 50 0 14005 U.S.1 C.R. 512 N. SEB. CITY L. 1710 1,179 64 0 1405N U.S.1 N. SEB. CITY L ROSELAND RD. 1860 1,089 127 0 1405S U.S.1 N. SEB. CITY L. ROSELAND RD. 1860 1,124 159 0 1410N U.S.1 ROSELAND RD. N. COUNTY LINE 1860 11150 96 0 1410S U.S.1 ROSELAND RD, N. COUNTY LINE 1860 944 133 0 151ON SCHUMANN DR. C.R. 510 @ 68TH AVE. S. SEB. CITY L. 1377 853 9 0 15105 SCHUMANN DR. C.R. 510 ® 66TH AVE. S. SEB. CITY L 1377 477 14 0 152ON SCHUMANN DR. S. SEB. CITY L. U.S.1 860 142 7 0 1520S SCHUMANN DR. S. SEB. CITY L U.S.1 860 138 19 0 1610E ROSELAND RD. S.R. 512 N. SEB. CITY L. 860 337 23 0 16/9W ROSELAND RD. S.R.512 N. SEB. CITY L. 860 361 23 0 1620E ROSELAND RD. N. SEB, CITY L. U.S.1 860 389 42 0 1626W ROSELAND RD. N. SEB. CITY L. U,S.1 860 459 41 0 1710E C.R. 512 S.R. 60 1.95 860 448 40 0 171OW C.R. 512 S.R. 60 1.95 860 645 11 0 1720E C.R. 512 1-95 C.R. 510 1860 823 92 0 172OW C.R. 512 1-95 C.R. 510 1660 729 25 0 1730E C.R. 512 C.R. 510 W. SEB. CITY L. 1860 737 60 0 173OW C.R. 612 C.R. 510 W. SEB. CITY L. 1860 721 66 0 1740E C.R. 512 W. SEB. CITY L. ROSELAND RD, 1860 553 43 0 174OW C.R. 512 W. SEB. CITY L ROSELAND RD. 1860 542 49 0 1760E C.R. 812 ROSELAND RD. U.S.1 1860 584 48 17 REMAINING W/PROJECT 445 84 288 359 473 800 1068 780 1233 341 203 924 1271 1122 1179 1184 1008 1231 817 789 932 898 1030 916 384 378 795 748 518 467 644 577 614 783 515 BBB 711 703 500 476 429 360 372 204 945 1106 1063 1073 1264 1289 1211 % of LOS .D' 74% 95% 81% 76% 74% so% 50% 54% 47% 83% 91% 54% 51% 44% 50% 41% 58% 39% 68% 61% 65% 52% 61% 51% 83% 80% 57% 60% 70% 73% 65% 69% 67% 58% 63% 36% 17% 18% 42% 45% 50% 58% 57% 76% 49% 41% 43% 42% 32% 32% 35% CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUM/TOWNHOUSE UNITS Traffic counts In the EXISTING column were collected In 2007 Trips Indicated In the VESTED column are as of 9/3/2008 %of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT REMAINING W/PROJECT 175OW C.R. 512 ROSELAND RD. U.S.1 1860 695 41 29 1095 41% 1810E C.R. 510 C.R. 512 66TH AVE. 1860 272 185 0 1403 25% 1810W C.R. 510 C.R. 512 66TH AVE. 1860 667 106 0 1087 42% 1820E C.R. 510 66TH AVE. 58TH AVE. 1860 321 109 0 1430 23% 182OW C.R. 510 66TH AVE. 58TH AVE. 1860 667 116 0 1077 42% 1830E C.R. 510 58TH AVE. U.S.1 1860 396 117 0 1347 28% 183OW C.R. 510 58TH AVE. U.S.1 1860 717 145 0 998 46% 1840E C.R. 510 U.S,1 S.R. AIA 1900 656 239 0 1005 47% 184OW C.R. 610 U.S.1 S.R. AIA 1900 426 172 0 1302 31% 1905E S.13.60 W. COUNTY LINE C.R. 512 1810 201 9 0 1600 12% 1905W S.R. 60 W. COUNTY LINE C.R. 512 1810 206 9 0 1595 12% 1907E S.R. 60 C.R. 512 100TH AVE, 1810 230 1 0 1579 13% 1907W S.R. 60 C.R. 512 100THAVE. 1810 230 0 0 1580 13% 1910E S.R. 60 100THAVE, 1-95 1860 435 114 0 1311 30% 1910W S.R. 60 100TH AVE. 1-95 1660 336 191 0 1333 28% 1915E S.R. 60 1-95 82ND AVE. 1860 1,146 155 0 559 70% 1915W S.R. 60 1-95 82ND AVE. 2000 1,509 190 0 301 85% 1920E S.R. 60 82ND AVE. 66TH AVE. 2790 1=6 316 0 1248 55% 192OW S.R. 60 82ND AVE. 66TH AVE. 2790 1,890 285 0 615 76% 1925E S.R. 60 68TH AVE. 58TH AVE. 2790 1,351 183 0 1256 55% 1925W S.R. 60 66TH AVE. 58TH AVE. 2790 1,792 261 0 737 74% 1930E S.R. 60 58TH AVE. 43RD AVE. 2790 1,339 218 0 1233 561/6 193OW S.R. 60 58TH AVE. 43RD AVE. 2790 1,651 358 0 781 72% 1935E S.R. 60 43RD AVE. 27TH AVE. 2790 1,390 193 0 1207 57% 1935W S.R. 60 43RD AVE. 27TH AVE. 2790 1,656 288 0 846 701% 1940E S.R. 60 27TH AVE. 20TH AVE. 2790 1,225 146 0 1419 49% 194OW S.R. 60 27TH AVE. 20TH AVE. 2790 1,285 291 0 1214 56% 1945E S.R. 60 20TH AVE. OLD DIXIE HWY 3252 1,201 130 0 1921 41% 1945W S.R. 80 20TH AVE. OLD DIXIE HWY 3252 1,281 208 0 1763 46% 1950E S.R. 60 OLD DIXIE HWY 10TH AVE, 3252 1,057 51 0 2144 34% 195DW S.R. 60 OLD DIXIE HWY 10TH AVE. 3252 999 136 0 2117 35% 1955E S.R. 60 10TH AVE. U.S.1 3252 1,099 42 0 2111 35% 1955W S.R. 60 10TH AVE, USA 3252 639 104 0 2509 23% 1960E S.R. 60 U.S.1 INDIAN RIVER BLVD. 3252 784 8 0 2460 24% 196OW S.R. 60 U.S.1 INDIAN RIVER BLVD. 3252 482 50 0 2720 16% 1965E S.R. 60 INDIAN RIVER BLVD. ICWW 1860 980 7 0 873 53% 1965W S.R. 60 INDIAN RIVER BLVD. ICWW 1860 1,436 1 0 423 77% 1970E S.R. 60 ICWW S.R. AIA 1860 958 9 0 893 52% 197OW S.R. 60 ICWW S.R. AIA 1860 1,017 7 0 936 55% 2020E 16TH STREET 58TH AVE. 43RD AVE. 860 150 52 0 658 23% 202OW 16TH STREET 58TH AVE. 43RD AVE. 860 252 43 0 565 34% 2030E 16TH STREET 43RD AVE. 27TH AVE. 860 367 43 0 450 48% 203OW 16TH STREET 43RD AVE. 27TH AVE. 860 538 36 0 286 6766 2040E 16TH STREET 27TH AVE. 20TH AVE. 860 597 29 0 234 73% 204OW 16TH STREET 27TH AVE. 20TH AVE. 860 577 45 0 238 72% 2050E 16TH STREET 20TH AVE. OLD DIXIE HWY 1260 530 19 0 711 44% 2050W 16TH STREET 20TH AVE. OLD DIXIE HWY 1260 775 36 0 449 64% 2060E 16TH/17TH STREET OLD DIXIE HWY U.S.1 1710 5114 37 0 1089 36% 206OW 16TH117TH STREET OLD DIXIE HWY U.S.1 1710 698 34 0 978 43% 2110E 17TH STREET U.S.1 INDIAN RIVER BLVD. 1710 496 25 0 1190 30% 211OW 17TH STREET U.S.1 INDIAN RIVER BLVD. 1710 744 18 0 948 45% r L f I• { 1m. f— i- CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUM/TOWNHOUSE UNITS Traffic counts in the EXISTING column were collected In 2007 Trips Indicated In the VESTED column are as of 9/3/2008 LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT 2120E 17TH STREET 212OW 17TH STREET 2210E 12TH STREET 221OW 12TH STREET 2220E 12TH STREET 222OW 12TH STREET 2230E 12TH STREET 223OW 12TH STREET 2240E 12TH STREET 2240W 12TH STREET 2250E 12TH STREET 226OW 12TH STREET 2260E 12TH STREET 226OW 12TH STREET 2305N OLD DIXIE HWY 23055 OLD DIXIE HWY 2310N OLD DIXIE HWY 23105 OLDDIXIEHWY 2315N OLD DIXIE HWY 23155 OLD DIXIE HWY 232ON OLD DIXIE HWY 23205 OLD DIXIE HWY 2325N OLD DIXIE HWY 23255 OLD DIXIE HWY 23SON OLD DIXIE HWY 233DS OLD DIXIE HWY 2335N OLD DIXIE HWY 2335S OLD DIXIE HWY 2345N OLD DIXIE HWY 2345S OLD DIXIE HWY 235ON OLD DIXIE HWY 2350S OLD DIXIE HWY 2355N OLD DIXIE HWY 23WS OLD DIXIE HWY 2360N OLD DIXIE HWY 23605 OLD DIXIE HWY 2365N OLD DIXIE HWY 23855 OLD DIXIE HWY 241ON 27TH AVENUE 2410S 27TH AVENUE 242ON 27TH AVENUE 2420S 27TH AVENUE 243ON 27TH AVENUE 2430S 27TH AVENUE 244ON 27TH AVENUE 24405 27TH AVENUE 2450N 27TH AVENUE 24505 27TH AVENUE 246ON 27TH AVENUE 24603 27TH AVENUE 247ON 27TH AVENUE INDIAN RIVER BLVD, S.R. AtA 1860 944 18 0 INDIAN RIVER BLVD, S.R. AIA 1860 1,040 9 0 82ND AVE. 58TH AVE. 870 18 2 0 82ND AVE. 58TH AVE, 870 102 0 0 58TH AVE. 43RD AVE. 860 188 48 0 58TH AVE. 43RD AVE. 860 254 39 0 43RD AVE. 27TH AVE. 860 783 22 0 43RD AVE. 27TH AVE. 860 433 19 0 27TH AVE. 20TH AVE. 860 463 17 0 27TH AVE. 20TH AVE. 860 514 16 0 20TH AVE. OLD DIXIE HWY 860 461 21 0 20TH AVE. OLD DIXIE HWY 860 674 18 0 OLD DIXIE HWY U.S.1 1368 564 16 0 OLD DIXIE HWY U.S.1 1368 782 18 0 S. COUNTY LINE OSLO ROAD 860 325 23 0 S. COUNTY LINE OSLO ROAD 860 469 9 0 OSLO ROAD 4TH STREET 860 349 49 0 OSLO ROAD 4TH STREET 860 469 40 0 4TH STREET 8TH STREET 810 440 47 0 4TH STREET 8TH STREET 810 546 46 0 8TH STREET 12TH STREET 810 535 25 0 8TH STREET 12TH STREET 810 683 27 0 12TH STREET S. VB CITY L. 810 383 9 0 12TH STREET S. VB CITY L. 810 391 13 0 S. VB CITY L 16TH STREET 850 383 9 0 S. VB CITY L. 16TH STREET 850 391 10 0 16TH STREET S.R. 60 850 266 17 0 16TH STREET S.R. 60 850 214 18 0 41ST STREET 45TH STREET 860 214 38 0 41ST STREET 45TH STREET 860 182 27 0 45TH STREET 49TH STREET 860 128 52 0 45TH STREET 49TH STREET 860 134 32 0 49TH STREET SETH STREET 860 162 85 0 49TH STREET 65TH STREET 860 136 70 0 66TH STREET 69TH STREET 860 215 20 0 65TH STREET 69TH STREET 860 96 13 0 69TH STREET C.R. 510 860 205 20 0 69TH STREET C.R. 510 860 91 9 0 S. COUNTY LINE OSLO ROAD 1268 648 243 0 S. COUNTY LINE OSLO ROAD 1268 824 416 0 OSLO ROAD 4TH STREET 1268 506 157 0 OSLO ROAD 4TH STREET 1268 551 252 0 4TH STREET 8TH STREET 1020 534 102 0 4TH STREET STH STREET 1020 777 181 0 8TH STREET 12TH STREET 1020 473 75 0 STH STREET 12TH STREET 1020 765 131 0 12TH STREET S. V8 CITY L. 1020 825 66 0 12TH STREET S. VB CITY L. 1020 778 114 0 S. VB CITY L. 16TH STREET 1020 825 61 0 S. VS CITY L. 16TH STREET 1020 778 112 0 16TH STREET S.R. 60 1020 792 38 0 REMAINING WIPROJECT 898 811 850 768 624 567 55 408 380 330 378 168 788 568 512 382 462 351 323 218 250 100 418 406 458 449 547 620 608 651 680 694 613 654 625 751 635 760 1T7 0 405 0 384 0 472 124 129 128 134 130 190 % of LOS 'D. 52% 56% 2% 12% 27% 34% 94% 53% 56% 62% 56% 80% 42% 58% 40% 56% 46% 59% 60% 73% 6r"/ 88% 48% 50% 46% 47°/ 36% 27% 29% 24% 21% 19% 29% 24% 27% 13% 26% 12% 86% 100% 68% 100% 62% 100% 54 88% 87% 87% 87% 87% 81% i aso I L a`a i see I i R ass CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUMITOWNHOUSE UNITS Traffic counts In the EXISTING column were collected In 2007 Trips Indicated in the VESTED column are as of 9/3/2008 LINK ON STREET FROMSTREET TO STREET CAPACITY EXIST. VESTED PROJECT 24705 27TH AVENUE 16TH STREET S.R. 60 1020 694 62 0 2480N 27TH AVENUE S.R. 60 ATLANTIC BLVD. 810 264 18 0 24805 27TH AVENUE S.R. 60 ATLANTIC BLVD, 810 416 28 0 251ON 27TH AVENUE ATLANTIC BLVD. AVIATION BLVD. 810 309 2 0 2510S 27TH AVENUE ATLANTIC BLVD. AVIATION BLVD, 810 569 6 0 2530E OSLO ROAD 82ND AVE. 58TH AVE. 870 561 59 0 263OW OSLO ROAD 82ND AVE. 58TH AVE. 870 184 64 0 2540E OSLO ROAD SETH AVE. 43RD AVE. 1953 661 187 0 2540W OSLO ROAD 58TH AVE. 43RD AVE. 1953 493 66 0 2550E OSLO ROAD 43RD AVE. 27TH AVE 1953 792 156 0 26WW OSLO ROAD 43RD AVE. 27TH AVE. 1953 711 128 0 2560E OSLO ROAD 27TH AVE. 20TH AVE. 1953 480 94 0 256OW OSLO ROAD 27TH AVE. 20TH AVE. 1953 618 65 0 2570E OSLO ROAD 20TH AVE. OLD DIXIE HWY 1953 763 159 0 257OW OSLO ROAD 20TH AVE. OLD DIXIE HWY 1953 665 140 0 2580E OSLO ROAD OLD DIXIE HWY U.S.1 1953 504 80 0 258OW OSLO ROAD OLD DIXIE HWY USA 1953 684 95 0 2610E 8TH AVENUE 17TH STREET S. VB CITY L 860 335 5 0 261ON 6TH AVENUE 17TH STREET S. VB CITY L. 660 335 1 0 2610S 6TH AVENUE 17TH STREET S. VB CITY L 860 421 4 0 282ON 6TH AVENUE S. VS CITY L S.R. 60 850 315 2 0 28205 8TH AVENUE S. VS CITY L. S.R. 60 850 421 1 0 2710N 10TH AVENUE S.R. 60 ROYAL PALM BLVD. 810 131 0 0 27105 10THAVENUE S.R. 60 ROYAL PALM BLVD. 810 184 0 0 272ON 10TH AVENUE ROYAL PALM BLVD. 17TH STREET 810 218 0 0 2720S 10TH AVENUE ROYAL PALM BLVD. 17TH STREET 810 1S4 0 0 28fON 20TH AVENUE OSLO ROAD 4TH STREET 860 310 66 0 28105 20TH AVENUE OSLO ROAD 4TH STREET 860 321 119 0 2820N 20TH AVENUE 4TH STREET STH STREET 810 338 34 0 26205 20TH AVENUE 4TH STREET 8TH STREET 810 572 56 0 263ON 20TH AVENUE 8TH STREET 12TH STREET 810 325 25 0 28305 20TH AVENUE 8TH STREET 12TH STREET 810 532 40 0 284ON 20TH AVENUE 12TH STREET S. VB CITY L 1710 317 15 0 28405 20TH AVENUE 12TH STREET S. VS CITY L 1710 473 13 0 2850N 20TH AVENUE S. VB CITY L. 16TH STREET 1800 317 7 0 2650S 20TH AVENUE S. VB CITY L. 18TH STREET 1BD0 473 13 0 286ON 20TH AVENUE 16TH STREET S.R. 60 1800 326 11 0 28605 20TH AVENUE 16TH STREET S.R. 60 1800 226 13 0 287ON 20TH AVENUE S.R. 60 ATLANTIC BLVD. 850 163 8 0 2870S 20TH AVENUE S,R. 60 ATLANTIC BLVD, 850 72 12 0 2905N 43RD AVENUE S. COUNTY LINE OSLO ROAD 950 348 138 0 2906S 43RD AVENUE S. COUNTY LINE OSLO ROAD 950 314 218 0 2910N 43RD AVENUE OSLO ROAD 4TH STREET 1068 483 124 0 29105 43RD AVENUE OSLO ROAD 4TH STREET 1068 462 175 0 2015N 43RD AVENUE 4TH STREET 8TH STREET 1020 499 105 0 29165 43RD AVENUE 4TH STREET 8TH STREET 1020 661 157 0 292ON 43RD AVENUE STH STREET 12TH STREET 1071 923 99 0 2920S 43RD AVENUE 8TH STREET 12TH STREET 1071 645 148 0 2925N 43RD AVENUE 12TH STREET 16TH STREET 1071 499 74 0 29255 43RD AVENUE 12TH STREET 18TH STREET 1071 627 113 0 293ON 43RD AVENUE 16TH STREET S.R. 60 1796 558 76 0 REMAINING W/PROJECT 264 538 366 419 235 250 622 1205 1394 1005 1114 1379 1270 1031 1148 1369 1174 520 524 435 533 428 679 626 592 626 484 420 438 182 460 238 1378 1224 1476 1314 1463 1561 679 766 464 418 461 431 416 202 49 278 498 331 1162 % of LOS .D. 74% 34% 55% 48% 71% 71% 29% 38% 29% 49% 43% 29% 35% 47% 41% 30% 40% 40% 39% 49% 37% 50% 16% 23% 27% 23% 44% 51% 46% 781/6 43% 71% 19% 28% 18% 27% 19% 13% 20% 10% 51% 56% 57% 60% 59% 60°.6 95% 74% 64% 69% 35% ., CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUMITOWNHOUSE UNITS Traffic counts In the EXISTING column were collected In 2007 Trips Indicated In the VESTED column are as of 91=008 ^r %of LOSW/PROJECT LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT REMAINING .O 29305 43RD AVENUE 16TH STREET S.R. 60 1796 675 107 0 1014 44% NOW 2935N 43RD AVENUE S.R. 60 26TH STREET 1796 386 87 0 1343 25% 29355 43RD AVENUE S.R. 60 26TH STREET 1796 576 24 0 1196 33% 294ON 43RD AVENUE 26TH STREET 41ST STREET 860 361 94 0 405 53% 2940S 43RD AVENUE 26TH STREET 41STSTREET 860 362 36 0 462 46% 2945N 43RD AVENUE 41ST STREET 45TH STREET 860 305 69 0 486 43% 2945S 43RD AVENUE 41STSTREET 45TH STREET 860 284 38 0 538 37% 2950N 43RD AVENUE 45TH STREET 49TH STREET 860 206 120 0 532 38% 2950S 43RD AVENUE 45TH STREET 49TH STREET 860 148 52 0 660 23% 4� 3005N 58TH AVENUE OSLO ROAD 4TH STREET 1860 387 73 0 1406 24% 30055 58TH AVENUE OSLO ROAD 4TH STREET 1860 512 108 0 1240 33% 3010N SETH AVENUE 4TH STREET 8TH STREET 1710 672 57 0 981 43% r� 3010S 58TH AVENUE 4TH STREET 8TH STREET 1710 752 84 0 874 49% 3015N 58TH AVENUE 8TH STREET 12TH STREET 1710 743 09 0 870 496h 3015S 58TH AVENUE BTH STREET 12TH STREET 1710 952 69 0 689 60% 302ON 58TH AVENUE 12TH STREET 16TH STREET 1710 1,229 138 0 343 80% A 30205 58TH AVENUE 12TH STREET 16TH STREET 1710 1,055 113 0 542 68% 3025N 58TH AVENUE 16TH STREET S.R. 60 1710 1,139 210 0 361 796A 30265 58TH AVENUE 18TH STREET S.R. 60 1710 981 194 0 535 69% 303ON SETH AVENUE S.R-60 41STSTREET 1860 920 123 0 817 56% 303DS SETH AVENUE S.R. 60 41STSTREET 1860 863 97 0 900 52% 3035N 58TH AVENUE 41ST STREET 45TH STREET 860 545 176 0 139 84% 30355 58TH AVENUE 41STSTREET 45TH STREET 860 484 107 0 269 69% 304ON 58TH AVENUE 45TH STREET 49TH STREET 860 489 200 0 171 80% 30405 SETH AVENUE 45TH STREET 49TH STREET 860 418 118 0 324 62% 3045N 58TH AVENUE 49TH STREET 65TH STREET 860 545 265 0 50 94% 3045S 58TH AVENUE 49TH STREET 65TH STREET 860 402 134 0 324 62% 3050N 58TH AVENUE 65TH STREET 69TH STREET 860 412 105 0 343 60% 30505 58TH AVENUE 65TH STREET 69TH STREET 860 330 117 0 413 52% 3055N 58TH AVENUE 69TH STREET C.R. 510 860 399 102 0 359 581/6 3055S SETH AVENUE 69TH STREET C.R. 510 860 266 91 0 503 42% 312ON 66TH AVENUE S.R. 60 26TH STREET 860 426 144 0 290 66% 31205 66TH AVENUE S.R. 60 26TH STREET 860 529 a5 0 246 71% 313ON 66TH AVENUE 26TH STREET 41STSTREET 860 469 151 0 240 72% 3130S 66TH AVENUE 26TH STREET 41STSTFIEET 860 396 99 0 363 58% 3140N 66TH AVENUE 41STSTREET 45TH STREET 950 706 66 0 178 81% 31405 66TH AVENUE 41ST STREET 45TH STREET 950 441 54 0 455 52% 31SON 66TH AVENUE 45TH STREET 65TH STREET 870 678 71 0 121 86% aA 31505 66TH AVENUE 45TH STREET 65TH STREET 870 376 a5 0 439 50% 316ON 66TH AVENUE 65TH STREET 69TH STREET 870 681 44 0 145 83% 31605 SETH AVENUE 65TH STREET 69TH STREET 870 350 42 0 478 45% 317ON 66TH AVENUE 69TH STREET C.R. 510 1860 723 60 0 1077 42% 4A 3170S 66TH AVENUE 69TH STREET C.R. 510 1660 360 50 0 1450 22% 3210N 74TH AVENUE 18TH STREET SR 60 860 93 0 0 767 11% 3210S 74TH AVENUE 18TH STREET SR 60 860 118 0 0 742 14% 331ON 82ND AVENUE OSLO ROAD 4TH STREET 950 161 18 0 771 19% 33105 62ND AVENUE OSLO ROAD 4TH STREET 950 1 220 22 0 708 25% 332ON 02ND AVENUE 4TH STREET 12TH STREET 950 194 82 0 674 29% 33205 82ND AVENUE 4TH STREET 12TH STREET 950 208 140 0 602 37% 3330N 82ND AVENUE 12TH STREET S.R. 60 860 235 _ 195 0 430 50% 3330S 82ND AVENUE 12TH STREET S.R. 60 860 224 230 0 406 53% L' CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUM/TOWNHOUSE UNITS Traffic counts In the EXISTING column were collected in 2007 • Trips indicated In the VESTED column are as of 9/312008 %of LOSW/PROJECT LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT REMAINING �D' 334ON 82ND AVENUE S.R. 60 65TH STREET 410 62 15 0 343 16% 3340S 82ND AVENUE S.R. 60 65TH STREET 410 43 16 0 351 14% 335ON 82ND AVENUE 66TH STREET 69TH STREET 410 21 15 0 374 9% WEDS 82ND AVENUE SETH STREET 69TH STREET 410 18 15 0 377 8% a✓•' 336ON 98TH AVENUE 8TH STREET 12TH STREET 860 134 42 0 684 20% 33605 98TH AVENUE STH STREET 12TH STREET 860 188 78 0 594 31% 337ON 98TH AVENUE 12TH STREET 16TH STREET 860 92 106 0 662 23% 33705 98TH AVENUE 12TH STREET 16TH STREET 660 64 194 0 612 29% .i 3380N 98TH AVENUE 16TH STREET SR 80 860 28 106 0 726 16% 3380S 98TH AVENUE 16TH STREET SR 60 860 25 194 0 641 25% 339ON SETH AVENUE SR 60 26TH STREET 860 12 0 0 948 1% 3390S 98TH AVENUE SR 60 28TH STREET 860 11 0 0 849 1% y 3610E 77TH STREET 66TH AVE. U.S.1 820 60 6 0 754 8% _ 361OW 77TH STREET 66TH AVE. U.S.1 820 150 2 0 668 19% 3710E 69TH STREET 02ND AVE. 66TH AVE. 410 37 33 0 340 17% 3710W 69TH STREET a2ND AVE. 66TH AVE 410 24 33 0 353 14% 3720E 69TH STREET 66TH AVE. 58TH AVE. 870 33 17 0 a20 6% 3726W 69TH STREET 66TH AVE. SETH AVE 870 78 22 0 770 11% 3730E 69TH STREET 58TH AVE. OLD DIXIE HWY 870 48 14 0 808 7% ole" 373OW 69TH STREET 58TH AVE. OLD DIXIE HWY 870 78 14 0 778 11% 3740E 69TH STREET OLD DIXIE HWY U.S.1 870 49 4 0 817 6% 374OW 69TH STREET OLD DIXIE HWY U.S.1 870 78 4 0 788 9% 3820E 65TH STREET 66TH AVE. 58TH AVE. 870 36 20 0 814 6% 382OW 65TH STREET 66TH AVE. 58TH AVE. 870 76 19 0 775 11% 3830E 65TH STREET 58TH AVE OLD DIXIE HWY 870 74 17 0 779 10% 3a30W 85TH STREET 58TH AVE. OLD DIXIE HWY 870 110 16 0 744 14% 3840E 65TH STREET OLD DIXIE HWY U.S.1 870 58 1 0 all 7% 304OW 65TH STREET OLD DIXIE HWY U.S.1 870 68 4 0 798 8% - 4220E 49TH STREET 66TH AVE. 68TH AVE. 860 28 31 0 801 7% 422OW 49TH STREET 66TH AVE. 58TH AVE. 860 33 19 0 809 6% 4230E 49TH STREET 58TH AVE. 43RD AVE. 860 137 17 0 706 18% 423OW 49TH STREET BETH AVE. 43RD AVE. 860 lee 28 0 666 23% " 4240E 49TH STREET 43RD AVE. OLD DIXIE HWY 810 167 66 0 577 29% 4240W 49TH STREET 43RD AVE. OLD DIXIE HWY 810 33 71 0 706 13% L 4250E 49TH STREET OLD DIXIE HWY U.S.1 810 98 5 0 707 13% 4250W 49TH STREET OLD DIXIE HWY U.S.1 810 119 21 0 670 17% 4320E 45TH STREET 66TH AVE. 58TH AVE. 860 97 9 0 754 12% 432OW 45TH STREET 66TH AVE. 58TH AVE. 660 126 5 0 729 15% L 4330E 45TH STREET 58TH AVE. 43RD AVE, 860 154 15 0 691 20% 433OW 46TH STREET 58TH AVE. 43RD AVE. 860 208 40 0 612 29% 4340E 45TH STREET 43RD AVE. OLD DIXIE HWY 860 243 22 0 595 31% { aia 4340W 45T18TREET 43RD AVE. OLD DIXIE HWY 860 303 25 0 532 38% 4350E 46TH STREET OLD DIXIE HWY INDIAN RIVER BLVD. 860 153 9 0 898 19% " 435OW 45TH STREET OLD DIXIE HWY INDIAN RIVER BLVD, 860 225 20 0 615 28% 4420E 41ST STREET 68TH AVE. 68TH AVE. 870 76 7 0 795 10% 442OW 41STSTAEET 66TH AVE. 58TH AVE, 870 126 0 0 738 15% _ 4430E 41 ST STREET 68TH AVE. 43RD AVE. 860 198 21 0 641 251/6 443OW 41STSTREET 58TH AVE. 43RD AVE. 660 233 41 0 588 32% 4440E 41STSTREET 43RD AVE. OLD DIXIE HWY 860 218 32 0 810 29% L 444OW 41STSTREET 43RD AVE. OLD DIXIE HWY 860 229 20 0 911 29% 4450E 41STSTREET OLD DIXIE HWY INDIAN RIVER BLVD. 860 157 5 0 898 19% L' 106 .i CHESSER'S GAP -116 RESIDENTIAL CONDOMINIUM/TOWNHOUSE UNITS Traffic counts In the EXISTING column were collected In 2007 ai Trips Indicated in the VESTED column are as of 9/3/2006 li Al + ?� 1 (� i f LINK ON STREET 445OW 41STSTREET 4480E 37TH STREET 4460W 37TH STREET 4720E 26TH STREET 472OW 26TH STREET 4730E 26TH STREET 473OW 26TH STREET 4740E 26TH STREET 474OW 26TH STREET 4750E 26TH STREET 475OW 26TH STREET 4830E STH STREET 483OW BTH STREET 4840E 6TH STREET 484OW STH STREET 4850E 8TH STREET 485OW BTH STREET 4880E STH STREET 486OW 8TH STREET 4870E BTH STREET 487OW STH STREET 4880E 8TH STREET 488OW 8TH STREET 4910E 4TH STREET 491OW 4TH STREET 4930E 4TH STREET 493OW 4TH STREET 4940E 4TH STREET 494OW 4TH STREET 4950E 4TH STREET 495OW 47H STREET 4960E 4TH STREET 496OW 4TH STREET 4970E 4TH STREET 497OW 4TH STREET 5010E 18TH STREET 5010W 16TH STREET 5810E FRED TUERK DR. 561OW FRED TUERK DR. 5710E WINTER BEACH RD. 571OW WINTER BEACH RD. 5810E ATLANTIC BLVD. 581OW ATLANTIC BLVD. 5820E ATLANTIC BLVD. 5820W ATLANTIC BLVD. 5910E AVIATION BLVD. 591OW AVIATION BLVD. 6010E ROYAL PALM BLVD. 601OW ROYAL PALM BLVD, 8110E ROYAL PALM PL. 6116W ROYAL PALM PL. FROM STREET TO STREET OLD DIXIE HWY INDIAN RIVER BLVD. U.S.1 INDIAN RIVER BLVD. U.S.1 INDIAN RIVER BLVD. 66TH AVE. 58TH AVE. 66TH AVE. 58TH AVE. SETH AVE. 43RD AVE. 58TH AVE. 43RD AVE. 43RD AVE. AVIATION BLVD. 43RD AVE, AVIATION BLVD, AVIATION BLVD. 27TH AVE. AVIATION BLVD. 27TH AVE. 58TH AVE. 43RD AVE. 68TH AVE. 43RD AVE. 43RD AVE. 27TH AVE. 43RD AVE. 27TH AVE. 27TH AVE. 20TH AVE 27TH AVE. 20TH AVE. 20TH AVE. OLD DIXIE HWY 20TH AVE. OLD DIXIE HWY OLD DIXIE HWY U.S.1 OLD DIXIE HWY U.S.1 U.S.1 INDIAN RIVER BLVD. U.S.1 INDIAN RIVER BLVD. 82ND AVE. 58TH AVE 82ND AVE. 56TH AVE. 58TH AVE. 43RD AVE. 58TH AVE. 43RD AVE. 43RD AVE. 27TH AVE. 43RD AVE. 27TH AVE. 27TH AVE. 20TH AVE. 27TH AVE. 20TH AVE. 20TH AVE. OLD DIXIE HWY 20TH AVE. OLD DIXIE HWY OLD DIXIE HWY U.S.1 OLD DIXIE HWY U.S.1 74TH AVENUE 82ND AVENUE 74TH AVENUE 82ND AVENUE AIA W.OFC000NUTDR. AIA W. OF COCONUT DR. A1A JUNGLE TRAIL A1A JUNGLE TRAIL 27TH AVE. 20TH AVE. 27TH AVE. 20TH AVE. 20TH AVE. USA 20TH AVE. U.S.1 26TH STREET 27TH AVE. 28TH STREET 27TH AVE. ROYAL PALM PL INDIAN RIVER BLVD. ROYAL PALM PL. INDIAN RIVER BLVD. U.S.1 INDIAN RIVER BLVD. U.S.1 INDIAN RIVER BLVD, CAPACITY 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 810 810 010 810 860 860 870 870 860 860 660 860 860 860 860 860 810 810 860 860 860 860 860 860 860 860 860 860 1280 1280 880 880 680 880 EXIST. 160 361 667 284 479 375 546 430 606 150 280 216 215 595 460 573 543 359 664 346 526 279 542 78 111 202 187 286 428 594 522 352 544 403 547 46 43 129 96 39 120 100 167 40 78 159 147 270 116 341 396 VESTED 18 9 16 48 49 29 38 11 17 10 15 18 9 46 27 11 9 16 19 19 26 12 12 3 1 11 7 20 16 10 13 37 52 32 38 0 0 0 0 8 4 2 0 1 3 3 20 0 9 5 17 PROJECT 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 0 0 REMAINING %of LOS•p• W/PROJECT 682 21% 490 43% 177 79% 528 39% 332 61% 456 47% 276 68% 419 51% 235 73% 700 19% 565 34% 625 27% 636 26% 219 75% 373 57% 276 68% 308 64% 435 46% 127 84% 445 45% 258 68% 569 34% 306 64% 789 9% 758 13% 647 25% 666 23% 554 36% 416 52% 256 70.,4 325 62% 471 45% 264 69% 375 54% 225 72% 614 5% 817 5% 731 15% 764 71% 813 5% 736 14% 756 12% 693 19% 819 5% 781 9% 1116 13% 1113 13% 610 31% 755 14% 634 39% 407 47% I� HIW7962000\Revised Repod_10-08gChessees Gap - Link Tables 9-3.08.xis]Link Tables i i