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HomeMy WebLinkAboutWAKE RIDER BEACH RESORT TRAFFIC STUDY - APN 381030005 WAKE RIDER BEACH RESORT TRAFFIC STUDY Lake Elsinore, California F 4 VP F[�j engineering group, inc. WAKE RIDER BEACH RESORT TRAFFIC STUDY Lake Elsinore, California Prepared for: LIFE CARE RESIDENCES, INC. P.O. Box 463094 Escondido, CA 92046 Prepared by: RK ENGINEERING GROUP, INC. 4000 Westerly Place, Suite 280 Newport Beach, CA 92660 Robert Kahn, P.E. Bryan Estrada QPpFE8S/ti �H r K q� AZY �0 No. T- ra Exp. 12/31!<< �9l rRAFE\G el, F0F CA1�F0 November 2, 2011 RK:mn;'RK9208.doc 1N:2287-2011 01 List of Attachments Exhibits LocationMap ........................................................................................................... A SitePlan ................................................................................................................... B City of Lake Elsinore Circulation Element ................................................................... C City of Lake Elsinore Roadway Cross-Sections ............................................................ D Existing Lane Geometry and Traffic Controls.............................................................. E ExistingTraffic Volumes...................................................................................... F Project Inbound Trip Distribution ............................................................ ........ ........ G-1 Project Outbound Trip Distribution.............................................................. .. ProjectTraffic Volumes ............................................................................................. H Existing Plus Project Traffic Volumes.......................................................................... I Conceptual Striping Plan — Project Access @ Grand Avenue ...................................... J Tables TripGeneration Rates ........................................................................ ............... ...... 1 ProjectTrip Generation ............................................................................... ............. 2 Intersection Analysis for Existing Plus Project Conditions............................................ 3 Appendices Traffic Count Worksheets .... ............................ ........... . A Existing Plus Project Intersection Analysis Worksheets For Right-Turn Only at Project Access and Grand Avenue...................... .. ......._.... ... B Synchro HCM LOS Analysis Traffix HCM LOS Analysis Existing Plus Project Intersection Analysis Worksheets For Full Access at Project Access and Grand Avenue ........ ........... .......... ....._...._. ... C Synchro HCM LOS Analysis Traffix HCM LOS Analysis EMengineering group, inc. tray sportaflon planning • traffic, engineering €auras ic,ai engineering • parking st€ dies November 2, 2011 Mr. John Gamble LIFE CARE RESIDENCES, INC. P.O. Box 463094 Escondido, CA 92046 Subject: Wake Rider Beach Resort Traffic Study, Lake Elsinore Dear Mr. Gamble: Introduction RK ENGINEERING GROUP, INC. (RK) is pleased to provide this Traffic Study for the proposed Wake Rider Beach Resort project, located in the City of Lake Elsinore, California. The purpose of this traffic impact study is to evaluate the proposed project from a traffic and circulation standpoint and to determine its impact on the existing and future street network. The project site is located north of Grand Avenue (SR-74), west of Serena Way, and east of an existing mobile home park driveway in the City of Lake Elsinore. The project location is indicated on the Location Map, Exhibit A. The project site is proposed to be developed with approximately 2,163 square feet of single-tenant office space, 2,164 square feet of fast food restaurant with a drive-thru, a 50-roam resort hotel, and 7,022 square feet of restaurant space. Exhibit B illustrates the project Site Plan. Access to and from the site is proposed via one (1) access driveway onto Grand Avenue. This report updates a previous study done by RK, Grand Avenue (SR-74) and A Street Focused Access Review, March 2008. The previous project site plan consisted of 2,088 square feet of single-tenant office building and 31 dwelling units of residential condominium/townhouse. The proposed project access point will be constructed between the existing mobile home park driveway and Serena Way, which are spaced approximately 400 feet apart. The study will determine if vehicle queuing at any of the three study area intersection will interfere with each other by blocking access. To prevent interruption of flow along Grand Avenue, a designated eastbound left-turn lane is recommended for traffic entering the project site on Grand Avenue. Left turns exiting 4000 wesu'rly place,suite 280 rZe,.vpoii beach,z.-Aifomitta 92-1600 (el 949,474,0809 fax 949.�47,0902 htip://www.rkengiiieer,c(,)m the project site onto Grand Avenue shall be prohibited to insure an acceptable level of service at this intersection. Additional detailed discussion of the project and its traffic characteristics will be provided in subsequent sections of this report. Study Area The study area includes the following intersections: North-South Street East-West Street Existing Mobile Home Park Driveway Grand Avenue Project Access Grand Avenue Serena Way Grand Avenue Existinct Conditions Exhibit C shows the City of Lake Elsinore Circulation Element and Exhibit D shows the Roadway Cross Sections. Exhibit E identifies the existing roadway conditions, number of through traffic lanes, and the intersection controls for the study area roadways. Existing traffic volumes on roadways throughout the study area are shown on Exhibit F. These volumes are based upon weekday peak hour and daily traffic data collected in October 2011 for RK. The traffic count worksheets are included in Appendix A. Trip Generation Trip generation represents the amount of traffic that is produced and attracted by a development. Trip generation rates have been developed by the ITE (Institute of Transportation Engineers) in their Trip Generation Manual. Trip generation rates for the proposed project's land uses are shown in Table 1 . Both peak hour and daily trip generation, for the proposed, project are shown in Table 2. The proposed project is projected to generate a total of 2,031 trip-ends per day, with 132 vehicles per hour during the AM peak hour and 150 vehicles per hour during the PM peak hour. Trip Distribution Trip distribution represents the directional orientation of traffic to and from a particular development. Trip distribution is heavily influenced by the geographical location of the site, the location of employment, commercial and recreational opportunities, and the RK:mnRK9208.DOC 2 JN:2287-2011-01 proximity to the regional freeway system. The directional orientation of traffic was determined by evaluating existing and proposed land uses and highways within the community and existing traffic volumes. The trip distribution for this analysis has been based upon Existing conditions, based upon those highway facilities that are in place. Detailed routing assumptions are included on Exhibits G-1 and G-2. Trip Assignment The assignment of traffic from the site to the adjoining roadway system has been based upon the site's trip generation, trip distributions, and existing arterial highway and local street systems. Based upon the proposed project trip generation and distribution, the traffic volumes attributable to the proposed project are presented on Exhibit H. Existing Plus Project Traffic Volumes Existing Plus Project traffic conditions include existing traffic volumes on surrounding roadways and project traffic. The AM and PM peak hour intersection turning movement volumes and Average Daily Traffic (ADT) are shown on Exhibit I for Existing Plus Project traffic conditions. Synchro/SimTraffic Analysis for Existing Plus Project Conditions A capacity and queuing analysis was performed using Synchro, a deterministic and macroscopic signal analysis software program, and SimTraffic, a microscopic and stochastic simulation program. The analysis was performed for all study area intersections on Grand Avenue, including the proposed project access point. The Synch ro/SimTraffic analysis studied the Existing Plus Project conditions. The Synch ro/SimTraffic models are useful in analyzing closely spaced intersections and roadway corridors. Synchro helps to determine operational impacts and potential queuing problems from one intersection to the next. This queuing can adversely affect traffic operations, even though an individual intersection may be operating at an acceptable Level of Service (LOS). Synch ro/SimTraffic Findings The Synch ro/SimTraffic analysis evaluates the operations at each of the three study area intersections and the progression of traffic flow along Grand Avenue adjacent to the proposed site based upon existing lane geometry and traffic controls. The analysis assumes restricted turning movements are allowed at the project access and an exclusive left-turn lane into the site on Grand Avenue. RK:mnRK9208.DOC 3 JN:2287-2011-01 For Existing Plus Project conditions, the Synchro analysis indicates that all study area intersections are projected to operate at an acceptable LOS, with minimal queuing. Grand Avenue eastbound left turns at all three (3) of the study area intersections are expected to operate at LOS B or better during the peak hours. Southbound turns onto Grand Avenue are expected to operate at LOS D or better at the mobile home park driveway and Serena Way. Levels of Service for each study intersection are shown on Table 3. In addition, vehicle queues at each of the three locations are expected to be one vehicle in length during both of the peak hours studied. The SimTraffic model shows efficient progression and movement of the traffic along the roadway segment, with minimal queuing or delay. Turning movements at each of the three access points are not expected to interfere with each other, nor are they expected to have an adverse impact to traffic flow along Grand Avenue. As described above, an exclusive left-turn lane is recommended on the Grand Avenue eastbound approach to the proposed project access. The left-turn lane would improve safety operations at the proposed intersection by separating vehicles slowing and waiting to turn left from the mainline traffic. Due to the expected queue length at the proposed project access intersection with Grand Avenue, a minimum left-turn pocket of 50 feet is recommended, which provides sufficient storage for two vehicles and an area of deceleration. Level of Service (LOS) The current technical guide to the evaluation of traffic operations is the Highway Capacity Manual (HCM2000). The HCM defines level of service as a qualitative measure that describes operational conditions within a traffic stream, generally in terms of such factors as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience, and safety. The criteria used to evaluate LOS conditions vary based on the type of roadway and whether the traffic flow is considered interrupted or uninterrupted. Study area intersections that are stop sign controlled with stop control on the minor street only have been analyzed using the unsignalized intersection methodology of the HCM. For these intersections, the calculation of LOS is dependent on the occurrence of gaps occurring in the traffic flow of the main street. Using data collected describing the intersection configuration and traffic volumes at these locations, the LOS has been calculated. The LOS is determined based on the worst individual movement or movements sharing a single lane. The analysis shows that left turn movements exiting the project site will create conflict at the project access intersection and result in an unacceptable LOS in the PM peak hour. It is recommended that left-turns not be allowed for traffic exiting the site in order to ensure an acceptable LOS of D or better. The intersection analysis worksheets for right-out only are included in Appendix B. Full access intersection analysis worksheets are in Appendix C. RK:mnRK9208.DOC 4 JN:2287-201 1-01 Conclusions RK has completed the Traffic Study for the Wake Rider Beach Resort project. The Synchro analysis indicates that all study area intersections are projected to operate at an acceptable Level of Service, with minimal queuing. Based upon the Synch ro/Si mTraffic analysis of Existing Plus Project conditions, with recommended improvements, operation at the proposed project access intersection with Grand Avenue will not interfere with operations at the existing adjacent intersections. It is recommended that an eastbound exclusive left-turn lane on Grand Avenue be striped, as shown on the attached Conceptual Striping Plan (Exhibit J), for vehicles entering the project site. Also, traffic exiting the project site should be restricted to right turns only. A painted channelized median and proper signage should be installed to restrict left turns out, as shown in Exhibit J. RK appreciates this opportunity to work with LIFE CARE RESIDENCES, INC, on this project. If you have any questions regarding this traffic study, please call us at (949) 474-0809. Sincerely, RK ENGINEERING GROUP, INC. QppFESS/O,y Qt`�O�rGRT K,qy`�2 CO 0 No.0555 �� Exp. Robert Kahn, P.E. ,* p * Bryan Estrada Principal T Transportation Planner f TAAFF\G Attachments OF cA`-�F� RK.mnRK9208.DOC 5 JN:2287-2011-01 Exhibits Exhibit A Location Map 3� J� Q Qa Fo G -Z° �dq�e o� SITE Gyy Quo �ro cro cro Legend: • =Study Area Intersection I N 2287_11_01(ExA) engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit B Site Plan L' Ll t ,1 j 4 6a i lllllll �[� LiHa1A N xB) ® engineering WAKE RIDE WAKE RIDER BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit C City of Lake Elsinore Circulation Element -A.—.7.7.7 I 2I �r Lake E i s i n 010 N. -. F' r ? �n L LEGEND- 4 Y AUGMENTED URBAN ARTERIAL M-LANES) •F"f URBAN ARTERIAL(S-LANES J 12ET R.Q.W.) B�MAJOR(.-LANES 110,7 R.O.W.) M T SECONDARY(4•LANES i W R O W) ^�^• COLLECTOR(2-LANES I W R O.W.) 3—i OIMED COLLECTOR P-AWS WITH POTENTIALAWMENTE0 INTERSECTIONS SPHERE OF INFLUENCE ILSPEC(AL STUDY NEEDED' I N 2287-11-01(ExC) engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY,Gry of Lake Elsinore,California group) inc. Exhibit D City of Lake Elsinore Roadway Cross-Sections RIW S t3P IIa s, Ir tp r r >z tr w Ir 6 AUGMEPMR)URBAN ART__ -STATE HMMAY WLAW RW ww uo� Ir Ir IT 1 Iz R v S ex � � t URBAN ARTEMAL M*FWAY *L*M as F tao� u a• �. NBMNI MAJOR HICiHIN/1Y (4UWEj r �w w SECQ'X W M"AY �w Ir LAM— DM0M COLLECTOR RAJ • COLJ.E17=14I0111WAY w t _ NEW SPECIAL ROADWAY (2a.ANE) IIMPOSED FOR UVXMIORE DRIVE IN THE COUNTRY CLUB HEIGHT DISTRICT) N 2287_11_01(ExD) engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit E Existing Lane Geometry and Traffic Controls a� Qro F� 0 G,�na��enve �o i �sq�9l SITE I� c'O c� h� V � Legend: T =Stop Sign 2 =Number of Lanes IU = Undivided N 2287-11-01(ExE) engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY.City of Lake Elsinore.California group, inc. Exhibit F Existing Traffic Volumes Qi C Qro SITE cro J 90 Legend: 10/20 =AM/PM Peak Hour Volumes 10.0 =Average Daily Traffic(I000's) J N 2287-11-0 1(ExF) engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit G-I Project Inbound Trip Distribution 0 Q F� z° rand�`en�e(sq ��� �9) SITE 60 9� Legend: 60 =Percent to/from Project I N WAKE RIDE BEACH ® engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit G-2 Project Outbound Trip Distribution dy a� l2a O r Fa ca�dq`Pn`e ��o goo SITE `V Q c'b 9p haca Legend: 60 =Percent to/from Project J N 2287-II-01(ExG-2) engineering WAKE RIDER BEACH RESORT T14AFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit H Project Traffic Volumes T� a� Qy F� �° (S/11 7 £ 9� SITE c�0 /2 b �O\O Legend: 10/20 =AM/PM Peak Hour Volumes 2417 =Average Daily Traffic I N 2287-II-01(ExH) engineering WAKE RIDER BEACH RESORT TRAFFIC Sl UDY.City of Lake Elsinore,California group, inc, Exhibit I Existing Plus Project Traffic Volumes z� o` Q� F� 0 asp�4J SITE �y 0 a, o; IV b �d\\O �\R Legend: 10/20 =AM/PM Peak Hour Volumes 10,0 =Average Daily Traffic(1000's) ■ N 2287_1 1_01(Exl) engineering WAKE RIDER BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Exhibit J Conceptual Striping Plan Project Access @ Grand Avenue u Install top Sign - V Stop Bar and Stop Legend. Q dOIS .o a Grand Avenue Install 50' left turn pocket. rnstall painted channe ize median to prevent left turns out of project. linstall No Let Turn Sign N 2287-11 DI ® engineering WAKE RI WAKE RIDERR BEACH RESORT TRAFFIC STUDY,City of Lake Elsinore,California group, inc. Tables TABLE 1 Trip Generation Rates' PROPOSED TRIP GENERATION RATES Peak Hour Land Use ITE Code UnitS2 AM PM Daily In Out Total In Out Total Single Tenant Office Building 715 TSF 1.60 0.20 1.80 0.26 1.47 1.73 11.57 Fast Food Restaurant w/Drive-Thru 934 TSF 25.17 24.18 49.35 17.60 16.24 33.84 496.12 Resort Hotel3 330 RM 0.22 0.09 0.31 0.18 0.24 1 0.42 6.00 Quality Restaurant 936 TSF 0.49 0.32 0.81 5.02 2.47 7.49 5.86 Source: Institute of Transportation Engineers(ITE),Trip Generation, 8th Edition, 2008. Z TSF= Thousand Square Feet RM = Rooms 3 The ITE Trip Generation(8th Edition)does not provide a daily trip generation rate for Resort Hotel land use. The daily trip generation rate shown above was computed as PM Peak Hour total equal to 7%of Daily(per SANDAG rates) 4 The ITE Trip Generation(8th Edition)does not provide an AM Peak Hour In/Out trip generation rates for Quality Restaurant land use. The AM peak hour In/Out trip generation rates shown above were computed as 60:40 split of AM peak hour total (per SANDAG rates) j:lrktables/RK9208TB.xls TABLE 2 Project Trip Generation PROPOSED TRIP GENERATION Peak Hour Land Use ITE Code Quantity Units' AM PM Daily In Out Total In Out Total Single Tenant Office Building 715 2.163 TSF 3 1 4 1 3 4 25 Fast Food Restaurant w/Drive-Thru 934 2.164 TSF 54 52 106 38 35 73 1,074 Resort Hotel 330 50 RM 11 5 16 9 12 21 300 Quality Sit Down Restaurant 931 7.022 TSF 4 2 6 35 17 52 632 Total 72 60 132 83 1 67 150 2,031 TSF = Thousand Square Feet RM = Rooms j:/rktables/RK9208TB.xls TABLE 3 Intersection Analysis For Existing Plus Project Conditions Traffic Intersection Approach Lane(s)' DelaY2 Level of Intersection Project Access 3 Northbound Southbound Eastbound Westbound (Seconds) Service Control L I T R LIT R L T R L T R AM I PM AM I PM Mobile Home Park Driveway(NS)at: Right-Out Only CSS 0 0 0 0 1! 0 0.5 0.5 0 0 0.5 0.5 29.7 31.0 D D • Grand Avenue(SR-74)(EW) Right/Left Out CSS 0 0 0 0 1! 0 0.5 0.5 0 0 0.5 0.5 27,9 29.4 D D Project Access(NS)at: Grand Avenue(SR-74)(EW) Right-Out Only CSS 0 0 0 0 0 1 1 1 0 0 0.5 0.5 13.8 26.8 B D • Right/Left Out CSS 0 0 0 0 1! 0 1 1 0 0 0.5 0.5 35.7 80.4 E F Serena Way(NS)at: • Grand Avenue(SR-74)(EW) Right-Out Only CSS 0 0 0 0 1! 0 1 1 0 0 0.5 0.5 25.8 28.7 D D Right/Left Out CSS 0 0 0 1 0 1! 0 1 1 0 0 0.5 0.5 25.8 28.7 D D ' When a right turn lane is designated,the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. Where"1"is indicated for the through movement and "0"s are indicated for R/L movements,the R and/or L turns are shared with the through movement. L=Left;T=Through;R=Right;> =Right Turn Overlap;>> =Free Right Turn;Bold=Improvement ! =Indicates general purpose lane = Analysis Software: Traffix,Version 8.0. Per the 2000 Highway Capacity Manual.For intersections with cross-street stop control, the delay and level of service for the worst individual movement(or movements sharing a single lane)are shown. 3 CSS =Cross Street Stop j:/rktables/RK9208TB.xls 1N:2287-201 1-01 Appendices Appendix A Traffic Count Worksheets Intersection Turning Movement Prepared by: National Data &Surveying Services Project ID: CAIL6105_001 Day.THURSDAY City: City of Lake Elsinore Date: 10/20/2011 AM NS/EW Streets:F Mobile Home Park Dwy Mobile Home Park Dwy Grand Ave(SR-74) Grand Ave(SR-74) NORTHBOUND SOUTHSOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 1 0 0 1 0 0 1 0 7:00 AM 0 0 0 214 151 0 365 7:15 AM I 1 0 263 171 0 436 7:30 AM 0 2 0 283 103 1 389 7:45 AM 1 0 1 144 144 0 290 8:00 AM 1 2 0 145 104 0 252 8:15 AM 0 0 0 160 103 3 266 8:30 AM 0 0 2 132 111 0 245 8:45 AM 0 2 0 143 120 0 265 NIL N1 NR SL ST Srt EL LT ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 3 0 7 3 1484 0 0 1007 4 2508 APPROACH Ws : #DIV/DI #DIV/01 #DIV/01 30.00% 0.00% 70.00°/a 0.20% 99.80% 0.0Do'ii99.63% 0.40% PEAK HR START TIME: 700 AM TOTAL PEAK HR VOL: D Q =904 } 9 0 0 569 1 1480 PEAK HR FACTOR: 0.000 0.625 0.799 0.833 0.849 CONTROL: No Control I Intersection Turning Movement Prepared by: National Data &Surveying Services Project ID: CA11_6105_001 Day:THURSDAY City: City of Lake Elsinore Date: 10/20/2011 PM NS/EW Streets: Mobile Home Park Dwy Mobile Home Park Dwy Grand Ave(SR-74) Grand Ave(SR-74) NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 1 0 0 1 0 0 1 0 4:00 PM 0 2 0 148 258 2 410 4:15 PM 0 2 1 13B 239 0 380 4:30 PM 0 0 2 153 279 0 434 4:45 PM 0 1 3 128 224 1 357 5:00 PM 0 1 2 147 283 0 433 5:15 PM 1 0 2 173 265 0 441 5:30 PM 0 1 1 154 242 2 400 5:45 PM 1 3 0 148 263 0 415 NIL NT NR SL ST SR FL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 2 0 10 11 1189 0 0 2053 5 3270 APPROACH Ws : #DIV/O! #DIV101 #DIV/01 16.67% 0.00% 63.33%a 0.92% 99.08% 0.001. 0.00% 99.76% 0.24% PEAK MR START TIME : SOD PM TOTAL PEAK MR VOL: 0 0 0 2 l),'; `' S'` 0 1053 2 1689 PEAK MR FACTOR: 0.000 0.438 .. 0.096 0.932 0.957 CONTROL: No Control f Intersection Turning Movement Prepared by: National Data &Surveying Services Project ID: CA11_6105302 Day:THURSDAY City: City of Lake Elsinore Date: 10/20/2011 AM NS/EW Streets:F Serena Way Serena Way Grand Ave(SR-74) Grand Ave(SR-74) NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 1 0 1 1 0 0 1 0 T00 AM 0 2 0 212 148 1 363 7:15 AM 3 5 1 265 167 1 442 7:30 AM 2 0 1 280 101 2 386 7:45 AM 0 4 1 145 142 1 293 8:00 AM 0 3 0 144 98 0 245 8:15 AM 1 1 1 161 107 0 271 8:30 AM 1 4 0 130 106 0 241 8:45 AM 0 3 2 143 117 1 266 NIL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 7 0 22 6 1480 0 I 0 986 6 2507 APPROACH%'s : #DIV/0! #DIV/01 #DIV/0! 24.14% 0.00% 75.86% 0,40% 99.E69ro 0.00% 0.00% 99.40% 0.60% PEAK HR START TIME-1— 700 AM I TOTAL PEAK HR VOL: 0 0 0 S 0 11 3 902 0 0 -151 5 1414 PEAK HR FACTOR: 0.000 J 0.500 0.805 0.838 0.839 CONTROL: 1-Way Stop(SB) Xntersection Turning Movement Prepared by: National Data &Surveying Services Project ID: CA11_6105_002 Day:THURSDAY City: City of Lake Elsinore Date: 10/20/2011 PM NS/EW streets:F Serena Way Serena Way Grand Ave(SR-74) Grand Ave_(511-74) NOUHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 a 0 0 1 0 1 1 0 0 1 0 4 00 PM 0 3 4 141 256 1 405 4:15 PM 1 3 5 135 237 0 381 4:30 PM 2 2 3 147 275 1 430 4:45 PM 2 1 3 122 221 2 351 5:00 PM 1 2 2 147 284 1 437 5:15 PM 3 0 5 168 263 1 440 5:30 PM 0 2 2 153 243 2 402 5:45 PM 0 9 7 110 253 2 411 NIL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES: 0 D 0 9 0 22 31 1153 0 0 2032 10 3257 APPROACH%'s: #DIV/0! #DIV/01 #DIV/01 29.03% 0.00% 70.97%, 2.62% 97.38% 0.00"/oJ 0.00% 99.51% 0.49% 'PEAK HR START TIME: 000 PM TOTAL PEAK HR VOL: 0 0` `' -'0'` 4 0 1's . 608 0 1043 6 1690 PEAK HR FAcroR: 0.000 0.472 .. 0.902. 0.920 0.960 CONTROL: 1-Way Stop(SB) Prepared by NOS/ATO VOLUME Day:Thursday Grand Ave(SR-74)between Mobile Home Park Dwy&Serena Way Date:10/20/2011 City: Lake Elsinore Project#: CA11 6106 001 DAILYTOTALS r I Guam M • .. a 00:00 13 15 28 i2:00 96 119 215 00:15 23 19 42 12AS 00:30 101 111 212 24 18 42 12:30 125 116 241 WAS 11 71 17 69 28 140 12AS 102 424 109 455 211 879 01:D0 10 17 27 13:00 112 123 235 01:15 8 4 12 13:15 112 01:30 10 11 21 13:30 1 24 35 11 113 2 45 02:00 37 2 01:45 li 39 13 45 24 84 13;48 122 488 110 461 232 949 5 9 14 24:00 120 121 241 02:15 7 9 16 14:15 229 385 02:30 11 10 21 14:30 1 156 56 185 385 02:45 34 7 30 10 38 17 68 14:45 170 595 17S 710 345 1305 03:01) 7 11 18 15:00 145 183 328 03:1S 20 13 33 15:1S 159 175 333 03:30 19 16 35 15:30 184 173 357 03AS_ 23 69 17 S7 40 126 15:45 149 636 199 730 348 1366 29 29 58 16:00 132 233 365 04:15 31 26 57 16:1S 128 208 336 04:30 43 25 68 16:30 148 293 441 04:45 71 174 32 112 103 286 16:45 132 540 225 959 357 1499 05:00 83 54 137 17:00 153 281 434 05:1S 109 43 152 17:15 284 470 05:30 159 60 219 s 17:30 1186 86 259 470 05:45 16 175 526 42 199 217 725 17:45 145 641 265 1089 420 1730 06:00 207 64 271 18:00 156 257 413 06.15 180 87 267 16:15 3 226 72 146 06.30 207 95 302 19:30 146 2 3 72 26 06:45 93 7 7 13 1 354 301 1141 16:45 120 531 192 879 322 141 07:00 195 158 353 19:00 117 172 289 ' 07:15 281 160 441 19:15 113 137 250 07.30 268 110 378 19.30 110 97 207 WAS 15 141 569 297 .1469 19:45 98 418 98 504 196 942 08: 149 i01 250 20;00 1]1 98 209 08:30 15 '08: 259 20:15 94 96 190 30 156 103 08:45 129 124 253 20:30 94 87 181 149 583 307 435 256 1018 20:45 85 384 61 342 146 726 09:00 110 89 199 21:00 89 66 146 09:15 111 104 215 21:15 63 63 126 ss 09:30 112 86 198 21:30 68 51 126 19 09:45 e6 419 95 374 181 793 21:45 SS 275 48 228 103 503 10:00 97 97 194 22:00 44 33 77 10:15 101 93 194 22;15 45 29 74 10:30 103 102 205 22:30 43 39 82 10:45 105 406 113 405 218 an 22AS 33 165 23 124 56 289 11:00 122 104 226 23:00 28 31 59,11:15 116 99 215 23:15 19 21 40 11:30 99 109 208 23:30 31 30 61. 31:45 98 435 108 420 206 aSS 23:45 27 105 21 103 48 2 TOTALS 4439 3077 751.6 TOTALS 5222 6584 13806 SPLIT% 59.1% 40.9% 38.99s SPLIT% 44.2% 55.8% 61.1% DAILY I I AM Peak Hour WAS 07:00 06:49 PM Peak Hour 14:45 17;00' 17:00 AM Pk Volume 937 569 1473 PM Pk Volume 657 ! Pk 1089 1730 Hr Factor 0.834 0.889 0.835 Pk Hr Factor 0.893 1089 1730 7.9 Volume 1483 1004 2487 4.6 Volume 1181 2048 3229 7-9 Peak Hour 07:00 07:00 07:00 4-6 Peak Hour 17:00 1T00' 17:00 7-9 Pk Volume. 900 569 1469 4-6 Pk Volume 641 1089 1730 Pk Hr Factor 0.801 0.889 0.813 1 Pk He Factor 0.862 0.959 0.920 Appendix B Existing Plus Project Intersection Analysis Worksheets For Right-Turn Only at Project Access Synchro HCM LOS Analysis HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 3: Grand Ave & Mobile Park Driveway Timing Plan:Weekday AM -A --* " Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 T Y Volume(vehlh) 1 971 629 1 2 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 1 1142 740 1 2 4 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type - None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 741 1885 741 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 741 1885 741 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.6 3.3 p0 queue free% 100 97 99 cM capacity(veh/h) 866 78 416 Direction,Lane# ES 1 WB 1 SB 1 Volume Total 1144 741 6 Volume Left 1 0 2 Volume Right 0 1 4 cSH 866 1700 152 Volume to Capacity 0.00 0.44 0.04 Queue Length 95th(ft) 0 0 3 Control Delay(s) 0.0 0.0 297 Lane LOS A D Approach Delay(s) 0.0 0.0 29.7 Approach LOS D Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report Existing Plus Project Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 3: Grand Ave & Mobile Park Driveway Timing Plan;Weekday PM �-* --,1 — Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 11� Y Volume(veh/h) 5 699 1120 2 2 5 Sign Control Free Free Slop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 5 728 1167 2 2 5 Pedestrians Lane Width(ft) Walking Speed(f/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1169 1906 1168 VC I,stage 1 conf Vol vC2,stage 2 conf Vol vCu,unblocked Vol 1169 1906 1168 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 99 97 98 cM capacity(veh/h) 598 75 236 Direction,Lane# EB 1 WB 1 SB 1 Volume Total 733 1169 7 Volume Left 5 0 2 Volume Right 0 2 5 cSH 598 1700 146 Volume to Capacity 0.01 0.69 0.05 Queue Length 95th(ft) 1 0 4 Control Delay(s) 0.2 0.0 31.0 Lane LOS A D Approach Delay(s) 0.2 0.0 31.0 Approach LOS D Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report Existing Plus Project Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 7: Grand Ave & Project Dwy (a.t50-ov+ c A%%I Timing Plan;Weekday AM .,* --*� 4-1 1-11 Movement EBL EBT WBT WBR SBL SBR Lane Configurations I T T, Y Volume(veh/h) 43 928 587 5 0 60 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 47 1009 638 5 0 65 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 643 1743 641 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 643 1743 641 lC,single(s) 4.1 6.4 6.2 IC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 95 100 86 cM capacity(vehth) 941 90 475 Direction,Lane# EB 1 EB 2 WB 1 SB 1 Volume Total 47 1009 643 65 Volume Left 47 0 0 0 Volume Right 0 0 5 65 cSH 941 1700 1700 475 Volume to Capacity 0.05 0.59 0.38 0.14 Queue Length 95th(ft) 4 0 0 12 Control Delay(s) 9.0 0.0 0.0 13.8 Lane LOS A B Approach Delay(s) 0.4 0.0 13.8 Approach LOS B Intersection Summary Average Delay 0.7 Intorsection Capacity Utilization 59.2% ICU Level of Service B Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report Existing Plus Project Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 7: Grand Ave & Project Dwy (Q%taN'V-o.,,i oN L") Timing Plan:Weekday PM 1A --* 4�1 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations f T4. Y Volume(veh/h) 50 649 1053 33 0 67 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 54 705 1146 36 0 73 Pedestrians Lane Width(ft) Walking Speed(ffls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1180 1977 1162 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1180 1977 1162 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 91 100 69 cM capacity(vehlh) 592 62 237 Direction,Lane# EB 1 EB 2 WB 1 SB 1 Volume Total 54 705 1180 73 Volume Left 54 0 0 0 Volume Right 0 0 36 73 cSH 592 1700 1700 237 Volume to Capacity 0.09 0.41 0.69 0.31 Queue Length 95th(ft) 8 0 0 31 Control Delay(s) 11.7 0.0 0.0 26.8 Lane LOS B D Approach Delay(s) 0.8 0.0 26.8 Approach LOS D Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period(min) 15 I Wake Rider Beach Resort Traffic Study Synchro 7- Report Existing Plus Project Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 5: Grand Ave & Serena Way Timing Plan:Weekday AM --* 4--- 41, Iv. 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations + T, 'Kj+' Volume(vehlh) 3 926 587 5 5 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.84 0.84 0.84 084 0.84 0.84 Hourly flow rate(vph) 4 1102 699 6 6 13 Pedestrians Lane Width(ft) Walking Speed(fVs) Percent Blockage Right(urn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 705 1811 702 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 705 1811 702 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 100 93 97 cM capacity(vehlh) 893 86 438 Direction,Lane# EB 1 EB 2 WB 1 SB 1 Volume Total 4 1102 705 19 Volume Left 4 0 0 6 Volume Right 0 0 6 13 cSH 893 1700 1700 192 Volume to Capacity 0.00 0.65 0.41 0.10 Queue Length 95th(ft) 0 0 0 8 Control Delay(s) 9.0 0.0 0.0 25.8 Lane LOS A D Approach Delay(s) 0.0 0.0 25.8 Approach LOS D Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period(min) 15 I I Wake Rider Beach Resort Traffic Study Synchro 7- Report Existing Plus Project Page 1 HCM Unsignalized Intersection Capacity Anaiysis Existing Plus Project 5: Grand Ave & Serena Way Timing Plan:Weekday PM Movement EBL EST WBT WBR SEL SBR Lane Configurations T T Y Volume(vehlh) 16 635 1076 6 4 13 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 096 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 17 661 1121 6 4 14 Pedestrians Lane Width(fl) Walking Speed(ftls) Percent Blockage Right turn Flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1127 1819 1124 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1127 1819 1124 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 97 95 95 cM capacity(vehlh) 620 83 250 Direction,Lane# EB 1 EB 2 WB 1 SB 1 Volume Total 17 661 1127 18 Volume Left 17 0 0 4 Volume Right 0 0 6 14 cSH 620 1700 1700 170 Volume to Capacity 0.03 0.39 0,66 0.10 Queue Length 95th(ft) 2 0 0 9 Control Delay(s) 11.0 0.0 0.0 28.7 Lane LOS B D Approach Delay(s) 0.3 0.0 28.7 Approach LOS D Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report Existing Plus Project Page 1 Traffix HCM LOS Analysis ER + P (AM) Mon Oct 31, 2011 13:35:13 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) *wxwxxx**x***xx**********x*********k**#**k***x***#**#***#*#wx***w*wx**w*www**#*x Intersection #1 MOBILE HOME PARK DWY (NS) AT GRAND AVE (SR-74 (EW) *wwwxwx****xxx***********k*k**w**kx*w*k********xkkw****w*w#wxxxww*wxxw*w*wwwxxxw Average Delay (sec/veh) : 0.1 Worst Case Level Of Service: D[ 29.51 wwwww****************w*wx*w*wwwwxx*x*xx*xxx*wxwxxxxxxxwx*xxxx**xxx***xx*xxx***** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------{--------------- --------------- --------------- --------------- � Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 1! 0 0 0 1 0 0 0 0 0 0 1 0 ------------I------------ - - i - - - ---------- ----- -- ------- --------------- Volume Module: Base Vol: 0 0 0 2 0 3 1 904 0 0 569 1 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 2 0 3 1 904 0 0 569 1 Added Vol: 0 0 0 0 0 0 0 67 0 0 60 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 2 0 3 1 971 0 0 629 1 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.85 0.85 0.85 0.85 0.85 0.85 0.05 0.85 0.85 0.85 0.85 0.B5 PHF Volume: 0 0 0 2 0 4 1 1144 0 0 741 1 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 2 0 4 1 1144 0 0 741 1 ----------- --------------- I---------------- ---------------� Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------ I---------------- --------------- --------------- 11---------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1888 1888 741 742 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 78 71 419 874 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 78 71 419 874 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.03 0.00 0.01 0.00 xxxx xxxx xxxx xxxx xxxx ------------I--------------- --------------- ---------------11---------------� Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.1 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 153 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.1 xxxxx 0.0 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 29.5 xxxxx 9.1 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D * A ApproachDel: xxxxxx 29.5 xxXXXX xxxxxx ApproachLOS: * D ***xxx**x**x***************w****xxxwxwxxxx*x**x********************************x Note: Queue reported is the number of cars per lane. ***wxwxw*xxxx*xxx*xxxxxk******#*xxxxxxxxxx*x*xx*x*#*#***xxx*x****************wwx Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (PM) Mon Oct 31, 2011 13:36:14 Page 3-1 -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******wwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwww*wwwwww*wwwwwwwwwwwwwww**ww*wwwww Intersection 41 MOBILE HOME PARK DWY (NS) AT GRAND AVE (SR-74 (EW) Average Delay (sec/veh) : 0.1 Worst Case Level Of Service: D[ 30.81 wwwwwwwwwwwwwwwwww*wwwwwwwww*ww*wwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwww Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II--------------- --------------- ---------------� Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 1! 0 0 0 1 0 0 0 0 0 0 1 0 ------------ --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 0 0 2 0 5 5 622 0 0 1053 2 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 2 0 5 5 622 0 0 1053 2 Added Vol: 0 0 0 0 0 0 0 77 0 0 67 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 initial Fut: 0 0 0 2 0 5 5 699 0 0 1120 2 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 0 0 2 0 5 5 730 0 0 1170 2 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 2 0 5 5 730 0 0 1170 2 ------------ --------------- --------------- --------------- --------------- � Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------I--------------- --------------- --------------- --------------- � Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1912 1912 1171 1172 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 76 69 237 603 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 75 68 237 603 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.03 0.00 0.02 0.01 xxxx xxxx xxxx xxxx xxxx ------------I--------------- ---------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 11.0 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move! * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 147 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.2 xxxxx 0.0 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 30.8 xxxxx 11.0 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D * B ApproachDel: Xxxxxx 30.8 xxxxxx xxxxxx ApproachLOS: * D ww**ww*******w*w*w*ww*www*wwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Note: Queue reported is the number of cars per lane. *wwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Tra£fix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (AM) Mon Oct 31, 2011 13:35:13 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*ww****wwww*wwwwwwwwwwwwwwwwwww Intersection #2 PROJECT DRIVEWAY (NS) AT GRAND AVE (SR-74) (EW) *******wwwwww****wwww********wwwwwwwwwwwwwwwwwwww*ww*wwwww****www*wwwww*wwwwwwww Average Delay (sec/veh) : 0.7 Worst Case Level Of Service: B[ 13.61 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwww Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- --------------- ---------------� Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 0 ------------1--------------- --------------- ---------------II---------------I volume Module: Base Vol: 0 0 0 0 0 0 0 904 0 0 569 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 0 0 0 0 904 0 0 569 0 Added Vol: 0 0 0 0 0 60 43 24 0 0 0 29 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 0 0 60 43 928 0 0 569 29 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 0 0 0 0 65 47 1009 0 0 618 32 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 0 0 65 47 1009 0 0 618 32 ---------- ---------------11 ------ ------- it - l � --- - --- . . ... . -.-_ ! Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx xxxxx xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx PollowUpTim:xxxxx xxxx xxxxx xxxxx xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------ 1 --------------- --------------- --------------11--------------- � Capacity Module: Cnflict Vol: xxxx xxxx xxxxx xxxx xxxx 634 650 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx xxxx xxxx 483 946 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx xxxx xxxx 483 946 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx xxxx xxxx 0.14 0.05 xxxx xxxx xxxx xxxx xxxx ------------I--------------- --------------- ---------------11---------------I Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx 0.5 0.2 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx 13.6 9.0 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * B A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. . xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:x-xxxx xxxx xxxxx xxxxx XX JCXxxx 0.2 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * A * * * * w ApproachDel: xxxxxx 13.6 xxxxxx xxxxxx ApproachLOS: * B wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*www**wwwwwwwwwwww Note: Queue reported is the number of cars per lane. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (PM) Mon Oct 31, 2011 13:36:14 Page 4-1 ------------------------------------------------------------------------------- --------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #2 PROJECT DRIVEWAY (NS) AT GRAND AVE (SR-74) (EW) *wwwwk**********************#k******************k****************wwk*w****k*w*** Average Delay (sec/veh) : 1.3 Worst Case Level Of Service: D[ 26.51 *w*kkk**********k***********wwk***kwwwwkw*kw****www*wwwkwkkw****w*w***kk**k**k** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- --------------- ---------------� Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 0 ------------ ------ --------- --- ----- --------------- --------------- Volume Module: Base Vol: 0 0 0 0 0 0 0 622 0 0 1053 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 0 0 0 0 622 0 0 1053 0 Added Vol: 0 0 0 0 0 67 50 27 0 0 0 33 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 0 0 67 50 649 0 0 1053 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 0 0 0 0 73 54 705 0 0 1145 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 0 0 73 54 705 0 0 1145 36 ------------ --------------- 11 --------------- --------------- 11 --------------- � Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx xxxxx xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx xxxxx xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------I---------------11--------------- --------------- ---------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx xxxx xxxx 1163 118D xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx xxxx xxxx 240 599 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx xxxx xxxx 240 599 xxxx xxxxx xxxx xxxx xxxxx volume/Cap: xxxx xxxx xxxx xxxx xxxx 0.30 0.09 xxxx xxxx xxxx xxxx xxxx ------------ --------------- --------------- --------------- � Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx 1.2 0.3 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx 26.5 11.6 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * D B Movement: LT - LTR - RT IT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.3 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 11.6 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * B * * rt ApproachDel: xxxxxx 26.5 xxxxxx xxxxxx ApproachLOS: * D w***k******k**#k*kk*#*k*k******k*wk*****kkwk****k************k#*k*#*w*k****ww*** Note: Queue reported is the number of cars per lane. Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (AM) Mon Oct 31, 2011 13:35:13 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #3 SERENA WAY (NS) AT GRAND AVE (SR-74) (EW) *******##********#*#******#*#*#*******#***#**********#************#**********#*# Average Delay (sec/veh) : 0.3 Worst Case Level Of Service: D( 25.61 ***w*wx*#***x*xxxxwxw**xw**********xxxx*x*x*w**w*w************xx*xxx*xw*x*w*x*** Approach: North Bound South Bound East Bound West Bound Movement; L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- --------------- ---------------� Control: stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 11 0 0 1 0 1 0 0 0 0 0 1 0 ------------ --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 0 0 5 0 11 3 902 0 0 558 5 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 5 0 11 3 902 0 0 558 5 Added Vol: 0 0 0 0 0 0 0 24 0 0 29 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 5 0 11 3 926 0 0 587 5 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.64 0.84 0-84 0-84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 0 0 0 6 0 13 4 1104 0 0 700 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 6 0 13 4 1104 0 0 700 6 ------------ --------------- --------------- ---------------11 --------------- � Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------I--------------- --------------- --------------- ---------------I Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1813 1813 703 706 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 87 79 441 902 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 87 79 441 902 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.07 0.00 0.03 0.00 xxxx xxxx xxxx xxxx xxxx ------------ I--------------- --------------- --------------- --------------- � bevel Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 194 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 25.6 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D ApproachDel: xxxxxx 25.6 xxxxxx xxxxxx ApproachLOS: * D wxx*xw#*xxx**********#*##****w#w*xw*w******#ww*w*wwxwww*www*wwwww**#******x***** Note: Queue reported is the number of cars per lane. *#****#*******#*****##**#********x*#*xwwx*wwxwxx*w**#***#***********x***x*#**##* Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (PM) Mon Oct 31, 2011 13:36:14 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #3 SERENA WAY (NS) AT GRAND AVE (SR-74) (EW) ******************************************************************************** Average Delay (sec/veh) : 0.4 Worst Case Level Of Service: D[ 28.3) Approach: North Bound South Bound East Bound West Bound movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- ---------------Jk---------------Jk---------------J i Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 1! 0 0 1 0 1 0 0 0 0 0 1 0 ------------ J--------------- JJ---------------JJ----------.-----JJ--------------- I Volume Module: Base Vol: 0 0 0 4 0 13 16 608 0 0 1043 6 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 4 0 13 16 608 0 0 1043 6 Added Vol: 0 0 0 0 0 0 0 27 0 0 33 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 0 0 0 4 0 13 16 635 0 0 1076 6 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 0 0 4 0 14 17 661 0 0 1121 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 4 0 14 17 661 0 0 1121 6 ----------- ---------------JJ----------------kJ---------------J Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ---- ------- J---------------JJ---------------JJ---------------kk---------------J Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1819 1819 1124 1127 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 86 79 252 627 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 85 77 252 627 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.05 0.00 0.05 0.03 xxxx xxxx xxxx xxxx xxxx -------------J---------------JJ---------------II--------------- ---------------J Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 10.9 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx 172 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 28.3 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D ApproachDel: xxxxxx 28.3 xxxxxx xxxxxx ApproachLOS: * D ******************************************************************************** Note: Queue reported is the number of cars per lane. ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP Appendix C Existing Plus Project Intersection Analysis Worksheets For Full Access at Project Access i Synchro HCM LOS Analysis HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 3: Grand Ave & Mobile Park Driveway Timing Plan:Weekday AM 'A --11 �4-- 'k. \11 4/ Movement EBL EBT WBT WSR SBL SBR Lane Configurations *1 T 1Yt Volume(vehth) 1 947 605 1 2 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 1 1114 712 1 2 4 Pedestrians Lane Width(ft) Walking Speed(fits) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 713 1829 712 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 713 1829 712 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 97 99 cM capacity(vehlh) 887 84 432 Direction,Lane# EB 1 WB 1 SB 1 Volume Total 1115 713 6 Volume Left 1 0 2 Volume Right 0 1 4 cSH 887 1700 163 Volume to Capacity 0.00 0.42 0.04 Queue Length 95th(ft) 0 0 3 Control Delay(s) 0.0 0.0 27.9 Lane LOS A D Approach Delay(s) 0.0 0.0 27.9 Approach LOS D Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report FULL ACCESS Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 3: Grand Ave & Mobile Park Driveway Timing Plan;Weekday PM I Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 1 Y Volume(vehth) 5 672 1093 2 2 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 5 700 1139 2 2 5 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1141 1850 1140 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1141 1850 1140 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 99 97 98 cM capacity(vehlh) 613 81 245 Direction,Lane# EB 1 WB 1 SB 1 Volume Total 705 1141 7 Volume Left 5 0 2 Volume Right 0 2 5 cSH 613 1700 155 Volume to Capacity 0.01 0.67 0.05 Queue Length 95th(ft) 1 0 4 Control Delay(s) 0.2 0.0 29.4 Lane LOS A D Approach Delay(s) 0.2 0.0 29.4 Approach LOS D Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report FULL ACCESS Page 1 HCM Unsignalized Intersection Capacity Analysis 7: Grand Ave & Project Dwy Existing Plus Project Timing Plan:Weekday AM Movernenf EBL EBT WBT WBR SBL SBR Lane Configurations I f T. Y Volume(veh/h) 43 904 587 5 24 36 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 47 983 638 5 26 39 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 643 1717 641 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 643 1717 641 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 95 72 92 CM capacity(veh/h) 941 94 475 Direction,Lane# EB 1 EB 2 WB 1 SB 1 Volume Total 47 983 643 65 Volume Left 47 0 0 26 Volume Right 0 0 5 39 cSH 941 1700 1700 181 Volume to Capacity 0.05 0.58 0.38 0.36 Queue Length 95th(ft) 4 0 0 38 Conlrol Delay(s) 9.0 0.0 0.0 35.7 Lane LOS A E Approach Delay(s) 0.4 0.0 35.7 Approach LOS E Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study FULL ACCESS Synchro 7- Report Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 7: Grand Ave & Project Dwy Timing Plan:Weekday PM Movement EBL EBT WBT WBR SBL SBR Lane Configurations + T+ Y Volume(vehlh) 50 622 1053 33 27 40 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 54 676 1145 36 29 43 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1180 1947 1162 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1180 1947 1162 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3,5 3.3 p0 queue free% 91 54 82 cM capacity(vehlh) 592 65 237 Direction,Lane# EB 1 EB 2 WB 1 SB 1 Volume Total 54 676 1180 73 Volume Left 54 0 0 29 Volume Right 0 0 36 43 cSH 592 1700 1700 114 Volume to Capacity 0.09 0.40 0.69 0.64 Queue Length 95th(ft) 8 0 0 81 Control Delay(s) 11.7 0.0 0.0 80.4 Lane LOS B F Approach Delay(s) 0.9 0.0 80.4 Approach LOS F Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report FULL ACCESS Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 5: Grand Ave & Serena Wav Timing Plan:Weekday AM .1.* --,, ,- k, \11 4/ Movement EBL EBT WBT WBR SBL SBR Lane Configurations + T Y Volume(vehm) 3 926 587 5 5 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate(vph) 4 1102 699 6 6 13 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 705 1811 702 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 705 1811 702 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 93 97 cM capacity(veh/h) 893 86 438 Direction,Lane 4 [B 1 E8 2 WI3 1 SB 1 Volume Total 4 1102 705 19 Volume Left 4 0 0 6 Volume Right 0 0 6 13 cSH 893 1700 1700 192 Volume to Capacity 0.00 0.65 0.41 0.10 Queue Length 95th(ft) 0 0 0 8 Control Delay(s) 9.0 0.0 0.0 25.8 Lane LOS A D Approach Delay(s) 0.0 0.0 25.8 Approach LOS D Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report FULL ACCESS Page 1 HCM Unsignalized Intersection Capacity Analysis Existing Plus Project 5: Grand Ave & Serena Way Timing Plan:Weekday PM ` —► +" �S Movement EBL EBT WBT *BR SBL S B R Lane Configurations + T Y Volume(veh/h) 16 635 1076 6 4 13 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 096 Hourly flow rate(vph) 17 661 1121 6 4 14 Pedestrians Lane Width(ft) Walking Speed(fits) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 1127 1819 1124 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1127 1819 1124 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) fF(s) 2.2 3.5 3.3 p0 queue free% 97 95 95 cM capacity(vehlh) 620 83 250 Direction,Lane# EB 1 EB 2 VVB 1 SB 1 Volume Total 17 661 1127 18 Volume Left 17 0 0 4 Volume Right 0 0 6 14 cSH 620 1700 1700 170 Volume to Capacity 0.03 0.39 0.66 0.10 Queue Length 95th(ft) 2 0 0 9 Control Delay(s) 11.0 0.0 0.0 28.7 Lane LOS B D Approach Delay(s) 0.3 0.0 28.7 Approach LOS D Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period(min) 15 Wake Rider Beach Resort Traffic Study Synchro 7- Report FULL ACCESS Page 1 Traffix HCM LOS Analysis EX + P (AM) Wed Nov 2, 2011 10:07:09 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) *************wlew'k*k**kk*w*kw**w*****kwk**kkk*kwk*k*wiikwwwwik**Fk**kkktwk***wkakk*w Intersection #1 MOBILE HOME PARK DWY (NS) AT GRAND AVE (SR-74 (EW) Average Delay (sec/veh) : 0.1 Worst Case Level Of Service: D[ 27.71 **************kkkkk*k*klewk*wwww**F**#wwwwwwk*k7Yk*kw*:Ywww*wRww*kww*w*kwwwie kw*aFww* Approach: North Bound South Bound East Bound West Bound Movement; L - T - R L - T - R L - T - R L - T - R ----------- -------- ------- --------------- ---------------W -------... Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights- Include Include Include Include Lanes: 0 0 0 0 0 0 0 1! 0 0 0 1 0 0 0 0 0 0 1 0 ------------ --------------- ---------------- --------------- - -- Volume Module: Base Vol: 0 0 0 2 0 3 1 904 0 0 569 1 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 2 0 3 1 904 0 0 569 1 Added Vol: 0 0 0 0 0 0 0 43 0 0 36 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 2 0 3 1 947 0 0 605 1 User Adj': 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 PHF Volume: 0 0 0 2 0 4 1 1115 0 0 713 1 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 2 0 4 1 1115 0 0 713 1 ------------ ------- � - --------------- Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx --------------- --------------- ---------------11---------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1831 1631 713 714 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 85 77 435 896 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 85 77 435 896 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.03 0.00 0.01 0.00 xxxx xxxx xxxx xxxx xxxx ------------I--------------- --------------- ------ ---------11---------------� Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 164 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.1 xxxxx 0.0 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 27.7 xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D * A ApproachDel: xxxxxx 27.7 xxxx xxxxxx ApproachLOS: * D Note: Queue reported is the number of cars per lane. Tra£fix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (PM) Wed Nov 2, 2011 10:07:50 Page 3-1 -------------------------------------------------------------------------------- ------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) xxwxwxwww*wxww*wxxwwwwxwwxwwwxxxwwwxwwwwwwx***xw*wwwwwwwwwxwxxwwwwwwxwxwwwwwwwxw Intersection #1 MOBILE HOME PARK DWY (NS) AT GRAND AVE (SR-74 (EW) x**x**x***x*w*xxwxxwxwwwxxwxwxwwwwwwwxxxwwxwwwww*w*wxwwwwwxwwxwwxwxwxxwxwwwxwwww Average Delay (sec/veh) : 0.1 worst Case Level Of Service: D( 29.21 wxxxwwxxxx*xwwwwxxx*wwxwwxwxw**x****w**wxxxwwwwwxwxww******xw*wwwxxwwwwwxxwwxwwx Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ----------- ----- --------- --------------- 11--------------- --------------- � Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 11 0 0 0 1 0 0 0 0 0 0 1 0 - ---------- ------------ --------------- --------------- ----..- ---� Volume Module: Base Vol: 0 0 0 2 0 5 5 622 0 0 1053 2 Growth Adj: 1.00 1.00 1-00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 2 0 5 5 622 0 0 1053 2 Added Vol: 0 0 0 0 0 0 0 50 0 0 40 0 PassereyVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 2 0 5 5 672 0 0 1093 2 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 0 0 2 0 5 5 702 0 0 1142 2 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 2 0 5 5 702 0 0 1142 2 ----------- ---------- ---- --------------- ---------------11-------- ----- � Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------I--------------- --------------- ----------------- 11---------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1856 1856 1143 1144 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 82 75 246 618 xxxx xxxxx XXXX XYYY xxxxx Move Cap. : xxxx xxxx xxxxx 81 74 246 618 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.03 0.00 0.02 0.01 xxxx xxxx xxxx xxxx xxxx ------------I--------------- --------------- -------------- 11--------------- � Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx XX)= 0.0 xxxx XYYXX xxxx xxxx YYYYX Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 10.9 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * w x B x * x w w Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 156 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx o.1 xxxxx 0.0 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 29.2 xxxxx 10.9 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D * B x x x x x ApproachDel: xxxxxx 29.2 xxxxxx xxxxxx ApproachLOS: * D w xwxwxwxxwxwxwxwxwwwxx*,rwxwwwxxx*wxwxwwwx*wxwwwwwxwxxxwwwwww***xwxxwwwwwxwxwxwwxw Note: Queue reported is the number of cars per lane. *******wxwwxxwwxxwwwwxxwwwwxxxwxwxxwxxwx*********w*x**w*wxxxxwxxxxwxwxxwwwwxxxxw Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (AM) Tue Nov 1, 2011 10:29:07 Page 4-1 -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwww*wwwwwwwwwwwwwwwwwww*www*wwwww*wwwwwww* Intersection #2 PROJECT DRIVEWAY (NS) AT GRAND AVE (SR-74) (EW) wwwwwww*w,rw***w**w*w*ww*wwwwwwwww*w*w*w*w*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww Average Delay (sec/veh) : 1.5 Worst Case Level Of Service: D[ 34.41 wwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwww*wwww*wwwwww**wwwww*wwwwwwwwwwwwwww* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------I---------------II---------------11---------------II --------------- I Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 it 0 0 0 1 0 0 0 0 0 0 1 0 ------------ --------------- --------------- II---------------II--------------- I Volume Module: Base Vol: 0 0 0 0 0 0 0 904 0 0 569 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 0 0 0 0 904 0 0 569 0 Added Vol: 0 0 0 24 0 36 43 0 0 0 0 29 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 24 0 36 43 904 0 0 569 29 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 0 0 26 0 39 47 983 0 0 618 32 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Finalvolume: 0 0 0 26 0 39 47 983 0 0 618 32 ------------I---------------II---------------II---------------11---------------I Critical Gap Module: Critical Gp:xKxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx -------------I---------------i1---- ------------ ---------------11---------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1710 1710 634 650 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 101 92 483 946 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 97 87 4B3 946 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.27 0.00 0.08 0.05 xxxx xxxx xxxx xxxx xxxx ------------I---------------11---------------► I---------------11 I Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.2 xxxx xxxxx xxxx xxxx xxxxx Control Del.xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * A Movement: LT LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 186 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 1.5 xxxxx 0.2 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 34.4 xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D * A ApproachDel: XXXXXX 34.4 xxxxxx xxxxxx ApproachLOS: * D wwwwwwwwwww*www**wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwww*wwwwwwwwwwwwwwwww*www**** Note: Queue reported is the number of cars per lane. **wwwwwwwwwwwwwwwwwww*wwwww***wwwwwwwwwwwwwwwwwwwwww*wwww*wwwwwwwwwwwwwwwwwwwwww Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (PM) Tue Nov 1, 2011 10:28:30 Page 4-1 -------------------------------------------------------------------------------- --------------------------- - - - -------------- - ---------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) wwwwwwxxxwxwxxxxwxxwwwwwxwwwwwwwwwwxwxxwxwxwxwwxxwx*wxwwxxwxxwx*xxxxwwwwwxxxxwxw Intersection #2 PROJECT DRIVEWAY (NS) AT GRAND AVE (SR-74) (EW) xwwxwwwwwxwwxxxxxxxxxx*xxxwwwwwwwwwwxwwwwwwwwwwwwx*wwxxxxxxwxxxxwwxw*x***wwwxxxw Average Delay (sec/veh) : 3.1 Worst Case Level Of Service: F[ 76.31 **xwxwwwxwxwwxxxxxxxxwwxxwwxxwwxxwwwxwxwwwwwxwxxwwwxwxxxxwwxxxxxxx****xxxwxxxxxx Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- II---------------II--------------- II--------------- I Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 1! 0 0 0 1 0 0 0 0 0 0 1 0 ------------ I--------------- II---------------II--------------- II---------------I volume Module: Base Vol: 0 0 0 0 0 0 0 622 0 0 1053 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.0o 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 0 0 0 0 622 0 0 1053 0 Added Vol: 0 0 0 27 0 40 50 0 0 0 0 33 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 27 0 40 50 622 0 0 1053 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 0 0 0 29 0 43 54 676 0 0 1145 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 29 0 43 54 676 0 0 1145 36 ------------�------------ II - - ---------II---------------II- ----------I Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------I---------------II--------------- ---------------II--------------- I Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1947 1947 1163 1180 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 72 65 240 599 xxxx xxxxx XYYY xxxx xxxxx Move Cap. : xxxxx xxxx xxxxx 67 59 240 599 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.44 0.00 0.18 0.09 xxxx xxxx xxxx xxxx xxxx ------------I--------------- II---------------11---------------11---------------I Level Of Service Module: 2Way95thQ: xxxxx xxxxx xxxxx xxxx xxxxx xxxxx 0-3 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 11.6 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * w * B w * x x w Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. . xxxx xxxx xxxxx xxxx 117 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 3,1 xxxxx 0.3 xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 76.3 xxxxx 11.6 xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * F * B ApproachDel: xxxxxx 76.3 xxxxxx XYYYXY ApproachLOS: * F ***wwwxxxxxxwwwxxwxwwxwwxxxxwxx:rw*xxfi,r*w**xwww*ww*wi.xxxxxwxxxxxxx*wx*,t,rwwwwww**w Note: Queue reported is the number of cars per lane. xxxxxxwxxxwxww*wxxxxxxxxxxxxwxwwxwwxwwwwwxwwwxxxxxxwwxxwwwwxwwwxwxx*wwxxxxxxxxxx Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (AM) Wed Nov 2, 2011 10:07:09 Page 5-1 -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) w*ww**ww***w**k****w***w*ww**kw***w**wwwwwww*www***wwwww*ww***w*w****ww*w**w**** Intersection #3 SERENA WAY (NS) AT GRAND AVE (SR-74) (EW) wwwww*wwww*ww***wwwwwwwww*w*w*w*www*wwwww***www***www*******k**kk****kk**kkk**** Average Delay (sec/veh) : 0.3 Worst Case Level Of Service: D[ 25.61 w*ww*******w***w****wwwwwww**kkw*www*wk**k*wwk*kk****kkwk******k******kk***kk*kk Approach: North Bound south Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- --------------- ll--------------- --------------- � Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes., 0 0 0 0 0 0 0 1! 0 0 1 0 1 0 0 0 0 0 1 0 ------------ _ ------------- - -------------- --------- - -- --------------- Volume Module: Base Vol: 0 0 0 5 0 11 3 902 0 0 558 5 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 5 0 11 3 902 0 0 558 5 Added Vol: 0 0 0 0 0 0 0 24 0 0 29 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 5 0 11 3 926 0 0 587 5 User Adj: 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 PHF Volume: 0 0 0 6 0 13 4 1104 0 0 700 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 6 0 13 4 1104 0 0 700 6 ------------ --------------- --------------- ---------------11 --------------- I Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------ I--------------- --------------- --------------- ----------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1813 1813 703 706 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 87 79 441 902 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 87 79 441 902 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.07 0.00 0.03 0.00 xxxx xxxx xxxx xxxx xxxx ------------I ---- ----- ------- --------------- --------------- ---------------� Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 9.0 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * w A Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. : xxxx xxxx xxxxx xxxx 194 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xx.2= 0.3 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 25.6 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D ApproachDel: xxxxxx 25.6 xxxxxx xxxxxx ApproachLOS: * D ********at****w******w*************k**************k*************w*****wwww**w*wk* Note: Queue reported is the number of cars per lane. Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP EX + P (PM) Wed Nov 2, 2011 10:07:50 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) Intersection #3 SERENA WAY (NS) AT GRAND AVE (SR-74) (EW) Average Delay (sec/veh) : 0.4 Worst Case Level Of Service: D[ 28.31 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- ---------------II--------------- --------------- � Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 0 0 0 0 0 11 0 0 1 0 1 0 0 0 0 0 1 0 ---- --------------- --------------- --------------- ---------------� Volume Module: Base Vol: 0 0 0 4 0 13 16 608 0 0 1043 6 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 0 0 4 0 13 16 608 0 0 1043 6 Added Vol: 0 0 0 0 0 0 0 27 0 0 33 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 0 0 4 0 13 16 635 0 0 1076 6 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 0 0 4 0 14 17 661 0 0 1121 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 0 0 0 4 0 14 17 661 0 0 1121 6 ------------ --------------- --------------- --------------- --------------- � Critical Gap Module: Critical Gp:xxxxx xxxx xxxxx 6.4 6.5 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 4.0 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------I--------------- --------------- --------------- ---------------� Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 1819 1619 1124 1127 xxxx xxxxx xxxx xxxx xxxxx Potent Cap. : xxxx xxxx xxxxx 86 79 252 627 xxxx xxxxx xxxx xxxx xxxxx Move Cap. : xxxx xxxx xxxxx 85 77 252 627 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.05 0.00 0.05 0.03 xxxx xxxx xxxx xxxx xxxx ------------I--------------- --------------- --------------- - ----- ---- -- --- Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx 10.9 xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap. . xxxx xxxx xxxxx xxxx 172 xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx xxxx][ xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 28.3 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * D ApproachDel: 28.3 xxxxxx xxxxxx ApproachLOS: * D Note: Queue reported is the number of cars per lane. Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RX ENGINEERING GROUP