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HomeMy WebLinkAbout2007 Traffic Operations Analysis11 MAIN STREET & Wii�. I �• _i Traffic Operations Analysis Indian River County, Florida Prepared for: Schulke, Bittle, & Stoddard, LLC 1717 Indian River Boulevard, Suite 201 Vero Beach, Florida 32960 -479+5001 September 2007 ©Kimley -IIom and .-associates, Inc. CA Number 00000696 60121,1 Street, Suite 400 Vero Beach, Florida 32960 773 -562 -7981 TEL 773 -794 -9368 FAX Kirnley -Horn and Associates, inn, Main Street & Indian River Drive Traffic Operations Analysis Main Street & Indian River Drive TRAFFIC OPERATIONS ANALYSIS Prepared for. Schulke, Bittle, & Stoddard, LLC 1717 Indian River Boulevard, Suite 201 Vero Beach, Florida 32960 Prepared by Kimley -Horn and Associates, Inc. Vero Beach, Florida September, 2007 047945001 The entirqy of this report, including text and imager, it propgv of Kimly -Horn andAssociate.r, protected under U.S. copyright law. Copjnzght 0 2007, Kimly -Hoer andAssociate.r, Inc )39 96 Main Street & Indian River Dave Traffic Operations Analysis TABLE OF CONTENTS SECTION PAGE APPENDICES........................................................................... .............................ii LIST OF FIGURES iii LISTOF TABLES .................................................................... .............................iv I.. INTRODUCTION ............................................................. ..............................1 II. EXISTING TRAFFIC CONDITIONS ........................ ............................... 3 III. TRAFFIC VOLUME DEVELOPMENT ..................... ............................... 5 IV. TRAFFIC OPERATIONS ANALYSIS ......................... ............................... 7 LEVEL OF SERVICE ANALYSIS RESULTS ........ ............................... 8 95TH PERCENTILE QUEUE ANALYSIS RESULTS .......................... 9 US 1 /MAIN STREET MITIGATION ...................... .............................10 ALTERNATIVE1 ................................................. .............................10 ALTERNATNE2 ................................................. .............................12 ALTERNATIVE3 ................................................. .............................12 V. CONCLUSION ................................................................. .............................17 CI ®Fj Kimley -Hom 047945001 Page i ® and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis APPENDICES Al TURNING MOVEMENT COUNTS & SIGNAL TIMING DATA A2 TRAFFIC CALCULATIONS A3 EXISTING AM PEAK HOUR CONDITIONS ANALYSIS A4 EXISTING PM PEAK HOUR CONDITIONS ANALYSIS A5 YEAR 2012 AM PEAK HOUR ANALYSIS A6 YEAR 2012 PM PEAK HOUR ANALYSIS A7 SIGNAL OPTIMIZATION FOR CURRENT TIMINGS AS MITIGATION — ALTERNATIVE 1 A9 MITIGATION — ALTERNATIVE 2 A10 MITIGATION — ALTERNATIVE 3 CI ®13 KimlevHorn 047945001 Page u ® and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis LIST OF FIGURES Figure No. Title p —gge FIGURE 1 — LOCATION MAP ................................. ............................... 2 FIGURE 2 — EXISTING CONDITIONS ................ ............................... 4 FIGURE 3 — 2012 CONDITIONS ............................. ............................... 6 FIGURE 4 — ALTERNATIVE #1 ROADWAY GEOMETRY .......11 FIGURE 5 — ALTERNATIVE #2 ROADWAY GEOMETRY .......13 FIGURE 6 — ALTERNATIVE #3 ROADWAY GEOMETRY .......14 0479400] C0" Kimley -Hom Page ui ® and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis LIST OF TABLES Table No. Title BWee TABLE 1 —LEVEL OF SERVICE ANALYSIS ...... ............................... 8 TABLE 2 — 95TH PERCENTILE QUEUE ANALYSIS ........................ 9 TABLE 3 — ALTERNATIVE LEVEL OF SERVICE RESULTS..... 15 TABLE 4 —ALTERNATIVE 95TH PERCENTILE QUEUE ............ 16 C]MI1 Kimley -Hom 047945001 Page iv ® and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis I. INTRODUCTION The purpose of the Main Street & Indian River Drive Traffic Operations Analysis is to evaluate vehicular queuing, delay, and intersection approach level of service associated with the conceptual alternative improvements to Indian River Drive and Main Street. The conceptual alternative improvements plan is contained in the Appendix. The traffic operations analysis examines the roadway geometry at a preliminary level without examining potential design issues associated with site distance, pavement conditions, and intersection skew angles based on a design topographical survey. The study area consists of two intersections. These intersections include Main Street /US Highway 1 and Indian River Drive /Main Street. A schematic of the conceptual alternative improvements is contained in the Appendix. A location map depicting the study area is provided as Figure 1. C]M" Kimley -Horn 047945001 Page 1 sJ ®i_� and Associates, Inc. a Kimley -Horn °0e-07 INDIAN RIVER DRIVE ANALYSIS 2 and © 2007 6 2W Street, ee 400, VerC� tc� M 3 p SCALE LOCATION MAP 8 Phone (772)562 -7981 Fax (772)562 -M OJFr=ND 1 PAGE Main Street & Indian River Drive Traffic Operations Analysis II. EXISTING TRAFFIC CONDITIONS Given the functional characteristics of the study area, the peak periods selected for the analysis were the weekday AM and PM peak hour. The greatest traffic demand on the roadway network is generated during these time periods. 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 US 1 /Main Street 7/24/07 8:00 — 9:00 1.08 7/24/07 4:00 — 5:00 1.08 (signalized) Indian River Drive /Main Street 7/24/07 8:00 — 9:00 1.08 7/24/07 4:15 — 5:15 1.08 unsi alined) The AM and PM peak hour volumes are the basis of the existing conditions and 2012 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 volumes at the study mtersectrions. CM" Kimley -Horn 047945001 Page 3 ® and Associates, Inc. 0 8 ri 8 c� 0 e 0 is Main LE( v 30(15).--t �AM PM TOTAI TOTAL TRAFFIC TRAFFIC INDIAN RIVER DRIVE ANALYSIS EXISTING CONDMONS PEAK SEASON PEAK HOUR PACE Kimiey -Horn 'pa--u 0 2007 and Associates Inc, 60121st Street, Stile 400, Vero Beach, M 32960 Phone (772)562 -7981 Fax (772)562 -9689 NITS DN. INDIAN RIVER DRIVE ANALYSIS EXISTING CONDMONS PEAK SEASON PEAK HOUR PACE Main Street & Indian River Drive Traffic Operations Analysis III. TRAFFIC VOLUME DEVELOPMENT Traffic conditions under existing conditions were analyzed as well as year 2012 conditions. Existing peak season volumes were compounded annually to reflect five years of background growth in traffic volumes. An annual growth rate of 3.80% was calculated based on historical traffic data prepared by Indian River County for US 1, Indian River Drive, and Main Street Indian River County minimum growth rate requirements are 5.00% which was subsequently utilized in all traffic calculations and volume development. Growth calculations are contained within the Appendix. Additionally vested project traffic was included in the analysis as published in the July, 26, 2007 Indian River County Concurrency Management System. 2012 conditions are illustrated in Figure 3. C]Mn KimleyHorn 047945001 Page 5 ® 1 and Associates, Inc. g 8 ri n ti G 0 s a Main LEI 30(15) S �PM TOTAL TRAFFIC AM TOTAL TRAFFIC Kimley -Horn °08-07 and Associates Inc. 'NTS 0 2007 60121st Street, Sate 400, Vero Beach, A 32960 ox Mom (772)562 -7981 Fax (772)562 -M INDIAN RIVER DRIVE ANALYSIS 2012 CONDITIONS PEAK SEASON PEAK HOUR 3 PACE Main Street & Indian River Drive Traffic Operations Analysis IV. TRAFFIC OPERATIONS ANALYSIS The Transportation Research Board outlines the standard procedures for 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. Synchro 6 was utilized as the analysis tool for this study. Six levels of service are defined for analysis purposes. They are assigned letter designations, from "A" to "F ", with LOS "A" representing the best conditions and LOS "F" the worst- The proposed roadway geometry was utilized in both the existing and year 2012 analysis conditions. This geometry consists of the following lane configuration at the two -way- stop - controlled intersection of Indian River Drive /Main Street and 85 feet of storage length between the intersections of Indian. River Drive /Main Street and US 1 /Main Street • Eastbound Approach (free -flow) o Dedicated left turn lane o Dedicated right turn lane • Southbound Approach (stop - control) o Shared thru-right lane • Northbound Approach (stop - control) o Shared thru-left lane The current roadway geometry provides approximately 180 feet of storage CIM" KimleyHorn 047945001 Page O and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis length between Indian River Drive /Main Street and US 1 /Main Street. Under current conditions Indian River Drive is stop - controlled while Indian River Drive operates as free -flow. To supplement the level of service analysis, the westbound approach 95th percentile queue was analyzed on Main Street at the intersection of US 1 /Main Street. The purpose of this analysis is to assess the adequacy of storage length due to the relatively short storage length of 85 feet between the intersections of Indian River Drive /Main Street and US 1 /Main Street. The 95th percentile queue represents maximum back -of -queue distance where vehicles stop during a cycle. LEVEL OF SERVICE ANALYSIS RESULTS Intersection level. of service results are provided in Table 1. All calculations are contained in the Appendix. TABLE 1— LEVEL OF SERVICE ANALYSIS CI ®rj KimleyHom 047945001 Page 8 ® — and Associates, Inc. Existing Conditions LOS 2012 Conditions LOS AM AM(PM) US 1 /Main Street (signalized) B C(B) Northbound Approach A(A) B A Southbound Approach B B(B) Eastbound Approach D E(E) Westbound Approach D D Indian River Drive /Main Street (unsignalized) Northbound Approach B(B) B(B) Southbound Approach A(B) B(B) CI ®rj KimleyHom 047945001 Page 8 ® — and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis Intersection level of service analysis results indicate acceptable levels of service to be maintained under existing and 2012 conditions for both intersections during both am and pm peak hour. Intersection analysis worksheets are included in the Appendix. In examining approach level of service, the eastbound approach at the US 1 /Main Street intersection fails to meet level of service standards during the pm peak hour under existing conditions and 2012 conditions for am and pm peak hours. 95TH PERCENTILE QUEUE ANALYSIS RESULTS 95th percentile queue analysis results are Intersection level of service results are provided in Table 2. All calculations are contained in the Appendix. TABLE 2 — 95TH PERCENTILE QUEUE ANALYSIS Intersection Existing Conditions 2012 Conditions 95th Percentile Queue Length (feet) Maximum Storage Avaliable (feet) 95th Percentile Queue Length (feet) Maximum Storage Avahable (feet) AM AM(PM) US 1 /Main Street (signalized) Westbound Approach 64(100 ) 85 78(123 ) 85 The analysis results indicate the 951h percentile queue length exceeds the available storage length during the prn peak hour under both existing and 2012 conditions. In order to satisfy this condition mitigation measures are required. By satisfying t?nese conditions the alternatives are designed for worst case scenarios, which is the pm peak hour. C]® Kimley -Horn 047945001 Page 9 ® and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis US 1 /MAIN STREET MITIGATION In order to satisfy the 95th percentile queue length a series of alternatives have been developed. Each alternative is built on the previous and presented from the least amount of required mitigation to the most. The traffic operations analysis and alternative development examine the roadway geometry at a preliminary level without examining potential design issues associated with site distance, pavement conditions, and intersection skew angles based on a design topographical survey. Prior to providing geometric alternatives, signal optimization for the current signal timings were developed. To satisfy the 95th percentile queue length and retain the existing lane geometry, consisting of a shared left -thru lane and dedicated right turn lane, on the eastbound and westbound approaches the US 1 northbound /southbound green time would have to be reduced 42.4 seconds and added to the eastbound /westbound phase. Although acceptable levels of service and 95th percentile queue will be maintained, this is not a practical alternative due to the major reduction of green time to US 1. Calculations are contained in the Appendix, no further analyses of this alternative are provided. ALTERNATIVE 1 This alternative consists of converting the westbound approach geometry to a dedicated left turn lane and shared thru -right lane. Furthermore, restriping of the westbound thru receiving lane is recommended in order to minimise the offset created by converting the westbound approach geometry. The level of service and 95th percentile queue results are contained in Tables 3 and 4 respectively. Figure 4 provides the proposed lane geometry for this alternative. ❑ ®" KimleyHom 047945001 Page 10 ® and Associates, Inc. Ej .-A t ;ZR ;"'F I ..... ---- . . . . . . . . gg' LEGEND L E EXCLUSIVE LEFT TURN LANE � - IV- SHARED LEFT-THRU LANE C E, "K, A v, SHARED THRU-RIGHT LANE 7w'.. A II A, THRU LANE Rk EXCLUSIVE RIGHT TURN LANE SIGNAL HEAD MODIFICATIONS (PER APPROACH) ®� Kimley-Horn DCA)TIE'-07 INDIAN RIVER DPNE ANALYSIS Rte' 4N0. SCALE and Associates Inc NTS * Q 2DO7 6M 218t Street, Site 4W, Vero Beach, DR ALTERNATIVE #1 ROADWAY GEOMETRY Phmp (779)569 -70 F;kx (772)562-9689 ............. 1 k' 2. Ej .-A t ;ZR ;"'F I ..... ---- . . . . . . . . gg' LEGEND L E EXCLUSIVE LEFT TURN LANE � - IV- SHARED LEFT-THRU LANE C E, "K, A v, SHARED THRU-RIGHT LANE 7w'.. A II A, THRU LANE Rk EXCLUSIVE RIGHT TURN LANE SIGNAL HEAD MODIFICATIONS (PER APPROACH) ®� Kimley-Horn DCA)TIE'-07 INDIAN RIVER DPNE ANALYSIS Rte' 4N0. SCALE and Associates Inc NTS * Q 2DO7 6M 218t Street, Site 4W, Vero Beach, DR ALTERNATIVE #1 ROADWAY GEOMETRY Phmp (779)569 -70 F;kx (772)562-9689 Main Street & Indian River Drive Traffic Operations Analysis ALTERNATIVE 2 This alternative consists of converting both the eastbound and westbound approach geometry to a dedicated left turn lane and shared thru -right lane. The level of service and 95th percentile queue results are contained in Tables 3 and 4 respectively. Figure S provides the proposed lane geometry for this alternative. ALTERNATIVE 3 In addition to the geometric improvements included in alternative 2, this alternative provides for permitted /protected east and westbound left turn movements. Additionally, signal timings are optimized in order to meet 95th percentile queue requirements. The level of service and 95th percentile queue results are contained in Tables 3 and 4 respectively. Figure 6 provides the proposed lane geometry for this alternative. u CI ®" Kimley -Hom 047945001 Page 12 ®_ and Associates, Inc. r r _ r _ ' r12-, � � i �-. �a i •r` �'v a +�.�' � -,� '� �`'� ` �¢ r :{ _ -. Wiz, 2 :p._ '�•ti d .+ ""��'' }? �'tG� �j ._. z ms's - �'" _4 *n ��`�`� "'4� � ;'v � � "_ ti e�i �`�vt Ffr�fi 3 y m� 3 •� � . }' - 3 iyscr...R._ spa. SHARED LEGEND EXCLUSIVE LEFT TURN LANE LEFT—THRU gal •x sly L.' w _.. SHARED THRU-RIGHT LANE THRU LANE EXCLUSIVE RIGHT TURN LAN SIGNAL HEAD MODIFICATIONS f APPROACH) s Rt. < 4F E � - - F %VvIll Jj � ` F s„ ,'mot c: }r� � � 'h`t�y S'�' & ; � � �F �^y � } � ��.�R✓°n -z�x �z s°�"u'i ,r .a`i c.� � ,r LEGEND RN LANE EXCLUSIVE LEFT TU SHARED LEFT-THRU LANE SHARED THRU-RIGHT LANE THRU LANE EXCLUSIVE RIGHT TURN LANE SIGNAL HEAD MODIFICATIONS rK4� x a. @W r 'yam•,,, . r Main Street & Indian River Drive Traffic Operations Analysis TABLE 3 - ALTERNATIVE LEVEL OF SERVICE RESULTS Intersection ALTERNATIVE #1- 2012 Conditions LOS PM US 1 /Main Street (signalized) B Northbound Approach A Southbound Approach B Eastbound Approach E Westbound Approach D Intersection ALTERNATIVE #2 - 2012 Conditions LOS PM US 1 /Main Street (signalized) B Northbound Approach A Southbound Approach B Eastbound Approach D Westbound Approach I D Intersection ALTERNATIVE #3 - 2012 Conditions LOS PM US 1 /Main Street signalized B Northbound Approach A Southbound Approach B Eastbound Approach D Westbound Approach D ❑ =r7 Kimley -Horn 047945001 Page 15 0 and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis TABLE 4 — ALTERNATIVE 95TH PERCENTILE QUEUE Intersection ALTERNATIVE #1- 2012 Conditions 95th Percentile Queue Len (feet) Maximum Storage Avaliable (feet) PM US 1 /Main Street (signalized) Westbound Approach 75 85 Intersection ALTERNATIVE #2 - 2012 Conditions 95th Percentile Queue Len feet Maximum Storage Avaliable feet PM US 1 /Main Street (signalized) — — Westbound Approach 76 85 Intersection ALTERNATIVE #3 - 2012 Conditions 95th Percentile Queue Len (feet) Maximum Storage Avaliable (feet) PM US 1 /Main Street (signalized) Westbound Approach 83 85 ❑®FI Kimley -Hom 047945001 Page 16 ® and Associates, Inc. Main Street & Indian River Drive Traffic Operations Analysis V. CONCLUSION A preferred alternative has been selected based on improved level of service, maintaining level of service on all approaches, and availability of the westbound storage length to accommodate the 95th percentile queue. Based on these criteria, alternative #2 provides the most improved level of service while meets the 95th percentile queue length with the least amount of mitigation measures. The traffic operations analysis and alternative development examine the roadway geometry at a preliminary level without examining potential design issues associated with site distance, pavement conditions, and intersection skew angles based on a design topographical survey. KimleyHom 047945001 Page 17 M I and Associates, Inc. AG -' YEAII 2Q1127 EM I'EAI (7 ATsiALY IS r z y s A7 SIGNAL OPTimi ATiioN . (FO CURRENT~ T3MINGS y f i M1�IITIGATIOMV AL'T'ERNATIVE 1 - - -- t 3 � c - A9 M�III'IGATION A�,tERNATIVE 2 X O MITIGATION — ALTERNATIVE 3 Kimley -Hom & Associates 1201 19th Place, Suite B100 Vero Beach, FL 32960 File Name : US 1 & Main St. 7 -24-07 AM Site Code :11111111 Start Date : 7/24/2007 Page No :2 rear, nour rrom ur:uu nm to uo.4a r{iw - rears US 1 Main Street US 1 Main Street 14 Southbound Westbound Northbound Eastbound Start Time Rig Thr Left Tru App. Rig Thr Left Tru I App. I Rig Thr Left I Tru App. Rig Thr Left I Tru I App. I ht u T ck I Total ht u North ck Total ht u 08:00 AM ck Total ht I u 16 138 ck Total rear, nour rrom ur:uu nm to uo.4a r{iw - rears Intersectio 08:00 AM 4 35 14 1 54 7.4 64.8 25.9 1.9 Volume 71 497 19 20 607 Percent 11.7 81.9 3.1 3.3 2 18 08:45 23 114 6 6 149 Volume 0.519 �� Peak T O Factor North m n High Int. 08:00 AM 4 -= 2 W d Lr c a Volume 16 138 6 6 166 Peak /2412007 8:45:00 AM m A m 0.914 Factor Unshifted rorr us I Out In Total 4 35 14 1 54 7.4 64.8 25.9 1.9 2 18 5 1 26 08:45 AM Right Thru Left Truck 2 18 5 1 26 o ��� 0.519 14 582 64 32 692 2.0 84.1 9.2 4.6 6 156 16 7 185 08:45 AM 6 156 16 7 185 0.935 92 36 142 9 279 33.0 12.9 50.9 3.2 18 22 37 3 80 08:45 AM 18 22 37 3 80 0.872 Int. Total 1632 440 0.927 us I Out In Total 728 607 1335 71 497 19 20 Right Thru Left Truck 4J 1 '+ o ��� �� T O North m n M f- 4 -= 2 W d Lr c a /24/2007 8:00:00 AM " Cn Cn L /2412007 8:45:00 AM m A m O� rn U Unshifted H C) w 6 4-� i r Left Thru Right Truck 64 582 141 32 603 692 1295 Out In Total us 1 Int. Total 1632 440 0.927 Kimley -Horn & Associates 1201 19th Place, Suite B100 Vero Beach, FL 32960 ('-rnnnc Prin4nrl_ I 1- hif+n'r File Name : US 1 & Main St. 7 -24 -07 AM Site Code :11111111 Start Date : 7/24/2007 Page No :1 08:00 AM 16 US 1 6 6 Main Street 5 4 US 1 1 135 Main Street 11 26 5 28 Southbound 399 08:15 AM Westbound 118 3 Northbound 0 5 Eastbound 0 6 Start Time Right Thru Left I Truck Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Int. 142 18 6 17 7 40 1 403 08:45 AM 23 114 6 6 2 18 5 1 Total Factor 1.01 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.0 1 1.0 1.0 1.0 1.01 1.0 1.0 1.0 14 07:00 AM 13 169 3 10 1 2 2 0 0 79 11 8 16 3 15 2 334 07:15 AM 12 166 2 7 0 2 2 0 2 100 15 5 22 0 27 0 362 07:30 AM 15 170 2 7 2 6 2 1 0 131 9 9 20 3 26 1 404 07:45 AM 26 152 3 8 1 4 3 0 1 122 17 6 36 5 31 2 417 Total 66 657 10 32 4 14 9 1 3 432 52 28 94 11 99 5 1517 08:00 AM 16 138 6 6 0 5 4 0 1 135 16 11 26 5 28 2 399 08:15 AM 11 118 3 2 0 5 1 0 6 149 14 8 31 2 37 3 390 08:30 AM 21 127 4 6 2 7 4 0 1 142 18 6 17 7 40 1 403 08:45 AM 23 114 6 6 2 18 5 1 6 156 16 7 18 22 37 3 440 Total 71 497 19 20 4 35 14 1 14 582 64 32 92 36 142 9 1632 Grand Total 137 1154 29 52 8 49 23 2 17 1014 116 601 186 47 241 14 3149 Apprch % 10.0 84.1 2.1 3.8 9.8 I 59.8 28.0 2.4 1.4 84.0 9.6 5.0 38.1 9.6 49.4 2.9 I Total % 4.4 36.6 0.9 1.7 0.3 1.6 0.7 0.1 0.5 32.2 3.7 1.9 5.9 1.5 7.7 0.4 OR- Out In Total 1263 1372 2635 J- F 137 1154 29 52 Right Thru Left Truck 4J 1 L+ t` `11 J J N d s p O I w r North Z F-7 -' ~ -2 �v C- � i i /24/2007 7:00:00 AM 2 g r /2412007 8:45:00 AM r m N O U r2 Unshifted 2 c F 0 N N F+ Left Thru Right Truck 1161 10141 171 60 1363 1207 2570 Out in Total us 1 Indian River County Traffic Engineering Traffic Signal Timing Sheet Intersection Number: COS1 Controller Type: ECONOLITE ASC Intersection Name: Main Street @ US 1 Date- 05/15/07_ Season pm System Cycle Free Cycle .......... r GREE,]NTRCKC TRCKCII F MIN YELL ...... BEFO GREEN YELL NNR]ilifflmm LIM NO NO Y ES 2 4 I IMING 1 I 0 MMM Season pm System Cycle Free Cycle .......... r GREE,]NTRCKC TRCKCII F MIN YELL ...... BEFO GREEN YELL DWELL AFTER PHASE NO NO Y ES 2 4 I IMING 1 I SPACIAL START DUAL F IF INT- DETECT T OUT OF INTO 1[ EfJNCTIDN PHASE ENTRY PASS SWITCH FLASH IF- NO NO Y ES 2 4 1 160 sec 102.4 sec SYC TIMING BY: APPROVED BY: Page 1 of 4 MAIN@US1 (2).xIs 8/17/2007 Indian River County Traffic Engineering Traffic Signal Timing Sheet ............. .... .. .. ... ........... ... ... ................................ ........... .... ... .... ..... ........ ... .............. ................ ... .... ......I COS1 COORDINATION Main Street @ US I Am Econolite Am 2s,j 653 MAIN@US1 (2).xis Page 2 of 4 8/17/2007 JNBLT 1 18% 18% 19% 18% 18% SPLIT FS—B 2 47% 46% 49% 47% 47% 10 3 1 0% 0% 0% 0% 0% 6 JEB/WB � 47 35% 36% 32% 35% 35% Y I 10 57 0% 0% 0% 0% 0% 1 �6 0% 0% 0% 0% 0% Fo- 7 00 0% 0% 0% 0% lio 8 1 0% 0% 0% 0% 1 0% Econolite Am 2s,j 653 MAIN@US1 (2).xis Page 2 of 4 8/17/2007 Indian River County Traffic Engineering Traffic Signal Timing Sheet cosi Main Street @ US 1 TIME OF DAY PLAN I-ITTEMOTTIVEM I: W-,37s.-%TW I-ITT.-MIRTY&M IM-17120TWE I--. M-Mis 11 1:72-RAN17. � RMTMVM� VVttK FLAN IIWEEK PLAN A SUN I MON I TUE I WED I THU I FRI ISAT I IBASE DAY 71 3 1 1 1 1 1 1 1 1 1 1 1 21 WEEK PLAN 3 SUN MON TUE WED THU FRI SAT BASE DAY I WEEK PLAN 51 SUN r —M-0 N- I BASE DAY 11 1 1 1 1 1 1 YEAR PLAN WEEK # PLAN # ALL 1 Page 3 of 4 MAIN@US1 (2).x1s 8/17/2007 Indian River County Traffic Engineering Traffic Signal Timing Sheet Intersection Number: COS1 Intersection Name: Main Street @ US I SPECIAL DAY PLAN M04011 Week Day Type Special Day Plan Labor Sat - S [=ME Veteran's Sat - S 1 Thanksgiving Sun - S 2 Christmas Sun - W 2 New Year's Sun - W w-re l0 Memorial Sat - S I 4-Jul Sat - S 1 k:::f .o W SPECIAL DAY IMPLEMENT FOR YEAR -E . =:'M. .... ........ Date Week Day Special Type Special Day Plan Labor Sat - S I Veteran's Sat - S 1 Thanksgiving Sun - S 2 Christmas Sun - W 2 New Year's Sun - W 2 Memorial Sat - S I 4-Jul Sat - S 1 MAIN@U$1 (2).xIs Page 4 of 4 8/17/2007 i i, 11 Counter - �-�i__ Date - 7.-?y= 07 AM_✓ PM —Z Code -111L1 L L_L_ 7 9.7777 -1 -7 A 9 t- 000 000 MAiN ST. Kimley -Horn WaISECTM ❑ ❑ and Associates ® zoos 6012W Strwt Sine 400, Ve B H Inc 9 (Js 1 ��� srz-rE Rff-e 072M -Z -7961 Fax m2)562 -9689 Kimley -Horn & Associates Indian River Drive 1201 19th Place, Suite B100 Indian River Drive Vero Beach, FL 32960 File Name : Indian River Drive & Main Street 7 -24 -07 AM Southbound Site Code :11111111 Northbound Start Date : 7/2412007 Start Time Page No :2 rcan 1 luul I ivu1 Indian River Drive Main Street Indian River Drive Main Street 0 0 Southbound Westbound Northbound Eastbound Start Time Rig Thr Left Tru App. I Rig Thr Left Tru App. I Rig I Thr Left Tru App. Rig I Thr Left Tru I App. 2 ht u Volume ck Total ht u Peak ck Total ht u Factor ck Total ht u High Int. ck Total rcan 1 luul I ivu1 vr.vv nm w vo.•ty r+m - r0dn Intersectio 0 0 0 0 0 0.0 0.0 0.0 08:00 AM 0 0 0 0 0 6:45:00 AM' 0 0 0 Volume 20 54 0 6 80 Percent 25.0 67.5 0.0 7.5 08:45 7 14 0 2 23 Volume �--ao no O 2 Peak ° u W C ~ Factor C O m 7 High Int. 08:30 AM g Cn m N Volume 7 15 0 3 25 Peak ° �O Factor G 0.800 r vi i ian River Unve 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 6:45:00 AM' 0 0 0 0 0 0 53 17 7 77 0.0 68.8 22.1 9.1 0 16 3 3 22 08:45 AM 0 16 3 3 22 0.875 22 0 22 8 52 42.3 0.0 42.3 15.4 7 0 6 2 15 08:45 AM 7 0 6 2 15 0.867 Int. Total 209 60 0.871 ian River Unve Out In Total 75 80 1 155 1_201 541 01 6 Right Thru Left Truck 'I--/ �?CO O ~ d I �--ao no O 2 North ° u W C ~ C O m 7 124/2007 6:00:00 AM g Cn m N 124/2007 8:45:00 AM o m m O m U Unshifted ° �O G 0 Left Thru Right Truck 17 53 01 7 76 77 153 Out In Total Indian River Drive Int. Total 209 60 0.871 Kimley -Horn & Associates 1201 19th Place, Suite B100 Vero Beach, FL 32960 r:rrminC Printari- I Inchiffart File Name : Indian River Drive & Main Street 7 -24 -07 AM Site Code :11111111 Start Date : 7/24/2007 Page No : 1 08:00 AM Indian River Drive 10 Main Street 0 Indian River Drive 0 Main Street 0 0 15 3 Southbound 8 0 Westbound 3 46 Northbound 1 15 Eastbound 1 0 Start Time Right Thru I Left I Truck Right Thru I Left I Truck Right Thru I Left I Truck Right I Thru Left Truck Int 0 0 0 0 10 6 2 2 0 8 0 53 08:45 AM 7 14 0 2 Total Factor 1.01 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.01 1.01 0 1.0 0 07:00 AM 2 7 0 1 0 0 0 0 0 9 3 2 5 0 0 1 30 07:15 AM 2 6 0 2 0 0 0 0 0 13 4 1 2 0 2 0 32 07:30 AM 7 9 0 3 0 0 0 0 0 12 4 1 3 0 3 1 43 07:45 AM 3 15 0 2 0 0 0 0 0 11 4 0 5 0 4 1 45 Total 14 37 0 8 0 0 0 0 0 45 15 4 15 0 9 3 150 08:00 AM 5 10 0 0 0 0 0 0 0 15 3 0 8 0 2 3 46 08:15 AM 1 15 0 1 0 0 0 0 0 12 5 2 5 0 6 3 50 08:30 AM 7 15 0 3 0 0 0 0 0 10 6 2 2 0 8 0 53 08:45 AM 7 14 0 2 0 0 0 0 0 16 3 3 7 0 6 2 60 Total 20 54 0 6 0 0 0 0 0 53 17 7 22 0 22 8 209 Grand Total 34 91 0 14 0 0 0 0 0 98 32 11 37 0 31 11 359 Apprch % 24.5 65.5 0.0 10.1 0.0 0.0 0.0 0.0 0.0 I 69.5 22.7 7.8 46.8 0.0 39.2 13.9 Total % 9.5 25.3 0.0 3.9 0.0 0.0 0.0 0.0 0.0 27.3 8.9 3.1 10.3 0.0 8.6 3.1 inaian Kiver Onve Out In Total 129 1 139 268 341 911 01 14 Right Thru Left Truck �O ° North m n L_i, / -Z d C 11 /24/2007 7:00:00 AM t !2412007 8:45:00 AM r 0 o m ° O Y .- u Unshifted ° 2 �� 2 `r 0 o - 4� T r Left Thru Right Truck 321 981 01 11 128 141 269 Out In Total Indian Ri er Drive Kimley -Horn & Associates 1201 19th Place, Suite 8100 Vero Beach, FL 32960 File Name : US 1 & Main SL 7 -24-07 PM Site Code :22222222 Start Date : 7/24/2007 Page No : 2 Intersectio us 1 Main Street us 1 Main Street n Southbound Westbound Northbound Eastbound 181 658 Start Time Rig Thr Left Tru App. Rig Thr Left Tru App. Rig Thr Left Tru App. Rig Thr Left Tru App. � � ht u North ck Total ht u /24/2007 4:00:00 PM ck Total ht u 4 ck Total ht u Unshifted ck Total To Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 04:00 PM us 1 Out In Total n 1032 868 E.19001 Volume 181 658 21 8 868 Percent 20.9 75.8 2.4 0.9 04:00 51 185 4 3 243 Volume 0 Peak J � � Factor 2 -� North C.C.. High Int. 04:00 PM /24/2007 4:00:00 PM -2 7 Volume 51 185 4 3 243 Peak u 2 Unshifted N 2 0.893 Factor 9 31 32 4 76 11.8 40.8 42.1 5.3 2 13 5 0 20 04:45 PM 3 6 11 1 21 0.905 21 893 81 63 1058 2.0 84.4 7.7 6.0 6 221 25 20 272 04:15 PM 5 253 13 20 291 0.909 70 18 130 5 223 31.4 8.1 58.3 2.2 19 5 32 2 58 04:30 PM 20 3 37 0 60 0.929 2225 593 0.938 us 1 Out In Total 1032 868 E.19001 1811 6581 211 B Right Thru Left Truck 0 ♦- J � � m 2 -� North C.C.. C N — /24/2007 4:00:00 PM -2 7 /2412007 4:45:00 PM rn FR o N u 2 Unshifted N 2 o r+ Left Thru Right Truck 811 893 211 63 760 1058 1818 Out In Total S1 2225 593 0.938 Kimley -Hom & Associates 1201 19th Place, Suite 8100 Vero Beach, FL 32960 Grouns Printed- Unshifted File Name : US 1 & Main St. 7 -24-07 PM Site Code :22222222 Start Date : 7/24/2007 Page No : 1 05:00 PM 51 US 1 2 2 Main Street 13 8 US 1 2 220 Main Street 3 12 5 45 Southbound 577 05:15 PM Westbound 139 8 Northbound 1 6 Eastbound 0 5 Start Time Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Ina. 193 24 9 7 3 35 1 495 05:45 PM 40 161 6 2 2 8 9 0 Total Factor 1.01 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.0 1.01 1.0 1 1.0 1.01 1.01 1.01 1.0 16 04:00 PM 51 185 4 3 2 13 5 0 6 221 25 20 19 5 32 2 593 04:15 PM 47 168 8 2 2 8 8 0 5 253 13 20 14 5 28 1 582 04:30 PM 39 153 2 1 2 4 8 3 6 195 25 12 20 3 37 0 510 04:45 PM 44 152 7 2 3 6 11 1 4 224 18 11 17 5 33 2 540 Total 181 658 21 8 9 31 32 4 T 21 893 81 63 70 18 130 5 2225 05:00 PM 51 190 2 2 1 13 8 0 2 220 21 3 12 5 45 2 577 05:15 PM 25 139 8 4 1 6 2 0 5 249 23 3 8 4 35 0 512 05:30 PM 37 165 5 2 1 4 5 0 4 193 24 9 7 3 35 1 495 05:45 PM 40 161 6 2 2 8 9 0 5 179 14 2 6 4 32 2 472 Total 153 655 21 10 5 31 24 0 16 841 82 17 33 16 147 5 2056 Grand Total 334 1313 42 18 14 62 56 4 37 1734 163 80 103 34 277 10 4281 A 19.6 76.9 2.5 1.1 10.3 I 45.6 41.2 2.91 1.8 86.1 8.1 4.01 24.3 8.0 65.3 2. Total % 7.8 30.7 1.0 0.4 0.3 1.4 1.3 0. 0.9 40.5 3.8 1.9 2.4 0.8 6.5 0.2 Out In Total 2025 1707 3732 3341 1313 42 18 Right Thru Left Truck CO 2 North °1 d v N t -/ r- -� C rn m c /24/2007 4:00:00 PM N o L /2412007 5:45:00 PM r m O �2 Unshifted Cn �� I F+ Left Thru Right Truck 163 1734 37 80 1472 2014 3486 Out In Total us 1 Indian River County Traffic Engineering Traffic Signal Timing Sheet Intersection Number: COS1 Controller Type: ECONOLITE ASC Season pm System Cycle Free Cycle ----------- IRAN Season pm System Cycle Free Cycle P ME N PT �[C� MIN IFYELL ........ GREEN [TRCK C B EFOR GREEN TRCK = YELL AFTER ❑ JPHASE 11 1 1 1 ITIMING 11 1 1 FF-77777711STA F1NTION ": PHA ENTRY PASS DEWTITECCTH ] OUST SOH F FINN 2 NO NO YES 160 sec 102.4 sec SYC TIMING BY: APPROVED BY: Page 1 of 4 MAIN@USI (2).xIs 8/17/2007 ----------- FF-77777711STA F1NTION ": PHA ENTRY PASS DEWTITECCTH ] OUST SOH F FINN 2 NO NO YES 160 sec 102.4 sec SYC TIMING BY: APPROVED BY: Page 1 of 4 MAIN@USI (2).xIs 8/17/2007 160 sec 102.4 sec SYC TIMING BY: APPROVED BY: Page 1 of 4 MAIN@USI (2).xIs 8/17/2007 Indian River County Traffic Engineering Traffic Signal Timing Sheet ... ....... COSI COORDINATION Main Street @ US 1 hM PM SPLIT a � i... . - - F7-2-1 26.5 73,6 S'7, b 23,2 INBILT 17 18% 18% 19% 18% 18% SPlrr JSB 2 j 47% 46% 49% 47% 47% 10 37 0% 0% 0% 0% 0% JEBIWB � 47 35% 36% 32% 35% 35% 10 0% 1 0% 0% 0% 0% 1 6 0% 0% 0% 0% 0% 10 7j 0% 0% 0% 0% 0% 110 8 1 0% 0% oo/.--]—O% 0% Econolfte -M- V� 26.5 73,6 S'7, b 23,2 67,6 P,8 'Y MAIN@US1 (2).xIs Page 2 of 4 8/17/2007 I M, Uj: I RMA -.7 TM E I vvr_c:r\ rUAINI YEAR PLAN IWEEK PLAN 11 SUN MON TUE WED THU FRI SAT IBASE DAY 3 1 IWEEK PLAN 72 SUN MON TUE WED THU I FRI FS—A—T--Jl IBASE DAY IWEEK PLAN 3] SUN MON TUE WED THU I FRI ISAT 11 IBASE DAY I T-----1 IWEEK PLAN -4 SUN MON TUE WED THU FRI SAT SAT IBASE DAY =4 IWEEK PLAN 5] SUN MON TUE WED THU FRI FS—A—T-�j IBASE DAY IWEEK # I PLAN # I ALL I I WEEK # PLAN # Page 3 of 4 MAIN@US1 (2).xis 8/17/2007 Indian River County Traffic Engineering Traffic Signal Timing Sheet Intersection Number: COS1 Intersection Name: Main Street @ US I SPECIAL DAY PLAN POW-1-111 � 990�� Day Special mamn-, Kim Special Day Plan MMO, 4 EXHUM PO4M am MM 1 on Veteran's Sat - S 1 Thanksgiving Sun - S 2 Christmas Sun - W 2 New Year's Sun - W 2 Memorial Sat - S 1 4-Jul Sat - S 1 1 SPECIAL DAY IMPLEMENT FOR YEAR OL D Date Week Day Special Type Special Day Plan Labor Sat - S 1 Veteran's Sat - S 1 Thanksgiving Sun - S 2 Christmas Sun - W 2 New Year's Sun - W 2 Memorial Sat - S 1 4-Jul Sat - S 1 MAIN@US1 (2).xIs Page 4 of 4 8/17/2007 coo z Counter - -T H Date - 7 _Zy - o7 AM ✓ PM Code - J11L1LLL_ 7 7.29779 -7 � � L r ow Ow M4,v ,r. I Kimley -Horn IHrEPOE-cllON and Associates,] Inc. // � /� �7 02007 6m 2W Sine 4m vem Beack h 32950 V S 1 rl i ST 1 -E L r Kimley -Horn & Associates 1201 19th Place, Suite B100 Vero Beach, FL 32960 File Name : Indian River Drive & Main Street 7 -24 -07 PM Site Code : 22222222 Start Date : 7/24/2007 Page No :2 reaK dour rrom U4:uu em to Uo:4o rm - reaK Indian River Drive Main Street Indian River Drive Main Street Southbound Westbound Northbound Eastbound Start Time Rig Thr Left Tru I App. Rig Thr Left Tru I App. Rig Thr Left Tru App. I Rig Thr Left I Tru App. I Peak ht u 10 ck Total ht u ck Total ht u ck Total ht u 4 ck Total reaK dour rrom U4:uu em to Uo:4o rm - reaK Intersectio 04:15 PM n 0 0 0 0 90 25 Volume 52 79 0 5 136 Percent 38.2 58.1 0.0 3.7 0 0 04:45 17 20 0 4 41 Volume 04:30 PM 0 0 Peak 0 0 0 22 10 0 32 Factor North m High Int. 04:45 PM -2 c Volume 17. 20 0 4 41 Peak 124/2007 4:15:00 PM 3 0.829 Factor /24/2007 5:00:00 PM r _( ° N m r O� I OT I Indian River nve 0 0 0 0 0 0 90 25 1 116 0.0 0.0 0.0 0.0 0.0 77.6 21.6 0.9 0 0 0 0 0 0 24 5 1 30 3:45:00 PM 04:30 PM 0 0 0 0 0 0 22 10 0 32 0.906 18 0 30 0 48 37.5 0.0 62.5 0.0 6 0 10 0 16 04:45 PM 6 0 10 0 16 0.750 I nt. Total 300 87 0.862 Indian River nve Out In Total 120 1 1361 1 256 521 791 01 5 Right Thu Left Truck 4 1 L4 �N N 0 .2 J * I 1 YZI O U0 North m 0 F — ► -2 c 0 124/2007 4:15:00 PM 3 `r L /24/2007 5:00:00 PM r _( ° N m r O� ° U Unshifted o c 0 F `ro T r Left Thru Right Truck 25 90 0 1 97 116 213 Out In Total Indian River Drive I nt. Total 300 87 0.862 Kimley -Horn & Associates 1201 19th Place, Suite 8100 Vero Beach, FL 32960 Grnuns Printed- l tnshiftad File Name : Indian River Drive & Main Street 7 -24 -07 PM Site Code :22222222 Start Date : 7/24/2007 Page No :1 05:00 PM Indian River Drive 22 Main Street 0 Indian River Drive 0 Main Street 0 0 24 5 Southbound 4 0 Westbound 0 74 Northbound 7 15 Eastbound 3 0 Start Time Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Right Thru Left Truck Ina. 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 0 04:00 PM 10 16 0 1 0 0 0 0 0 20 6 0 2 0 9 0 64 04:15 PM 14 19 0 1 0 0 0 0 0 20 5 0 7 0 4 0 70 04:30 PM 9 18 0 0 0 0 0 0 0 22 10 0 1 0 9 0 69 04:45 PM 17 20 0 4 0 0 0 0 0 24 5 1 6 0 10 0 87 Total 50 73 0 6 0 0 0 0 0 86 26 1 16 0 32 0 290 05:00 PM 12 22 0 0 0 0 0 0 0 24 5 0 4 0 7 0 74 05:15 PM 7 15 0 3 0 0 0 0 0 17 3 1 2 0 10 0 58 05:30 PM 9 10 0 2 0 0 0 0 0 30 .3 1 7 0 7 0 69 05:45 PM 11 24 0 2 0 0 0 0 0 21 3 2 4 0 7 0 74 Total 39 71 0 7 0 0 0 0 0 92 14 4 17 0 31 0 275 Grand Total 89 144 0 13 0 0 0 0 0 178 40 5 33 0 63 0 565 Apprch % 36.2 58.5 0.0 5.3 0.0 I 0.0 0.0 0.0 0.0 I 79.8 17.9 2.2 34.4 I 0.0 65.6 0.0 I Total % 15.8 25.5 0.0 2.3 0.0 0.0 0.0 0.0 0.0 31.5 7.1 0.9 5.8 0.0 11.2 0.0 ian aver nve Out In Total 241 1 2461 1 487 891 1441 01 13 Thru Left Truck Rht 1 I`► t �0 C o North Fcol 1E 0 =r c /24/2007 4:00:00 PM m r 1 /24/2007 5:45:00 PM o m ~ Cn 0 o 0 Unshifted o ii �� x F2 o Left Thru Right Truck 401 1781 01 5 177 223 400 Out In Total Indian Ri,, r Drive Counter - M LB Date - - 2-'f - 0 7 AM PM ___ Code - Z C tl G rn hAln) 5T b oA-F ° RAm p E 8 A i E �❑ Kimley -Horn its TEfOECTM and Associates Inc. 02007 60121st W* We 4K Vero Bea* h 32960 Phone 97Z%2 -7981 Fm (772)562 -9689 Annual Background 0.276 PROJECT MATRIX AM PEAK -- •. ._ - CONDITIONS 1 also-- PSCF 7124/2007 - - 11 AM PSCF •.: - ..�... IR7 ": N2 °J 1, 3 $ p, 5 � & ® . jam' jy#• EP i F ,3 i'4rffi£"Am' 3v?A YS y Y y- -rei".� I '4'� .s' } ,.af L'..T. W i�:: - �.tZi- ,7'i.. .E �y} a.L�.&.�.,�. ,ti'd ®a ' 1 a°.' -�a < 'Tr _ a ; "{ �d"'A � RL N " -? iN a `.,..;.� 3.8�''i`.,., i ' �1 ,. '�...f 8} „C i �iF: Tx' .�.:i.,3.1, C,: °��rv°i •.., �`a ..�. "L@ �z«ET"•5 ., 3 ;5'.�.ins'C.:.u�+.- eiz,_.� "'.;<..�z,.}..�xs ':aYd r.5 �:`5s "Y»,si�d2's�': ` .YS' r ,.. •. ® A -. �� 5.0 '14 -. .,.® • . - 7124/2007 PSCF 8:00 AM (•` � >.��,Y;in..x...,,8 �`,L�, <.,.., ui iw. �'® `;�°ei•d_... ,Ya �%�E°�,, ` 7'l $;I�:i�zi�'iW��w�x"���..'��'. Os �"""� '�+'%�'v •R"+_saFT4�� 6�`.. 6�� S @ &� 0' �� � & 8yR k: 1 h4' '�" +�zb'��� 1 S�' "°nia...x,aa:e ru..:� 3JU..�..."F.u.,cv..a.i ��."��s n' '•R';a 'E•' & BS � .,, '',... ��u. �U_7 § 1 Em 1 -��s�0, vSRNxkv�.3,�.':fl��� ;'may„ ..�,.:±3 ' y�G . ® '"4'agdif'. .. -s..c & Px,w1�b..,'i' &xa'i' 4. , ...�'. MEL Annual Background 0.276 PROJECT MATRIX PM PEAK LOCATION INTERSECTION EXISTING Background Vested 2012 NUMBER DESCRIPTION Approach/ PHF Approach Raw CONDITIONS Approach Growth Vested Project Background CONDITIONS Movement Truck Volumes Project Volumes Volumes Number % PSCF Split Volumes Distributed A B C D E F G N 1 US 1 / 7/24/2007 PSCF S Main Street 4:00 PM PSCF SR 1.01 0.89 1% 181 195 0.21 54 11 38 233 VISEARAMUMN JIM 711 11 850 SL 1.03 21 23 0.02 6 1 4 27 ME= ROWN III= 10 13 1NT 1.05 31 33 0.42 9 0 0 9 42 35 45 NR 1.07 0.91 6% 21 23 0.02 6 1 4 27 2 Indian River Drive / 724/200, U Main Street 4:15 Ph SR 2.01 SL 2.03 16 97 24 179 �1 ,1 s I ° 1W v_ E I I � _ \ L a II 1 C _s 41STING \\ \ \ WA ' R W \` 10 y _1 I I I I i i I 1 \ \ ALTERATIVE CONCEPTUAL �\ \ REDEVELOPMENT PLAN FOR / � AN RIVER DRIVE & MAIN STREET \ IMPROVEMENTS i i CANOE �H KAYAK /C;ANOE LOADING MAINTAIN DOCK FOR FISHING. PIER --� i i 0 30 80 GRAPHIC SCA12 . 1 inehT �(Yfi. \\ 20 a 1 I\ \ k \ \ - ��''AARKIN'\\ lE. 01�1�h1�TER- SPECIMEN 11r 5 to va, Nom ,5tt� , 0 i yam. / 'g 400 LAND Planning DESIGN Landscape Architecture 3 OF 6 Environmental Services SOUTH Transportation i m SCHULKE, BITTLE & STODDARD, L.L.C. CML k SIRUCTURAL ENG[lVM?ING • LWD PGWMNG • &MR0MWVff& PfRM1111NG CERTIFICATION OF AUTHONZATION. NO.: 000OB66B 1717 INDIAN RIVER BLVD., SURE 201 VERO BEACH, FLORIDA 32960 TEL 7721770 -9622 FAX 772 / 770 =9496 EMAIL info @sbsengirmars.00m I W O Ua U H V f f �V1 Fi0 m O e 0 M 11 N ' Q�N N N(� E j� { E o fq � mi I o iv m v< 7 3 N NS k N �Im m N�N}r j j of E jo m fT O 0 E C.4 N K 3 f S � f �M $ 3 Y j WW . jy o iii L'`i y'U3 cn ` j q� p i M qq �+ 94 z 1 W t , a fz� p. 'll! i t � i 2'Cro o;'.s oo o, En; '.7 i x O 01 O Q OOO M 0 Q N O O O N O 't b T p .d Y yU W 5 U ❑ ❑ Kimley -Horn and Associates, Inc. Job VIESILD T(liPS Subject Designed by Date MAIN 51, Sheet No. of Job No. Checked by Date /V One of FORTUNE's 100 Best Companies to Work For MASTER Traffic counts In the EXISTING column were collected in 2006 Trips Indicated In the VESTED column are as of 07/2612007 REMAINING % of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT W/ PROJECT 'D" 1010N S.R.A1A S. COUNTY LINE S. VB CITY L. 950 325 26 0 599 37% 1010S S.R. A1A S. COUNTY LINE S. VB CITY L. 950 396 14 0 540 43% 1020N S.R. AtA S. VB CITY L. 17TH STREET 930 830 18 0 82 91% 1020S S.R.A1A S. VB CITY L. 17TH STREET 930 900 29 0 1 100% 1030N S.R.A1A 17TH STREET S.R. 60 860 604 59 0 197 77% 1030S S.R. A1A 17TH STREET S.R. 60 860 635 5 0 220 74% 1040N S.R.A1A S.R. 60 N. VB CITY L. 860 836 7 0 17 98% 1040S S.R. Al S.R. 60 N. VB CITY L. 660 910 4 0 -54 106% 1050N S.R. AtA N. VB CITY L. FRED TUERK RD. 860 836 0 0 24 97% 1050S S.R.A1A N. VB CITY L. FRED TUERK RD. 860 910 1 0 -51 106% 1060N S.R. A1A FRED TUERK RD. OLD WINTER BEACH RD 860 580 0 0 280 67% 1060S S.R. AtA FRED TUERK RD. OLD WINTER BEACH RD 860 468 0 0 392 54% 1070N S.R.A1A OLD WINTER BEACH RD N. IRS L. 860 534 3 0 323 62% 1070S S.R.A1A OLD WINTER BEACH RD N. IRS L. 860 472 2 0 386 55% 1080N S.R.A1A N. IRS LN. C.R. 510 860 534 44 0 282 67% 1080S S.R.A1A N. IRS LN. C.R. 510 860 472 18 0 370 57% 109ON S.R.A1A C.R. 510 N. COUNTY LINE 998 354 48 0 596 40% 1090S S.R. Al C.R. 510 N. COUNTY LINE 998 513 84 0 401 60% 111ON INDIAN RIVER BLVD. 4TH ST. @ USt 12TH STREET 1,660 740 62 0 1058 43% 1110S INDIAN RIVER BLVD. 4TH ST. @ USt 12TH STREET 1,860 1,366 95 0 399 79% 1120N INDIAN RIVER BLVD. 12TH STREET S. VB CITY L. 1,860 999 59 0 802 57% 1120S INDIAN RIVER BLVD. 12TH STREET S. VB CITY L. 1,860 1,425 98 0 337 82% 1130N INDIAN RIVER BLVD. S. VB CITY L. 17TH STREET 1,860 999 54 0 807 57% 1130S INDIAN RIVER BLVD. S. VB CITY L. 17TH STREET 1,860 1,425 105 0 330 82% 1140N INDIAN RIVER BLVD. 17TH STREET 21ST STREET 1,860 1,024 141 0 695 63% 1140S INDIAN RIVER BLVD. 17TH STREET 21 ST STREET 1,860 1,395 243 0 222 88% 115ON INDIAN RIVER BLVD. 21ST STREET S.R. 60 1,860 1,420 182 0 258 86% 1150S INDIAN RIVER BLVD. 21ST STREET S.R. 60 1,860 1,661 244 0 45 102% 116ON INDIAN RIVER BLVD. S.R. 60 W. VB CITY L. 1,860 1,049 139 0 672 64% 1160S INDIAN RIVER BLVD. S.R. 60 W. VB CITY L. 1,860 1,120 83 0 657 65% 1170N INDIAN RIVER BLVD. W. VB CITY L. US 10 53RD ST. 1,860 588 186 0 1086 42% 1170S INDIAN RIVER BLVD. W. VB CITY L. US 10 53RD ST. 1,860 832 130 0 898 52% 121ON I -95 N. COUNTY LINE C.R. 512 2,740 1,504 5 0 1231 55% 1210S 1 -95 N. COUNTY LINE C.R. 512 2,740 1,509 10 0 1221 55% 122ON 1 -95 C.R. 512 S.R. 60 2,740 1,510 23 0 1207 56% 1220S 1 -95 C.R. 512 S.R. 60 2,740 1,519 23 0 1198 56% 1230N 1 -95 S.R. 60 OSLO ROAD 2,890 1,726 34 0 1130 61% 1230S 1 -95 S.R. 60 OSLO ROAD 2,890 1,712 20 0 1158 60% 1240N 1 -95 OSLO ROAD S. COUNTY LINE 2,890 1,716 20 0 1154 60% 1240S 1 -95 OSLO ROAD S. COUNTY LINE 2,890 1,707 13 0 1170 60% 1305N U.S.1 S. COUNTY LINE OSLO ROAD 1,860 1,197 67 0 596 68% 1305S U.S.1 S. COUNTY LINE OSLO ROAD 1,860 1,590 53 0 217 88% 1310N U.S.1 OSLO ROAD 4TH ST. @ IR BLVD. 2,790 1,412 40 0 1338 52% 1310S U.S.1 OSLO ROAD 4TH ST. @ IR BLVD. 2,790 1,749 107 0 934 67% 1315N U.S.1 4TH ST. @ IR BLVD. 8TH STREET 1,860 1,195 7 0 658 65% 1315S U.S.1 4TH ST. @ IR BLVD. 8TH STREET 1,660 1,484 18 0 358 81% 1320N U.S.1 8TH STREET 12TH STREET 1,860 1,289 22 0 549 70% 1320S U.S.1 6TH STREET 12TH STREET 1,860 1,472 41 0 347 81% 1325N U.S.1 12TH STREET S. VB CITY L. 1,710 1,221 48 0 441 74% 1325S U.S.1 12TH STREET S. VB CITY L. 1,710 1,301 78 0 331 81% MASTER Traffic counts in the EXISTING column were collected In 2006 Trips Indicated In the VESTED column are as of 07/26/2007 %of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED REMAINING PROJECT W/ PROJECT .D. 1330N U.S.1 S. VB CITY L. 17TH STREET 1,710 1,120 67 0 523 69% 1330S U.S.1 S. VB CITY L. 17TH STREET 1,710 1,329 77 0 304 82% 1335N U.SA 17TH STREET S.R. 60 1,510 1,175 61 0 274 82% 1335S U.S.1 17TH STREET S.R. 60 1,510 1,207 90 0 213 86% 134ON U.S.1 S.R. 60 ROYAL PALM PL 1,820 901 96 0 823 55% 1340S U.S.1 S.R. 60 ROYAL PALM PL 1,510 1,124 196 0 190 87% 1345N U.S.1 ROYAL PALM PL ATLANTIC BLVD. 2,116 1,084 112 0 920 57% 1345S U.S.1 ROYAL PALM PL ATLANTIC BLVD. 1,710 970 162 0 578 66% 1350N U.S.1 ATLANTIC BLVD. N. VB CITY L. 2,322 1,508 129 0 685 70% 13505 U.S.1 ATLANTIC BLVD. N. VB CITY L. 2,010 1,612 154 0 244 88% 1355N U.S.1 N. VB CITY L. OLD DIXIE HWY 2,320 1,634 80 0 606 74% 1355S U.S.1 N. VB CITY L. OLD DIXIE HWY 2,010 1,298 118 0 594 70% 1360N U.S.1 OLD DIXIE HWY 41ST STREET 2,566 1,712 87 0 787 70% 1360S U.S.1 OLD DIXIE HWY 41ST STREET 2,010 1,079 72 0 859 57% 1365N U.S.1 41ST STREET 45TH STREET 2,352 1,451 124 0 777 67% 1365S U.S.1 41ST STREET 45TH STREET 2,010 1,021 108 0 881 56% 1370N U.S.1 45TH STREET 49TH STREET 2,384 1,425 137 0 822 66% - 1370S U.S.1 45TH STREET 49TH STREET 2,010 930 119 0 961 52% 1375N U.S.1 49TH STREET 65TH STREET 2,568 1,728 262 0 578 77% 1375S U.S.1 49TH STREET 65TH STREET 2,010 1,087 220 0 703 65% 1380N U.S.1 65TH STREET 69TH STREET 2,631 1,711 167 0 753 71% 1380S U.S.1 65TH STREET 69TH STREET 1,860 1,070 163 0 627 66% 1385N U.S.1 69TH STREET OLD DIXIE HWY 2,648 1,675 160 0 813 69% 1385S U.S.1 69TH STREET OLD DIXIE HWY 1,860 1,034 136 0 690 63% 139ON U.S.1 OLD DIXIE HWY SCHUMANN DR. 2,210 1,411 132 0 667 70% 1390S U.S.1 OLD DIXIE HWY SCHUMANN DR. 1,860 915 96 0 849 54% 1395N U.S.1 SCHUMANN DR. C.R. 512 1,860 1,300 68 0 492 74% 1395S U.S.1 SCHUMANN DR. C.R. 512 1,860 973 69 0 818 56% 140ON U.S.1 C.R. 512 N. SEB. CITY L. 1,710 1,272 47 0 391 77% 1400S U.S.1 C.R. 512 N. SEB. CITY L. 1,710 1,171 53 0 486 72% 1405N U.S.1 N. SEB. CITY L. ROSELAND RD. 1,860 1,318 42 0 500 73% 1405S U.S.1 N. SEB. CITY L. ROSELAND RD. 1,860 1,323 56 0 481 74% 141 ON U.S.1 ROSELAND RD. N. COUNTY LINE 1,860 1,158 8 0 694 63% 1410S U.S.1 ROSELAND RD. N. COUNTY LINE 1,860 965 33 0 862 54% 1510N SCHUMANN DR. C.R. 510 Q 66TH AVE. S. SEB. CITY L. 860 705 11 0 144 83% 1510S SCHUMANN DR. C.R. 510 Q 66TH AVE. S. SEB. CITY L. 860 337 16 0 507 41% 1520N SCHUMANN DR. S. SEB. CITY L. U.S.1 860 118 7 0 735 15% 1520S SCHUMANN DR. S. SEB. CITY L. U.S.1 860 66 12 0 782 9% 1610E ROSELAND RD. S.R. 512 N. SEB. CITY L. 860 325 14 0 521 39% 1610W ROSELAND RD. S.R. 512 N. SEB. CITY L. 860 335 16 0 509 41% 1620E ROSELAND RD. N. SEB. CITY L. U.S.1 860 301 14 0 545 37% 162OW ROSELAND RD. N. SEB. CITY L. U.S.1 860 377 6 0 477 45% 1710E C.R. 512 S.R. 60 1 -95 860 386 58 0 416 52% 1710W C.R. 512 S.R. 60 1 -95 860 704 11 0 145 83% 1720E C.R. 512 1 -95 C.R. 510 1,860 656 136 0 1068 43% 1720W C.R. 512 1 -95 C.R. 510 1,860 823 28 0 1009 46% 1730E C.R. 512 C.R. 510 W. SEB. CITY L. 1,860 730 41 0 1089 41% 1730W C.R. 512 C.R. 510 W. SEB. CITY L. 1,860 716 45 0 1099 41% 1740E C.R. 512 W. SEB. CITY L. ROSELAND RD. 1,860 952 40 0 868 53% 1740W C.R. 512 W. SEB. CITY L. ROSELAND RD. 1,860 732 44 0 1084 42% MASTER Traffic counts in the EXISTING column were collected In 2006 Trips indicated In the VESTED column are as of 0712612007 %of LOS REMAINING .D. LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED PROJECT W/ PROJECT 1750E C.R. 512 ROSELAND RD. U.S.1 1,860 611 25 0 1224 34% 175OW C.R. 512 ROSELAND RD. U.S.1 1,860 700 24 0 1136 39% 1810E C.R. 510 C.R. 512 66TH AVE. 1,860 538 266 0 1056 43% 181OW C.R. 510 C.R. 512 66TH AVE. 1,860 776 94 0 990 47% 1820E C.R. 510 66TH AVE. 58TH AVE. 1,860 512 87 0 1261 12% 1820W C.R. 510. 66TH AVE. 58TH AVE. 1,860 718 106 0 1036 44% 1830E C.R. 510 58TH AVE. U.SA 1,860 544 110 0 1206 35% 1830W C.R. 510 58TH AVE. U.S.1 1,860 774 78 0 1006 46% 1840E C.R. 510 U.S.1 S.R.A1A 1,900 571 172 0 1157 39% 184OW C.R. 510 U.S.1 S.R.AlA 1,900 1,021 152 0 727 62% 1905E S.R. 60 W. COUNTY LINE C.R. 512 1,810 217 9 0 1584 12% 1905W S.R. 60 W. COUNTY LINE C.R. 512 1,810 254 11 0 1545 15% 1907E S.R. 60 C.R. 512 100TH AVE. 1,810 258 1 0 1551 14% 1907W S.R. 60 C.R. 512 100TH AVE. 1,810 257 3 0 1550 14% 1910E S.R. 60 100TH AVE. 1 -95 1,860 325 121 0 1414 24% 191OW S.R- 60 100TH AVE. 1 -95 1,860 286 196 0 1378 26% 1915E S.R. 60 1 -95 82ND AVE. 1,860 1,391 207 0 262 86% 1915W S.R. 60 1 -95 82ND AVE. 2,000 1,593 218 0 169 91% 1920E S.R. 60 82ND AVE. 66TH AVE. 2,790 1,550 212 0 1028 63% 1920W S.R. 66 82NDAVE. 66TH AVE: 2;790 11865 186 0 719 74% 1925E S.R. 60 66TH AVE. 58TH AVE. 2,790 1,641 256 0 893 68% 1925W S.R. 60 66TH AVE. 58TH AVE. 2,790 1,652 254 0 884 68% 1930E S.R. 60 58TH AVE. 43RD AVE. 2,790 1,399 224 0 1167 58% 1930W S.R. 60 58TH AVE. 43RD AVE. 2,790 1,497 340 0 953 66% 1935E S.R. 60 43RD AVE. 27TH AVE. 2,790 1,315 210 0 1265 55% 1935W S.R. 60 43RD AVE. 27TH AVE. 2,790 1,544 332 0 914 67% 1940E S.R. 60 27TH AVE. 20TH AVE. 2,790 1,158 196 0 1436 49% 194OW S.R. 60 27TH AVE. 20TH AVE. 2,790 1,371 294 0 1125 60% 1945E S.R. 60 20TH AVE. OLD DIXIE HWY 3,252 1,135 155 0 1962 40% 1945W S.R. 60 20TH AVE. OLD DIXIE HWY 3,252 1,268 208 0 1776 45% 1950E S.R. 60 OLD DIXIE HWY 10TH AVE. 3,252 1,258 109 0 1885 42% 195OW S.R. 60 OLD DIXIE HWY 10TH AVE. 3,252 1,051 171 0 2030 38% 1955E S.R. 60 10TH AVE. U.S.1 3,252 1,100 108 0 2044 37% 1955W S.R. 60 10TH AVE. U.S.1 3,252 757 157 0 2338 28% 1960E S.R. 60 U.S.1 INDIAN RIVER BLVD. 3,252 789 69 0 2394 26% 1960W S.R. 60 U.S.1 INDIAN RIVER BLVD. 3,252 513 104 0 2635 19% 1965E S.R. 60 INDIAN RIVER BLVD. ICWW 1,860 908 6 0 946 49% 1965W S.R. 60 INDIAN RIVER BLVD. ICWW 1,860 1,263 1 0 596 68% 1970E S.R. 60 ICWW S.R.A1A 1,860 920 6 0 934 50% 197OW S.R. 60 ICWW S.R.A1A 1,860 991 6 0 863 54% 2020E 16TH STREET 58TH AVE. 43RD AVE. 860 160 44 0 656 24% 202OW 16TH STREET 58TH AVE. 43RD AVE. 860 240 36 0 584 32% 2030E 16TH STREET 43RD AVE. 27TH AVE. 860 348 45 0 467 46% 203OW 16TH STREET 43RD AVE. 27TH AVE. 860 507 36 0 317 63% 2040E 16TH STREET 27TH AVE. 20TH AVE. 860 390 32 0 438 49% 204OW 16TH STREET 27TH AVE. 20TH AVE. 860 579 51 0 230 73% 2050E 16TH STREET 20TH AVE. OLD DIXIE HWY 810 597 29 0 184 77% 205OW 16TH STREET 20TH AVE. OLD DIXIE HWY 810 775 42 0 -7 101% 2060E 16TH /17TH STREET OLD DIXIE HWY U.S.1 1,710 582 50 0 1078 37% 206OW 16TH /17TH STREET OLD DIXIE HWY U.S.1 1,710 624 45 0 1041 39% MASTER Traffic counts in the EXISTING column were collected in 2006 Trips indicated in the VESTED column are as of 07/26/2007 %of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED REMAINING PROJECT W/ PROJECT .D. 2110E 17TH STREET U.S.1 INDIAN RIVER BLVD. 1,710 560 28 0 1122 34% 211OW 17TH STREET U.S.1 INDIAN RIVER BLVD, 1,710 754 15 0 941 45% 2120E 17TH STREET INDIAN RIVER BLVD. S.R. Al 1,860 1,049 24 0 787 58% 212OW 17TH STREET INDIAN RIVER BLVD. S.R. Al 1,860 1,298 15 0 547 71% 2210E 12TH STREET 82ND AVE. 58TH AVE. 870 15 3 0 852 2% 221 OW 12TH STREET 82ND AVE. 58TH AVE. 870 17 0 0 853 2% 2220E 12TH STREET 58TH AVE. 43RD AVE. 860 180 34 0 646 25% 222OW 12TH STREET 58TH AVE. 43RD AVE. 860 254 25 0 581 32 %. 2230E 12TH STREET 43RD AVE. 27TH AVE. 860 313 17 0 530 38% 223OW 12TH STREET 43RD AVE. 27TH AVE. 860 471 14 0 375 56% 2240E 12TH STREET 27TH AVE. 20TH AVE. 860 402 16 0 442 49% 2240W 12TH STREET 27TH AVE. 20TH AVE. 860 562 14 0 284 67% 2250E 12TH STREET 20TH AVE. OLD DIXIE HWY 860 489 14 0 357 58% 225OW 12TH STREET 20TH AVE. OLD DIXIE HWY 860 711 13 0 136 84% 2260E 12TH STREET OLD DIXIE HWY U.S.1 1,368 227 14 0 1127 18% 2260W 12TH STREET OLD DIXIE HWY U.S.1 1,368 760 15 0 593 57% 2305N OLD DIXIE HWY S. COUNTY LINE OSLO ROAD 860 356 43 0 461 46% 2305S OLD DIXIE HWY S. COUNTY LINE OSLO ROAD 860 491 12 0 357 58% 231 ON OLD DIXIE HWY OSLO ROAD 4TH STREET 860 329 45 0 486 43% 2310S OLD DIXIE HWY OSLO ROAD 4TH STREET 860 483 41 0 336 61% 2315N OLD DIXIE HWY 4TH STREET 8TH STREET 810 484 39 0 287 65% 2315S OLD DIXIE HWY 4TH STREET 8TH STREET 810 630 39 0 141 83 %. 2320N OLD DIXIE HWY 8TH STREET 12TH STREET 810 529 21 0 260 68% 2320S OLD DIXIE HWY 8TH STREET 12TH STREET 810 704 24 0 82 90% 2325N OLD DIXIE HWY 12TH STREET S. VB CITY L. 810 396 10 0 404 50% 23255 OLD DIXIE HWY 12TH STREET S. VB CITY L. 810 391 14 0 405 50% 2330N OLD DIXIE HWY S. VB CITY L. 16TH STREET 850 396 11 0 443 48% 2330S OLD DIXIE HWY S. VB CITY L. 16TH STREET 850 391 12 0 447 47% 2335N OLD DIXIE HWY 16TH STREET S.R. 60 850 284 8 0 558 34% 2335S OLD DIXIE HWY 16TH STREET S.R. 60 850 239 13 0 598 30% 2345N OLD DIXIE HWY 41 ST STREET 45TH STREET 860 176 6 0 678 21% 2345S OLD DIXIE HWY 41ST STREET 45TH STREET 860 181 3 0 676 21% 2350N OLD DIXIE HWY 45TH STREET 49TH STREET 860 136 3 0 721 16% 2350S OLD DIXIE HWY 45TH STREET 49TH STREET 860 114 2 0 744 13% 2355N OLD DIXIE HWY 49TH STREET 65TH STREET 860 132 103 0 625 27% 2355S OLD DIXIE HWY 49TH STREET 65TH STREET 860 149 82 0 629 27% 2360N OLD DIXIE HWY 65TH STREET 69TH STREET 860 218 31 0 611 29% 2360S OLD DIXIE HWY 65TH STREET 69TH STREET 860 87 24 0 749 13% 2365N OLD DIXIE HWY 69TH STREET C.R. 510 860 145 17 0 698 19% 23655 OLD DIXIE HWY 69TH STREET C.R. 510 860 129 12 0 719 16% 241 ON 27TH AVENUE S. COUNTY LINE OSLO ROAD 1,068 519 296 0 253 76% 2410S 27TH AVENUE S. COUNTY LINE OSLO: ROAD 1;710 800 466 0 444 74% 2420N 27TH AVENUE OSLO ROAD 4TH STREET 1,068 548 195 0 325 70% 2420S 27TH AVENUE. OSLO ROAD 4TH STREET 1,710 769 282 0 659 61% 243ON 27TH AVENUE 4TH STREET 8TH STREET 1,020 462 141 0 417 59% 2430S 27TH AVENUE 4TH STREET 8TH STREET 1,710 811 198 0 701 59% 2440N 27TH AVENUE 6TH STREET 12TH STREET 1,020 447 99 0 474 54% 2440S 27TH AVENUE 8TH STREET 12TH STREET 1,020 793 135 0 92 91% 245ON 27TH AVENUE 12TH STREET S. VB CITY L. 1,020 456 81 0 483 53% 2450S 27TH AVENUE 12TH STREET S. VB CITY L. 1,020 784 136 0 100 90% MASTER Traffic counts In the EXISTING column were collected In 2006 Trips indicated In the VESTED column are as of 0712M007 % of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED REMAINING PROJECT W/ PROJECT ,D. 246ON 27TH AVENUE S. VB CITY L. 16TH STREET 1,020 456 73 0 491 52% 2460S 27TH AVENUE S. VB CITY L 16TH STREET 1,020 784 130 0 106 90% 2470N 27TH AVENUE 16TH STREET S.R. 60 1,020 411 37 0 572 44% 2470S 27TH AVENUE 16TH STREET S.R. 60 1,020 704 66 0 250 75% 248ON 27TH AVENUE S.R. 60 ATLANTIC BLVD. 810 257 16 0 537 34% 24805 27TH AVENUE S.R. 60 ATLANTIC BLVD. 810 439 24 0 347 57% 251 ON 27TH AVENUE ATLANTIC BLVD. AVIATION BLVD, 810 439 5 0 366 55% 2510S 27TH AVENUE ATLANTIC BLVD. AVIATION BLVD. 810 756 10 0 44 95% 2530E OSLO ROAD 82ND AVE. 58TH AVE. 870 245 1 0 624 28% 2530W OSLO ROAD 82ND AVE. 58TH AVE. 870 197 0 0 673 23% 2540E OSLO ROAD 58TH AVE. 43RD AVE. 1,953 561 210 0 1182 39% 254OW OSLO ROAD 58TH AVE. 43RD AVE. 1,953 483 109 0 1361 30% 2550E OSLO ROAD 43RD AVE. 27TH AVE. 1,953 741 156 0 1056 46% 255OW OSLO ROAD 43RD AVE. 27TH AVE. 1,953 703 175 0 1075 45% 2560E OSLO ROAD 27TH AVE. 20TH AVE. 1,953 564 123 0 1266 35% 256OW OSLO ROAD 27TH AVE. 20TH AVE. 1,953 695 80 0 1178 40% 2570E OSLO ROAD 20TH AVE. OLD DIXIE HWY 1,953 595 208 0 1150 41% 2570W OSLO ROAD 20TH AVE. OLD DIXIE HWY 1,953 805 125 0 1023 48% 2580E OSLO ROAD OLD DIXIE HWY U.S.1 1,953 519 67 0 1367 30% 2580W OSLO ROAD OLD DIXIE HWY U.S.1 1,953 631 71 0 1251 36% 2610E 6TH AVENUE 17TH STREET S. VB CITY L. 860 299 1 0 560 35% 261 ON 6TH AVENUE 17TH STREET S. VB CITY L. 860 450 1 0 409 52% 2610S 6TH AVENUE 17TH STREET S. VB CITY L. 860 732 1 0 127 85% 262ON 6TH AVENUE S. VB CITY L. S.R. 60 850 470 2 0 378 56% 26205 6TH AVENUE S. VB CITY L. S.R. 60 850 567 1 0 282 67% 271 ON 10TH AVENUE S.R. 60 ROYAL PALM BLVD. 810 76 23 0 711 12% 2710S 10TH AVENUE S.R. 60 ROYAL PALM BLVD. 810 73 23 0 714 12% 2720N 10TH AVENUE ROYAL PALM BLVD. 17TH STREET 810 216 24 0 570 30% 2720S 10TH AVENUE ROYAL PALM BLVD. 17TH STREET 810 238 23 0 549 32% 281ON 20TH AVENUE OSLO ROAD 4TH STREET 860 402 88 0 370 57% 2810S 20TH AVENUE OSLO ROAD 4TH STREET 860 563 136 0 161 81% 2820N 20TH AVENUE 4TH STREET 8TH STREET 810 360 58 0 392 52% 2B20S 20TH AVENUE 4TH STREET 8TH STREET 810 693 77 0 40 95% 283ON 20TH AVENUE 8TH STREET 12TH STREET 810 435 40 0 335 59% 2830S 20TH AVENUE 8TH STREET 12TH STREET 810 689 55 0 66 92% 284ON 20TH AVENUE 12TH STREET S. VB CITY L. 1,710 442 27 0 1241 27% 2B40S 20TH AVENUE 12TH STREET S. VB CITY L. 1,710 596 33 0 1061 37% 2850N 20TH AVENUE S. VB CITY L. 16TH STREET 1,800 442 16 0 1342 25% 2850S 20TH AVENUE S. VB CITY L. 16TH STREET 1,800 596 32 0 1172 35% 286ON 20TH AVENUE 16TH STREET S.R. 60 1,800 332 22 0 1446 20% 2860S 20TH AVENUE 16TH STREET S.R. 60 1,800 430 39 0 1331 26% 287ON 20TH AVENUE S.R. 60 ATLANTIC BLVD. 850 166 21 0 663 22% 2870S 20TH AVENUE S.R. 60 ATLANTIC BLVD. 850 130 52 0 668 21% 2905N 43RD AVENUE S. COUNTY LINE OSLO ROAD 950 354 196 0 400 58% 2905S 43RD AVENUE S. COUNTY LINE OSLO ROAD 950 311 315 0 324 66% 2910N 43RD AVENUE OSLO ROAD 4TH STREET 1,068 439 222 0 407 62% 2910S 43RD AVENUE OSLO ROAD 4TH STREET 1,068 541 239 0 288 73% 2915N 43RD AVENUE 4TH STREET 8TH STREET 1,020 473 135 0 412 60% 2915S 43RD AVENUE 4TH STREET 8TH STREET 1,020 671 208 0 141 86% 292ON 43RD AVENUE 8TH STREET 12TH STREET 1,071 482 130 0 459 57% MASTER Traffic counts in the EXISTING column were collected in 2006 Trips indicated in the VESTED column are as of 07/2612007 %of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED REMAINING PROJECT .D. W/ PROJECT 2920S 43RDAVENUE 8TH STREET 12TH STREET 1,071 653 192 0 226 79% 2925N 43RD AVENUE 12TH STREET 16TH STREET 1,071 502 109 0 460 57% 2925S 43RD AVENUE 12TH STREET 16TH STREET 1,071 658 164 0 249 77% 293ON 43RDAVENUE 16TH STREET S.R. 60 1,796 581 97 0 1118 38% 2930S 43RD AVENUE 16TH STREET S.R. 60 1,796 693 165 0 936 48% 2935N 43RD AVENUE S.R. 60 26TH STREET 1,796 467 102 0 1227 32% 2935S 43RD AVENUE S.R. 60 26TH STREET 1,796 612 114 0 1070 40% 294ON 43RDAVENUE 26TH STREET 41 ST STREET 860 423 168 0 269 69% 2940S 43RD AVENUE 26TH STREET 41ST STREET 860 488 179 0 193 78% 2945N 43RD AVENUE 41ST STREET 45TH STREET 860 332 122 0 406 53% 29455 43RD AVENUE 41 ST STREET 45TH STREET 860 333 93 0 434 50% 295ON 43RD AVENUE 45TH STREET 49TH STREET 860 245 77 0 538 37% 2950S 43RD AVENUE 45TH STREET 49TH STREET 860 160 58 0 622 28% 3005N 58TH AVENUE OSLO ROAD 4TH STREET 1,860 363 83 0 1414 24% 3005S 58TH AVENUE OSLO ROAD 4TH STREET 1,860 411 128 0 1321 29% 3010N 58TH AVENUE 4TH STREET 8TH STREET 1,710 657 69 0 984 42% 3010S 58TH AVENUE 4TH STREET 8TH STREET 1,710 712 95 0 903 47% 3015N 58TH AVENUE 8TH STREET 12TH STREET 1,710 815 58 0 837 51% 3015S 58TH AVENUE 8TH STREET 12TH STREET 1,710 1,138 90 0 482 72% 302ON 58TH AVENUE 12TH STREET 16TH STREET 1,710 944 97 0 669 61% 30205 58TH AVENUE 12TH STREET 16TH STREET 1,710 1,046 125 0 539 68% 3025N 58TH AVENUE 16TH STREET S.R. 60 1,710 983 163 0 564 67% 3025S 58TH AVENUE 16TH STREET S.R. 60 1,710 1,035 206 0 469 73% 303ON 58TH AVENUE S.R. 60 41 ST STREET 1,860 1,137 170 0 553 70% 3030S 58TH AVENUE S.R. 60 41ST STREET 1,860 1,109 141 0 610 67% 3035N 58TH AVENUE 41ST STREET 45TH STREET 860 587 98 0 175 80% 3035S 58TH AVENUE 41ST STREET 45TH STREET 860 538 33 0 289 66% 304ON 58TH AVENUE 45TH STREET 49TH STREET 860 496 65 0 299 65% 3040S 58TH AVENUE 45TH STREET 49TH STREET 860 487 18 0 355 59% 3045N 58TH AVENUE 49TH STREET 65TH STREET 860 479 44 0 337 61% 3045S 58TH AVENUE 49TH STREET 65TH STREET 860 402 19 0 439 49% 305ON 58TH AVENUE 65TH STREET 69TH STREET 860 432 28 0 400 53% 3050S 58TH AVENUE 65TH STREET 69TH STREET 860 356 11 0 493 43% 3055N 58TH AVENUE 69TH STREET C.R. 510 860 367 41 0 452 47% 3055S 58TH AVENUE 69TH STREET C.R. 510 860 292 25 0 543 37% 312ON 66TH AVENUE S.R. 60 26TH STREET 860 463 94 0 303 65% 3120S 66TH AVENUE S.R. 60 26TH STREET 860 432 77 0 351 59% 313ON 66TH AVENUE 26TH STREET 41ST STREET 860 548 45 0 267 69% 3130S 66TH AVENUE 26TH STREET 41ST STREET 860 398 35 0 427 50% 314ON 66TH AVENUE 41ST STREET 45TH STREET 950 559 15 0 376 60% 3140S 66TH AVENUE 41ST STREET 45TH STREET 950 367 27 0 556 41% 315ON 66TH AVENUE 45TH STREET 65TH STREET 870 537 17 0 316 64% 3150S 66TH AVENUE 45TH STREET 65TH STREET 870 331 26 0 513 41% 316ON 66TH AVENUE 65TH STREET 69TH STREET 870 537 41 0 292 66% 3160S 66TH AVENUE 65TH STREET 69TH STREET 870 301 39 0 530 39% 317ON 66TH AVENUE 69TH STREET C.R. 510 870 561 55 0 254 71% 3170S 66TH AVENUE 69TH STREET C.R. 510 870 314 46 0 510 41% 3310N 82ND AVENUE OSLO ROAD 4TH STREET 950 180 3 0 767 19% 3310S 82ND AVENUE OSLO ROAD 4TH STREET 950 166 7 0 777 18% 3320N 82ND AVENUE 4TH STREET 12TH STREET 950 196 11 0 743 22% MASTER Traffic counts In the EXISTING column were collected in 2006 Trips indicated in the VESTED column are as of 07/2612007 % of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED REMAINING PROJECT .D' W/ PROJECT 3320S 82ND AVENUE 4TH STREET 12TH STREET 950 184 18 0 748 21% 3330N 82ND AVENUE 12TH STREET S.R. 60 860 239 57 0 564 34% 3330S 82NDAVENUE 12TH STREET S.R. 60 860 144 25 0 691 20% 334ON 82ND AVENUE S.R. 60 65TH STREET 410 18 2 0 390 5% 3340S 82ND AVENUE S.R. 60 65TH STREET 410 76 2 0 332 19% 335ON 82ND AVENUE 65TH STREET 69TH STREET 410 19 1 0 390 5% 33505 82ND AVENUE 65TH STREET 69TH STREET 410 23 0 0 387 6% 336ON 98TH AVENUE 8TH STREET 12TH STREET 860 13 43 0 804 7% 3360S 98TH AVENUE 8TH STREET 12TH STREET 860 13 79 0 768 11% 3370N 98TH AVENUE 12TH STREET 16TH STREET 860 72 108 0 680 21% 3370S 98TH AVENUE 12TH STREET 16TH STREET 860 50 197 0 613 29% 3380N 98TH AVENUE 16TH STREET SR 60 860 73 108 0 679 21% 3380S 96TH AVENUE 16TH STREET SR 60 860 48 197 0 615 28% 339ON 98TH AVENUE SR 60 26TH STREET 860 24 0 0 836 3% 3390S 98TH AVENUE SR 60 26TH STREET 860 14 0 0 846 2% 3610E 77TH STREET 66TH AVE. U.S.1 820 70 11 0 739 10% 3610W 77TH STREET 66TH AVE. U.S.1 820 174 9 0 637 22% 3710E 69TH STREET 82ND AVE. 66TH AVE. 410 16 18 0 376 8% 371OW 69TH STREET 82ND AVE. 66TH AVE. 410 48 18 0 344 16% 3720E 69TH STREET 66TH AVE. 58TH AVE. 870 39 14 0 817 6% 3720W 69TH STREET 66TH AVE. 58TH AVE. 870 68 18 0 784- 10% 3730E 69TH STREET 58TH AVE. OLD DIXIE HWY 870 53 21 0 796 9% 373OW 69TH STREET 58TH AVE. OLD DIXIE HWY 870 70 16 0 784 10% 3740E 69TH STREET OLD DIXIE HWY U.S.1 870 47 9 0 814 6% 3740W 69TH STREET OLD DIXIE HWY U.S.1 870 59 9 0 802 8% 3620E 65TH STREET 66TH AVE. 58TH AVE. 870 44 20 0 806 7% 3820W 65TH STREET 66TH AVE. 58TH AVE. 870 32 12 0 826 5% 3830E 65TH STREET 58TH AVE. OLD DIXIE HWY 870 86 30 0 754 13% 383OW 65TH STREET 58TH AVE. OLD DIXIE HWY 870 90 26 0 754 13% 3840E 65TH STREET OLD DIXIE HWY U.S.1 870 51 8 0 all 7% 3840W 65TH STREET OLD DIXIE HWY U.S.1 870 66 8 0 796 9% 4220E 49TH STREET 66TH AVE. 58TH AVE. 860 28 0 0 832 3% 4220W 49TH STREET 66TH AVE. 58TH AVE. 860 31 0 0 829 4% 4230E 49TH STREET 58TH AVE. 43RD AVE. 860 135 28 0 697 19% 4230W 49TH STREET 58TH AVE. 43RD AVE. 860 200 27 0 633 26% 4240E 49TH STREET 43RD AVE. OLD DIXIE HWY 810 216 81 0 513 37% 4240W 49TH STREET 43RD AVE. OLD DIXIE HWY 810 144 76 0 590 27% 4250E 49TH STREET OLD DIXIE HWY U.S.1 810 221 9 0 Sao 28% 425OW 49TH STREET OLD DIXIE HWY U.S.1 810 157 17 0 636 21% 4320E 45TH STREET 66TH AVE. 58TH AVE. 860 157 10 0 693 19% 4320W 45TH STREET 66TH AVE. 58TH AVE. 860 136 5 0 719 16% 4330E 45TH STREET 58TH AVE. 43RD AVE. 860 177 19 0 664 23% 4330W 45TH STREET 58TH AVE. 43RD AVE. 860 207 20 0 633 26% 4340E 45TH STREET 43RD AVE. OLD DIXIE HWY 660 321 39 0 Soo 42% 434OW 45TH STREET 43RD AVE. OLD DIXIE HWY 860 432 21 0 407 53% 4350E 45TH STREET OLD DIXIE HWY INDIAN RIVER BLVD. 860 188 49 0 623 28% 435OW 45TH STREET OLD DIXIE HWY INDIAN RIVER BLVD. 860 273 61 0 526 39% 4420E 41 ST STREET 66TH AVE. 58TH AVE. 870 102 10 0 758 13% 442OW 41 ST STREET 66TH AVE. 58TH AVE. 870 141 9 0 720 17% 4430E 41 ST STREET 58TH AVE. 43RD AVE. 860 181 46 0 633 26% MASTER Traffic counts in the EXISTING column were collected In 2006 Trips Indicated In the VESTED column are as of 07126/2007 HATraffic Master\ Link Tables 07- 26- 07.xls]Link Percent % of LOS LINK ON STREET FROM STREET TO STREET CAPACITY EXIST. VESTED REMAINING PROJECT W/ PROJECT D. 4430W 41ST STREET 58TH AVE. 43RD AVE. 860 262 59 0 539 37% 4440E 41ST STREET 43RD AVE. OLD DIXIE HWY 860 205 84 0 571 34% 4440W 41ST STREET 43RD AVE. OLD DIXIE HWY 860 212 40 0 608 29% 4450E 41ST STREET OLD DIXIE HWY INDIAN RIVER BLVD. 860 133 10 0 717 17% 4450W 41ST STREET OLD DIXIE HWY INDIAN RIVER BLVD. 860 59 35 0 766 11% 4460E 37TH STREET U.S.1 INDIAN RIVER BLVD. 860 448 0 0 412 52% 4460W 37TH STREET U.S.1 INDIAN RIVER BLVD. 860 638 7 0 215 75% 4720E 26TH STREET 66TH AVE. 58TH AVE. 860 352 114 0 394 54% 4720W 26TH STREET 66TH AVE. 58TH AVE. 860 500 91 0 269 69% 4730E 26TH STREET 58TH AVE. 43RD AVE. 860 405 40 0 415 52% 4730W 26TH STREET 58TH AVE. 43RD AVE. 860 607 53 0 200 77% 4740E 26TH STREET 43RD AVE. AVIATION BLVD. 860 508 26 0 326 62% 4740W 26TH STREET 43RD AVE. AVIATION BLVD. 860 666 30 0 164 81% 4750E 26TH STREET AVIATION BLVD. 27TH AVE. 860 197 9 0 654 24% 4750W 26TH STREET AVIATION BLVD. 27TH AVE. 860 180 15 0 665 23% 4830E 8TH STREET 58TH AVE. 43RD AVE. 860 292 16 0 552 36% 4830W 8TH STREET 58TH AVE. 43RD AVE. 860 213 10 0 637 26% 4840E 8TH STREET 43RD AVE. 27TH AVE. 860 352 53 0 455 47% 4840W 8TH STREET 43RD AVE. 27TH AVE. 860 521 35 0 304 65% 4850E 8TH STREET 27TH AVE. 20TH AVE. 860 354 13 0 493 43% 4850W 8TH STREET 27TH AVE. 20TH AVE. 860 555 12 0 293 66% 4860E 8TH STREET 20TH AVE. OLD DIXIE HWY 810 359 20 0 431 47% 4860W 8TH STREET 20TH AVE. OLD DIXIE HWY 810 711 23 0 76 91% 4870E BTH STREET OLD DIXIE HWY U.S.1 810 326 19 0 465 43% 4870W 8TH STREET OLD DIXIE HWY U.S.1 810 715 28 0 67 92% 4880E 8TH STREET U.S.1 INDIAN RIVER BLVD. 860 297 1 0 562 35% 48BOW 8TH STREET U.S.1 INDIAN RIVER BLVD. 860 577 2 0 281 67% 4910E 4TH STREET 82ND AVE. 58TH AVE. 870 80 17 0 773 11% 4910W 4TH STREET 82ND AVE. 58TH AVE. 870 121 4 0 745 14% 4930E 4TH STREET 58TH AVE. 43RD AVE. 860 228 14 0 618 28% 4930W 4TH STREET 58TH AVE. 43RD AVE. 860 288 10 0 562 35% 4940E 4TH STREET 43RD AVE. 27TH AVE. 860 293 25 0 542 37% 4940W 4TH STREET 43RD AVE. 27TH AVE. 860 365 22 0 473 45% 4950E 4TH STREET 27TH AVE. 20TH AVE. 860 339 7 0 514 40% 4950W 4TH STREET 27TH AVE. 20TH AVE. 860 505 10 0 345 60% 4960E 4TH STREET 20TH AVE. OLD DIXIE HWY 860 383 32 0 445 48% 4960W 4TH STREET 20TH AVE. OLD DIXIE HWY 860 575 50 0 235 73% 4970E 4TH STREET OLD DIXIE HWY U.S.1 810 569 14 0 . 227 72% 4970W 4TH STREET OLD DIXIE HWY U.S.1 810 532 23 0 255 69% 5610E FRED TUERK DR. AtA W. OF COCONUT DR. 860 115 0 0 745 13% 5610W FRED TUERK DR. A1A W. OF COCONUT DR. 860 92 0 0 768 11% 5710E WINTER BEACH RD. A1A JUNGLE TRAIL 860 64 0 0 796 7% 5710W WINTER BEACH RD. A1A JUNGLE TRAIL 860 54 0 0 806 6% 5810E ATLANTIC BLVD. 27TH AVE. 20TH AVE. 860_ 141 5 0 714 17% 5810W ATLANTIC BLVD. 27TH AVE. 20TH AVE. 860 257 6 0 597 31% 5820E ATLANTIC BLVD. 20TH AVE. U.S.1 860 123 40 0 697 19% 5820W ATLANTIC BLVD. 20TH AVE. U.S.1 860 171 101 0 588 32% 5910E AVIATION BLVD. 26TH STREET 27TH AVE. 1,280 547 B 0 725 43% 5910W AVIATION BLVD. 26TH STREET 27TH AVE. 1,280 732 39 0 509 60% 6010E ROYAL PALM BLVD. ROYAL PALM PL. INDIAN RIVER BLVD. 880 394 9 0 477 46% 6010W ROYAL PALM BLVD. ROYAL PALM PL. INDIAN RIVER BLVD. 880 197 33 0 650 26% 6110E ROYAL PALM PL. U.S.1 INDIAN RIVER BLVD. 880 223 15 0 642 27% 6110W ROYAL PALM PL. U.S.1 INDIAN RIVER BLVD. 880 444 42 0 394 55% HATraffic Master\ Link Tables 07- 26- 07.xls]Link Percent Queues 1: Main Street & US 1 EXISTING AM CONDITIONS Lane Group Flow (vph) 221 114 102 8 73 685 23 675 Control Delay 62.3 7.6 40.0 18.0 8.2 8.0 13.7 13.2 Total Delay 62.3 7.6 40.0 18.0 8.2 8.0 13.7 13.2 0 Queue Length 95th (ft) 247 41 64 6 43 169 26 220 Turn Bay Length (ft) 300 300 250 s Starvation Cap Reductn 1 1:1110,11, 1 101 0 0 _ 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Signalized Intersection Capacity Analysis EXISTING AM CONDITIONS 1: Main Street & US 1 Lane Total Lost time .A --- I. !Ki =Ki; Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.98 Satd. Flow (orot) 1774 1568 1837 1583 1719 3426 1752 3439 Satd. Flow (perm) 1213 1568 1502 1583 610 3426 722 Peak -hour factor, PHF 0.87 0.87 0.87 0.52 0.52 0.52 0.94 0.94 0.94 0.91 0.91 0.91 RTOR Reduction (vph) 0 0 88 0 0 6 0 1 0 0 5 ..0 Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 3% 3% 3% Protected Phases 4 8 5 2 6 I, Actuated Green, G (s) 26.8 26.8 26.8 26.8 86.6 86.6 75.0 75.0 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.71 0.71 0.62 0.62 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot 0.01 c0.20 c0.19 v/c Ratio 0.80 0.07 0.30 0.01 0.15 0.28 0.05 0.32 SUN N0109 M Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 60.3 38.0 40.5 37.3 6.3 7.0 9.8 11.9 52.7 40.2 6.9 11.8 HCM Volume to Capacity ratio 044 1¢7 • i�x��� �����.,, � '�i"' < �t� "„ y`�..S�i� �' �f�{ Ie�� '�.,�i� <�"�c <."���".�bW{<l�� �...�.. «..7�Z�.,. ,>......,��',,. Intersection Capacity Utilization 48 4% ICU Level of Service A a `0"'44' c Critical Lane Group Kimley Horn and Associates Synchro 6 Report 8/17/2007 ti Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.98 Satd. Flow (orot) 1774 1568 1837 1583 1719 3426 1752 3439 Satd. Flow (perm) 1213 1568 1502 1583 610 3426 722 Peak -hour factor, PHF 0.87 0.87 0.87 0.52 0.52 0.52 0.94 0.94 0.94 0.91 0.91 0.91 RTOR Reduction (vph) 0 0 88 0 0 6 0 1 0 0 5 ..0 Vehicles (%) 3% 3% 3% 2% 2% 2% 5% 5% 5% 3% 3% 3% Protected Phases 4 8 5 2 6 I, Actuated Green, G (s) 26.8 26.8 26.8 26.8 86.6 86.6 75.0 75.0 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.71 0.71 0.62 0.62 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot 0.01 c0.20 c0.19 v/c Ratio 0.80 0.07 0.30 0.01 0.15 0.28 0.05 0.32 SUN N0109 M Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 60.3 38.0 40.5 37.3 6.3 7.0 9.8 11.9 52.7 40.2 6.9 11.8 HCM Volume to Capacity ratio 044 1¢7 • i�x��� �����.,, � '�i"' < �t� "„ y`�..S�i� �' �f�{ Ie�� '�.,�i� <�"�c <."���".�bW{<l�� �...�.. «..7�Z�.,. ,>......,��',,. Intersection Capacity Utilization 48 4% ICU Level of Service A a `0"'44' c Critical Lane Group Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings EXISTING AM CONDITIONS 1: Main Street & US 1 Lane Perm Perm Perm Perm pm +pt Perm Permitted Phases 4 4 8 8 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total • p ' • 1 49.0 • 1 ' • 1 , • 1 49.0 • 1 • : • : Recall Mode None None None None None None None Max Max Max .....3° -, W- ° «r"`e., ® ''_ • F ®$ o F ,i<?.' • _�v°. RAIN ' •• • 1 1 1 1 1 •' 1 11 • 1 Control Delay 62.3 7.6 40.0 1 07 C 1 Nu E€ 1 1. x i r? •, • •- • •� '1 1 : 1 : : 1 -, 9z Approach D- " �iYTB:ar',!.t�°.% �'. sill °' kLm Intersection • 1 Intersection LOS: 5 Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Unsignalized Intersection Capacity Analysis EXISTING AM CONDITIONS 3: Main Street & Indian River Drive --* --V .4\ t pp t a,�. ❑ .:a �°�-�� a ' T4 a`�x p, 'v'3 'd -''" • • 1 1 1:: 1:: 1:1 1:1 �`�: �h r�t'tR�.. �♦l�y�in 6. : '� ® � �'�' 1 +, e O "T� , ' fl°s:3± oR' Ar 'y x� K_. a .�� Pedestrians unblocked vol , 1 �. • .. 0r tC, 2 pO queue free % 98 97 92 91 97 h Npalm, ran, FIRM Dan= i Al P�#� 11 • :• � r • __ • ..:• 1 • 10 A B A Approach • �( .�33 p SL.°��; C "a`v z i ri' �,cY' r.:,.s�� -_� S 1�.2 &Sf� s`�1 az 3` Average Delay Analysis Period (min) 15 Kimley Horn and Associates Synchro 6 Report 8/17/2007 Queues EXISTING PM CONDITIONS 1: Main Street & US 1 . : •gyp i : - o oyt � g ``�pyypg��gpp �y r. i`� � I'A" W,'. ..:. "' . . .'.. •. "l t4 , Fix �, h, � �+� ��'' �. a� ,�; Kr .,, r -�,° m;F a "r .?,a• - • tl 11 �1 � �1ai §.,y ® "U - Hai Alm, g?'�4p ?,�+ r p i �t rP >' .. i`.E ;;''. ". ✓�. a: t> `off LE _ ., ." .. , `�-"Ky a , .«..,..... ,. . .... " . �a. yy...,�. _ Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Signalized Intersection Capacity Analysis EXISTING PM CONDITIONS 1: Main Street & US 1 Lane Configurations Total • 4.0 4.0 ' ' Frt 1.00 0.85 1.00 0.85 0, .: • � ®.. Q�x` " "'t:' S1+3�`�i _ .. ®� ® ® ii �9 ®• :,.,� °� ,� � � �� ®` � ..�..® ® �� � U ��. Yg, � � ° ��k��"�R �.�,4'i Satd. Y Flow • • 1784 •Y' 1538 1703 • ' • Satd. Flow (perm) i 1236 • • • 496 3459 >�CiY! x @ • �A.� ' f li �t . e ,... de. 7 a �9t ° % a:s<. afi' 'i„-s ai K ®0 ®-.. x® ¢ 7 • (j i f 41:°f ae,.=6 D 4 :. i ° U + T .•_ A::n . '� �. S- r� rv?§� .� Mi'�e'I'9�, .�MR-054 6,Ff�c.41.�, i� @ °�f a `�d,,. ® . Y `' �`; y`�;3 .u"'".: �'` ®s x •' •' Protected aR„gGG,��4u?�,r `�v, •e�"''% °a x- Act - • 96.7 • ••' �`'� 84.1 - Y' y t i ��3.f^'.�("?,��.t.°.f ��"a�, ,jA Actuated • gg Ratio � �.� 4��fr }x. =�: , G� . 0.18 ,. � a^ -'��� 0.18 . 'tE2„.- i sc ��° ,�. i '� �� s 0.18 `�8, � ® ne��� 0.75 T ' r F � zu. 0.75 e l4t :.�"'F ��'�ta: 0.66 ;;�•�,� � `.'� ��14 �� a�bj',4`"j'�» ��i � e 0,y • C n 4'e• t`it. dy�<, '�. ^����^.°€ 9d � Extension -"may, x ° 3.0 °} }z • , ,3 3.0 ° ®it ��4 3.0 £� � 3'r� ... (. Ratio • 0.02 cO.32 1 • F77 65 2:• i t +c Mi Progression Factor i 1.00 1.00 axis 1.00 1.00 �F<s, 1.00 (s 1.00 '+b': 1.00 •' i 1.00 U g$`6 �...':x. Delay < ' ,� • '•'B2 ' • ..ra • E • + r .. ,f?F: � i e . �, 3. -, �. Approach Delav (s) 55.8 46.7 6.3 11.3 HCM Volume to Capacity ratio 0.51 "Mi i P ... �...w.w. '1� . Intersection Capacity Utilization 56.1 % ICU Level of Service B Rv c Critical Lane Group Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings EXISTING PM CONDITIONS 1: Main Street & US 1 Lane Configurations i ♦® t P °D i "'S.'f✓ < Turn Type ' YOMM} - Y r,. a,. e fig "C''.. „'Rn.T.l t I F . Permitted Phases au 4 4 • ,• • 2 rt`X • ' .: 3 • vp N' ° : ATE`�� !+ =e Total Split p _ ..fia �.:.. >'Y'• _ ,.• . ,d e tom. • t _ • • .m °�'+`+' �.. • -at. �,. � • b �i� ..f _-'�' :,•- 28.8 �`Y nC iu.. 0,. • 73.6 -� Yellow - i 4,.0... 1 3.5 4.0 4.0 4.0 ���kaA�; 75 ". ;. ®i •®� ecall Mode None { None Z 1r None 17- None r'.: None None F None Max Max Max €� i..� `T P'° N i R " o e y� �. A{ISCl �..ed n. j64" iF f Control Delay p �,. A .;Q6.'�'"'.:. l'') l C �I.Q tl�3 C • nk 19.2 • •m Total Delay o1, iity • 7.2 �T+' 10.2 3y'¢3 47.6 W- 19.2 • • y ••• •_ ✓3' V;y .s +�/ e Y. — • • i . ua , s- n a s �v �. SIR " �fy3s ". a,- . A Control Type: •• • E -�4....Qm'w„Y,.. Intersection • • Intersection LOS: its and Phases: 1: Main Street & US 1 m5 Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Unsignalized Intersection Capacity Analysis EXISTING PM CONDITIONS 3: Main Street & Indian River Drive _J* ---t 4% t Lane • • • stage conf vol p unblocked • IY 204 85 Ill 1 p0 queue free % 97 95 86 86 94 cSH • • 1700 743 858 Queue Lenqth 95th (ft) 2 0 17 18 Lane LOS A B B Approach LOS B r B Kimley Horn and Associates Synchro 6 Report 8/17/2007 Queues 2012 AM CONDITIONS 1: Main Street & US 1 --► ',► *— 4\ I " Lane - Group Flow -(vph) 281 145 129 10 94 874 -30 861 Control Delay 70.2 6.4 39.1 15.8 11.6 11.6 17.7 19.3 K Total Delay 70.2 6.4 39.1 15.8 11.6 11.6 17.7 19.3 leJi Queue Length 95th (ft) 329 44 78. 6 57 244 34 319 ' : _4 1-0,10, 1 � ffi�W Turn Bay Length (ft) 300 300 250 x Starvation Cap Reductn 0 0 0 0 0 0 0 0 a Storage Cap Reductn 0 0 0 0 0 0 0 0 7 �.{ Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings 2012 AM CONDITIONS 1: Main Street & US 1 t Lane Configurations *T Turn Type yp Pe rm Perm Perm Perm pm +pt Perm f Permitted Phases x Minimum Initial (s) 4.0 4.0 _ 4.0 4.0 4.0 4.0 4.0 4.0 4.0 .. 4.0 Total Split (s) 49.0 49.0 49.0 49.0 49.0 49.0 25.2 91.0 65.8 65.8 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 8 Lead /Lag Lead Lag Lag Recall Mode None None None None None None None Max Max Max Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.66 0.66 0.56 0.56 Control Delay 70.2 6.4 39.1 15.8 11.6 11.6 17.7 19.3 Total Delay 70.2 6.4 39.1 15.8 11.6 11.6 17.7 19.3 Approach Delay 48.5 37.4 11.6 19.2 Actuated Cycle Length: 132.1 Splits and Phases: 1: Main Street & US 1 02 05 I 11 06 LOS: C 04 Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Unsignalized Intersection Capacity Analysis 2012 AM CONDITIONS 3: Main Street & Indian River Drive --* 4\ t , V /V Peak Hour Factor 0.87 0.87 0.88 0.88 0.80 0.80 Pedestrians stage corif vol vCu, unblocked vol 0 153 71 107 ON Mj cSH 1542 11 761 820 Approach LOS 6 B �� � � tF. _� L...�,�� "'� .iR � � y � ita�...P ,��._ �*.x �'ks "4 , {f r ♦ +'r-:. Y�i �t -'�ilr �s � , -.�: t k � - s a Average Delay Period (min) 15 Kimley Horn and Associates Synchro 6 Report 8/17/2007 Queues 2012 PM CONDITIONS 1: Main Street & US 1 Lane Group Flow (vph) 218 -104 95 14 113 1282 30 1217 Control Delay 70.1 8.3 46.3 16.3 21.5 10.9 17.0 WORRIED 18.8 Jill IlEffm Total Delay 70.1 8.3 46.3 16.3 21.5 10.9 17.0 18.8 Queue Length 95th (ft) 280 46 _ 123 18 93 413 37 516 Turn Bay Length (ft) 300 300 250 , �.. Starvation Cap Reductn 0 0 . 0 0 0 0 0 0 IWMI Storage Cap Reductn 0 0 0 0 0 0 0 0 Y Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Signalized Intersection Capacity Analysis 2012 PM CONDITIONS 1: Main Street & US 1 Lane Configurations *T r 4 Total • ..0, ,0 . 0, 0. 0, 0� -1 OR, i Satd. Flow (prot) 1784 1583 1764 1538 1703 3394 1787 3459 Satd. Flow (perm) 1196 1583 1102 1538 275 3394 383 3459 Peak -hour factor, PHF 0.93 0.93 0.93 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0. RTOR Reduction (vph) 0 0 81 0 0 11 0 1 0 0 11 0 Heavv Vehicles M 2% 2% 2% 5 % " 5% 5% 6% 6% 6% 1 % 1 % 1% Protected Phases 4 8 5 2 6 Actuated Green, G (s) 29.2 29.2 29.2 29.2 97.3 97.3 82.2 82.2 } Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.72 0.72 0.61 0.61 Vehicle Extension (s) 3.0 ° 3.0 3.0 3.0 3.0 3.0 3.0 3.0 NO 0-1100" v/s Ratio Prot 0.03 c0.38 c0.35 i 'tA v/c Ratio 0.81 0.07 0.38 0.01 0.37 0.53 0.13 0.57 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay (s) 67.3 42.1 46.3 41.5 11.0 9.7 12.4 17.1 NEW,. Approach Delay (s) 59.1 45.7 9.8 17.0 .. HCM Volume to Capacity ratio 0.63 Intersection Capacity Utilization 64.5% c Critical Lane Group ICU Level of Service C ._._»,..:,..�'.�^. a, rime., �:. ,c..,.a,����..�..3�..�..�WO�._ Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings A. .A -:- ['%a__ _l. n 1 ir% A 2012 PM CONDITIONS Lane Configurations Turn Type Perm Perm Perm Perm pm +pt Perm e Permitted Phases 4 4 8 8 2 6 Minimum Initial (s) ONE 4.0 4.02 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Split (s) 57.6 57.6 m 57.6. 57P 57.6 5 3.6 Y ellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.5 4.0 4.0 .. .. Lag Lag IN .. . . ILI . Actuated g C Ratio 0.22 0.22 0.22 0.22 0.72 0.72 0.61 0.61 Intersection LOS: B Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Unsignalized Intersection Capacity Analysis 2012 PM CONDITIONS 3: Main Street & Indian River Drive ---* -,v 4\ eke \td `k -t ®t ..." Conflourations unblocked vCu, unblocked vol 0 260 tC, 2 p0 queue free % 97 93 82 82 92 Volume Left 55 0 37 0 f , T cSH 1636 1700 696 830 Lane LOS A B B Approach LOS B B Kimley Horn and Associates Synchro 6 Report 8/17/2007 Queues 2012 PM CONDITIONS 1: Main Street & US 1 ALT #0 WITH SIGNAL TIMING OPTIMIZATION --► �- 4\ t Lane Group Flow (vph) 218 104 95 14 113 1282 30 1217 il�x��.. � }�':� .i �� �7, Ykts—r�wtt� �i�Vi'.?Y�b•K£�r�i'F�,P. ..µa .z -.b a ::t Control Delay 36.9 5.8 24.4 17.6 9.9 10.5 19.4 20.2 Total Delay 36.9 5.8 24.4 17.6 9.9 10.5 19.4 20.2 Queue Length 95th (ft) 165 33 74 16 51 311 34 #447 Turn Bay Length (ft) 300 3rF((0jJ0 250 _ fp�jY9_' ty}� Starvation Cap Reductn 0 0 0 0 0 0 0 0 i . -� tuf+, �• i.y r.r•y� �' 3��. "'F .. °r� '.f � � ��^°,ky�'��3.?'� �"�R ��s'rfy'vE{.RC Y�������� t.Y`: m�z���... �:r E': }a?,d�'�tx. kn. q;� �r�x'.. }.. �`. +. !'��„ ,. �%�� t z, ( xa,$;ri! x ,� Storage Cap Reductn 0 0 0 0 0 0 0 {#i h. L.y'§7;''.���..d z?•..„ 0 Kimley Horn and Associates Synchro 6 Report 9/13/2007 HCM Signalized Intersection Capacity Analysis 2012 PM CONDITIONS 1: Main Street & US 1 ALT #0 WITH SIGNAL TIMING OPTIMIZATION Lane Configurations T Fi 'i T� i � . y':. b0" �Qt.:�: ` 'ma `r t O bs 19Q0 1' 1`900 1901Q `1 Obi ''319Q1 _: Total Lost time (s) 4.0 1, 4.0 4.0 4.0 4.0 4.0 .0 4.0 .4 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.97 Satd Flow (prot) 1784 1583 1764 1538 1703 3394 1787 34-ry 59 { p MF ip,� r i 7 2, * "ja ' 15 04M ' Satd. Flow w( erm) 1276 1583 1330 1538 209 3394 398 3459 ? Peak -hour factor, PHF 0.93 0.93 0.93 0.91 0.91 0.91 0.91 0.91 0.91 0.89 0.89 0.89 t .� e• rr 4 1 ., s y �N�r Vt7 't� rs,z,+c r>: 1.,..� OR Reduction (vph) 0 0 j:R 78 0 0 3 0 1 0 0 9 0 vy Vehicles ( %) 2% 2 %° 2% 5% 5% 5% 6% 6% 6% 1% 1% 1% [r i j� P err # +N�tbf -'. Protected Phases 4 R4.1t1'f'j,`S�rN'.� 8 5 2 6 Green, G (s) 18.4 18.4 18.4 18.4 51.4 51.4 38.9 38.9 _Actuated g/C Ratio 0.25 0.25 0.25 0.25 0.65 0.65 0.50 0.50 Actuated Vehicle Extension (s) 3.0 3.06 3 0 3 0 3 0 3 0 3 0 3.0 v/s Ratio Prot 0 04 c0 38 c0 35 ',c �i' . 3Wi, 1VTit5ll, r 1�.. K: v/c Ratio 0.69 i4. w'L IS.Y'C'h !W SeP' ki .,e 1 SAYfi IS NP 0.07 0.29 0.0�3jj' 0.40 05.5,8 00.15 0.69 Progression Factor 1.00 1.00 1.00 1 00 1 00 1 00 1 00 1 00 Delay 33.6 f'! ,sP,Y,o53 23.3 251 23 1 10 4 9 0 12 3 17 6 i \n(s) Y +S. =, ^. � � .. Y ye{p #�.r ��� ��1 i� F qi� �L� > ?��r'3� '�"�3e ' » } •. -a. 1 ` r !' ADDroaah Delav (s) 30.3 24.8 9.1 17.5 HCgM Volume to Capacity ratio 0.69 e�- I,'•„ l„ ��de�: c' �' t�ite> o�a1�` �. �i��. 4A `�sa'"z%;,;.vi`�'�`�1'1`'?�u �r�r3's. ?,1,�s5�" .�.�� �.:. Intersecti s +s on Capacity Utilization 64.5% ICU Level of Service Aa y Pelyd�y c Critical Lane Group Kimley Horn and Associates Synchro 6 Report 9/13/2007 Timings 1: Main Rtrppt & 11S 1 2012 PM CONDITIONS ALT #0 WITH SIGNAL TIMING OPTIMIZATION --* -► --v fe *- 4-- t 14P. Lane Configurations . Turn Type Perm Perm Perm Perm pm +pt Perm y h" ..So 'S''�`t" + k.+ .6 ._�4. i'�h'�'e"M1a ,.w .�.3�r ;��., 3..s... .t"'Y S. .. .'.: ..,:.j".t. ,. .3,.:Y�n h•d Y� ��xi..�£�) .°�s*�� Permitted Phases 4 4 8 8 2 6 xa a +£��h Fa` . $"„{ ,,£' k `m,r�' `��*�^ 's,�J,•,�...:. 1$.'�,,, `�`,�i'e' xcil ��h.. sn r�FW^2'!m'�+T,.cd. 'u..v �i,� �,. �t _.t.. -:�#� ��;�. .�g�.�rte�Gt"r S.., �..s_'#".��s .. -��..rc �• .x°_�;':`. =fir -:XL � =u� a.�`f.vy #„- �4�'�*>�� ,..., Minimum Initial �. ((^"�► , i ,� t n+t§'i' 'Y ,,}8'tfi�y� -fry � ``zF� ��� a � i s'° �+� � a �r S� � n ry(�(1 $ sa{�. -� '^�i5 c .� a�S'c4.., . ., S�`"?+I;� §�i•7•h•.I � s�.8�: °.�rh....3.fti c�4. t, t�xe ^'a<.,.ta��r..s.,.'�b`�(n1,ie Fu_ ����3 !���,�ra��if.�.1= .<.:r.C,'4.,� - ii.�`. -_; Total Split (s) 106.0 106.0 106.0 106.0 106.0 106.0 26.8 54.0 27.2 27.2 T���.x�. "���������' �� ;;� - ��w6�6� °`� t;63�•� 6����6�g��3r �,��°•� ���`, ���. �k3b��,��r.�.��R�n7�����rJ,�°�� ;.:��.;�'_ Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.5 4.0 4.0 Recall Mode None None None None .7. Ph +hatG.6't, i.C.F�,^.S h n..�.d, is +• z �iVa"CVi. J - •Farufiw L i,. ~: :�.' Actuated g/C Ratio 0.25 0.25 Control �Delay 3�6.i(9� 5.8 < ON,pw, Total Delay b $3- iy 36.9 5.8 Approach Delay 26.8 Actuated slone None None Max Max Max j0�.25 t00.25� 0.63 0.65 0.51 0.51 24.4 * 417.6 9.9 10.5 19.4 20.2 24.4 17.6 9.9 10.5 19.4 20.2 �`..�.�'. ait.Gr 0 �, ,. fie.;... 23.5 10.5 20.2 Hnaiysis rerioa (min) lb Splits and Phases: 1: Main Street & US 1 Kimley Horn and Associates Synchro 6 Report 9/13/2007 r 2mr ELM, Kimley Horn and Associates Synchro 6 Report 9/13/2007 Queues 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #1 Lane • e Flow -(-vph) 1' 49 61 113 1282 30 1217 K1'} Control Delay 68.4 8.6 46.7 36.1 I • 10.0 15.9 3� A._, -�"� t y • •: • • • 1 • 11 • Z)�6 �,��.t.�� ���.�P.�'�����t £ �. *✓� �°� d# .� °7� i��.�i xS�.e • N'i''.1"%9�s � «� "'%� I � � � -a ' s _ _ IK, �^w- m�i, ed'��:4,.���f:?��P9 �,�i'� &,�ntx`�f F I QY� ®• A"?�'�' � ��s'�, yy7 • a `�??�" �f � m �i:��h� �.� r.;f N.�s '' 'T,��Y. M¢ i •dPk!® &�pC • .•- Cap Reductn 1 1 Y$ C 1 siAJ 1 1 i 1 1 1 Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Signalized Intersection Capacity Analysis 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #1 Lane Confiqurations J if %- L -% Total Lost time (s) 4.0 4.0 4.0- ------ 4.Ci -- .r_M _- 4.0 4.0 -4.0 Frt 11 0.85 1.00 0.96 1.00 1.00 1.00 0.97 • • 1• 1• 1• 1• 1• 1• 1 1• 1• 1 :• 1 :• 1 :• • ��� �FrS��x � '. 'F;i.'; : "d ' ^ - r .; ..OR R'• e _ ? • • 1 1 : 1 : 1 1 < • $ 1 1 11 1 � , i "3S�' ,��p• L` C °`1�QWdT y�'Q � '�' }�, ''.r "?rte .i gP�' aJ ® :. y t;A >�6�� v '''f� }s §=t; , 3. �s �m�a 1 �ti:.'� .2z.' y •% •% •% Phases 4 8 5 2 Actuated v�., �.8j'°` C _.. ' 1 __�_ _ _ _` �,.�. y? 'ti �_�? g[ �F °,�� ,.i�,'��,. ^�'imN���� � (, -., , r'ci .% f' ts- �..:�iy"w. rs"+_.zV .• / / �" s'§ ��Z , s.s IBM NEW '•� ' .x"e�. � �;¢ �'S'�`'�•".,•�ro � -.. : kl® '2 x.% & S #nvi[ 1 1 1• 1• ,_ S.C.4�.. Vehicle Extension (s) 1 1 'FR 1 & & 2 NOUN 1 RpC •2;iv'5i� ¢. M- ; `.:. ,:dt �,yy.'� 1° t t I w yya}p. . • �ty^•f 1 1 11 1 1 __�_ _ _ _` �,.�. y? �_�? g[ �F °,�� ,.i�,'��,. ^�'imN���� � (, -., , r'ci � ""' . � e ,� . o , • '•� ' .x"e�. � �;¢ �'S'�`'�•".,•�ro � -.. • •• - • • _ yC 11 ��II ':x 'fi p 11 11 11 ',�� G Yg `,./ ,.�..arorze��la'°:( =-�' v 11 11 _ tll�r,fl t sl 36� ra+7x a�;,x,T �, •'�'4k w -� l '� F CC �+ 3 Gt�� Ig �� �p t7 � S 3�� � � � '� • 1 �M.� �< S• :-.� l `f M_Y'13.. S Y( � �,i� y k0 r r 4 M . ,tix w?§ W � ..c,...vL ....h_..✓ �'3 L T .... • _ Y .�L e. U..�.a.. „j. g � �.: ' ° t t'i5^... Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings 1: Main Street & US 1 Minimum Initial (s) Total Split (s) 2012 PM CONDITIONS ALTERNATIVE #1 Recall ..- None None None None. None None Max Max Ma Perm Perm Perm • • Perm Actuated Ratio 0.21 0.21 0.21 0.21 0.73 0.73 16 12 t • • 4.0 . 1 ' ;. 1 11 1. 1 4. 1 4.6 Total _Delay • s 46 a 36 _ . 0.1 15.9 171M r, Approach Delay 49 41 • 10.8 ® �° •'e� a �.�_I _s ,1 ®® : 1 °a: F a° •® 1 �•�� °.� 4.0 4.0 I 0, 1 ,. 1 Recall ..- None None None None. None None Max Max Ma Actuated Ratio 0.21 0.21 0.21 0.21 0.73 0.73 16 12 Control Delay 68.4 8.6 46 • 1 • 10.0 15.9 Total _Delay • s 46 a 36 _ . 0.1 15.9 171M r, Approach Delay 49 41 • 10.8 1 Control Type: Semi Act- Uncoord Intersection Signal Delay: 18.6 Intersection LOS: B ,is Period (min) 15 and Phases: 1: Main Street & US 1 05 I1 06 Kimley Horn and Associates Synchro 6 Report 8/17/2007 Queues 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #2 Kimley Horn and Associates Synchro 6 Report 8/17/2007 192 130 49 60 113 1282 -R 30 1217 Lane Group Flow (vph) ✓ • • • • �"a..•y' • '� +a`^'<. y: Control Delay • 67.2 ^• • ;. ,� i?�.•sy &3..: fy • Rw��g3 ® rip €�" .} pp Rg S�' k;'f.2• =gig. ` M.. 4 n � � " ',�`'�' ���a.. �'�r� ������s�fl�� t33t� 2iX, »'k�a� •'i*t`•k'� �S, .�� „r4� w$ Turn Bay Length (ft) 300 250 -., a _, � v' � ...,' . .u� • .. � . • � . ,.k.., 'Cx 1 �, +' tl�" 1 , , m S�5 _ d "�..SY zT {_ r; -• 9.^«5•'+Y.� "h ,.. aa, Ybt�i".�� i� ` � Kimley Horn and Associates Synchro 6 Report 8/17/2007 HCM Signalized Intersection Capacity Analysis 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #2 Lane otal Lost time (s) 4.0 4.0 4.0 4.0 1. Frt 1 1 1 .66 19 . 1 11 1 �I 1 1�'� NO t. b d 1Q • Vi 6—w •- • • —1015 1746 61. .L • 9 - • • 1 • 1 • 1 • 1 • 1 • 1 • 1 • 1 • 1 ' 1 :• 1 :• Ogg • �� nyS € ;$ .S • 5 'i 1 `k 0 � 't. Y?r 2 e 9 OR ' -• • (vp�hj 1 84 1 1 Y'ok p t �, r r., fa +'" �.*.. • ✓ • .'^' 1 1 1 1 1 10 � �..3R` !.. Y y'n �i} 04 — `S: Bb �,:.Y.0 8 •' ,'°Ti'- • . . • 2'. A q�":l' pYf3 • . ?A Protected Phases 4 8 __..�5F, v�2 6 Actuated Green, G (s) 23.9 2 3. 9 23.9 2 3. 9 97.2 9 7. 2 A4 8'2246'08 2 4 Actuate Vehicle _• -. 1 1 0.03 0.03 cO.38 1 �"5' � vxv� ,zu�`4r. Fd ,.- q l S �.'S 9r £- E •� �ro w ® '&a q �4 r,��',F ... eV �® � ¢ •• - • • 11 II 11 11 11 11 a 11 11Y 10.4 14.3 54.1 45.1 HCM Volume to Capacity ratio 0.59 Intersection Capacity Utilization 63.2% ICU Level of Service c Critical Lane Group 7.7 is 14.2 Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #2 --N. 41- t— 4\ I t Minimum is , 3� .., ,; E ,. , 4.0 4.0 .1ze 1 4.0 j " 'a ". '+s°r. � ® .31��4..r�p •xz" �", »,4 Ye`k i ,- ,. rs ^�`M OW ° O e.a 3• ,�'r, 0 rya. - �4''S Pt e .• @- _ �:.. 1���� ��� _:��'Kv* a,��t i 'm- �._*C'�a g ®" � 4 O O O tl i�l 6 ® ��a ��J� • ® � r'3.�® ® «4 '� ',�" � i � ��r�d h 1�!y� Yellow 0.19 0 Recall i1ode i1one None None None None Max Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.75 0.75 0.64 0.64 01 x f `. a:,..S^ ., n. �"y °t Approach Actuated Cycle Length: 132.4 Control TVDe: Semi Act -Uncoi Intersection Signal Delay: 16.8 M119—ml Analysis Period (min) 15 B Kimley Horn and Associates Synchro 6 Report 8/17/2007 too ATW i ;t ' r typos kit Queues 1: Main Street & US 1 2012 PM CONDITIONS ALTERNATIVE #3 Kimtey Horn and Associates Synchro 6 Report 8/17/2007 Lane Group Flow s h) 192 130 • • 1 113 1282 30 t3 'a+ +y-i iw;h t 't °° .ii .,la E I C" , y i j 1• '� "HT°. �� 'Mf '1 4 ^� e4f+. 4 - 01,4 V .... 5 -" � g _ WHIM, �' +�. wv �- 4 ....11.n', riW a, ,� Control v.: Y'+. � ... • ,..¢. .. p• 1 -, 10.1 s Kimtey Horn and Associates Synchro 6 Report 8/17/2007 HCM Signalized Intersection Capacity Analysis 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #3 -Lane Confiaurations V; U % 'L Lost time Satd. 4.0 4.0 4.0 4.0 HCM Volume to Capacity ratio 0.60 x Intersection Capacity Utilization 63.2% c Critical Lane Group ICU Level of Service B Kimley Horn and Associates Synchro 6 Report 8/17/2007 r,' °` °' *fie • y 3i ''.'. „*, , f. o �e ;:"'u. . e ® •may' R � F � b�««" ,E,�, O .� � y� b° ° -Ctt� ®^at<��kiu4 ��'i' �%!® fi"4` 6 $.«� �'�+4g.-y1 a �e fY ®`� �i� 6 t `3 k�'8:!. tl { y� • � �:�<°t�fi ���,i��ih6 by �p3:9 Zi'.3Y, ,,,:�`v,,k' Y. k!?0 -a«,9T �•. Pt' 9... 'aig..sa'"Y • ®F; vi�£a. &?,i �.�,�€,..x _ 4.xaR .. s • REAM_i' g N ®� j" a s^ ® . •» 3x: L+ L o '2a k all.mss•° 3 e'v^: &-�` }¢ m� 5,. � % ,. F e ® ® ^- � ! 0 • Qom, ! .G,�u ..• •� .�_ -, .& ® � : �' •• - • •a �� �� �� Role of 11 11 Rol 'rLa4 33� g , n { • ^: • ! t ! O � • • • • • - �� - ��,.. -,. .. AK��'�., F'. � r W xk�'� gay i Kl% ` , A q�� '3 i � .�6 � i Approach I Lw<s • . &. HCM Volume to Capacity ratio 0.60 x Intersection Capacity Utilization 63.2% c Critical Lane Group ICU Level of Service B Kimley Horn and Associates Synchro 6 Report 8/17/2007 Timings 2012 PM CONDITIONS 1: Main Street & US 1 ALTERNATIVE #3 Lane Configurations Permitted Phases 4 8 2 • O W-1 .. 1121� 1!, ® .w • • tl ®� s � � a '` � as, , o ®'; 4�t e ,�'�".. z a� � 1 ' tt z . N �*.$.avi�?. ��� �� a;,... ?Ar.— . -1 ®.€,.,$ 4 Recall Mode 7 t • tµ None None • None yg�� * None Max Max `E'si� Max E J `. t��e 3 �, i !a • ..%;j'T���ry�y`p[ y 2 1� 0 t+'n C' 1 e+�., ^v3 Ef !y'P�°� �� 0.15 "�� M 0.09 Z ® ®,`i�f' 0.71 8 MOM— x 0.71 'p,1F a Y.... -tR 0.59 ✓ Gt„"4. .h "5,. R�k`t 0.59 Actuated g/C Ratio 0.22 0.13 ''8i �u,�4 ,: •..• Goa® -' t"; ®.t�'`�..� Ia': _ gt TO- ,..a €. _ ;'�' ". *z .€ • x • • • 1 1 €1 4 .� eY , 1 • `'�.5`:As�rz Total Delay • • • F s iy &Z" a.{ p-i X8.7 T Map4 WOO! n��` k` ....�, ' r, '" . '#�,,,..?S`A; :18.1 Intersection LOS: B Analysis Period (min) 15 Kimley Horn and Associates Synchro 6 Report 8/17/2007