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HomeMy WebLinkAboutPA2008-040_TRAFFIC ANALYSIS 20081111111111111111111111111111111111111111111111111 *NEW FILE* PA2008-040_Traffic Analysis fq RECEIVED BY PLANNING DEPARTMENT DEC 09 2008 MARINA PA R KciTY OF NEWPORT BEACH TPO Traffic Analysis November 2008' �AUST/N FOUST ASSc`' 014 7� /r✓C MARINA PARK TPO TRAFFIC ANALYSIS FJ u H ' MARINA PARK TPO TRAFFIC ANALYSIS ' This report summarizes an analysis performed for the proposed development of Marina Park in Newport Beach based on the City's Traffic Phasing Ordinance (TPO) methodology. In addition, this report summarizes the results of an analysis of cumulative conditions in compliance with California Environmental Quality Act (CEQA) requirements. PROJECT DESCRIPTION The proposed Marina Park project is located on the Bay side of Balboa Boulevard between 18th ' Street and 16th Street on the Balboa Peninsula in the City of Newport Beach. Marina Park consists of a 10,200 square foot Community Center, an 11,200 square foot Sailing Center, recreational park uses, and a ' 23-berth non-commercial Visitor Marina. The Sailing Center will include a 54-seat caf6. A playground, two tennis courts, two half -court basketball courts, beach volleyball courts, and open lawn areas for ' picnicking and free play are proposed. New docks and slips for sailing programs and expanded and improved beach access will be provided. The existing Girl Scout House will be relocated on -site. ' The approximately nine -acre site is currently developed with a 57-unit mobile home park, a community center, four tennis courts, a small playground, and the Girl Scout House. The Girl Scout House will be relocated to the northwest corner of the project site. Adjacent to the project site between ' 16th Street and 15th Street is the existing American Legion Post 291, a small residential development, and a commercial building. ' Figure 1 illustrates the location of the project. Figure 2 illustrates the proposed concept plan. ' TRIP GENERATION AND DISTRIBUTION ' The proposed Community Center will include three ground -floor classrooms for use by the sailing program or other City programs, and the second floor will provide administrative functions and a large ' room that accommodates up to 80 people for use as a large classroom, four small classrooms, or a banquet facility. ' Marina Park TPO 1 Austin -Foust Associates, Inc. 029033tpo.doc Traffic Analysis 11 I n 1 C Legend Figure 1 TPO study locations PROJECT LOCATION Marina Park TPO 2 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigl.dwg I Figure 2 PROPOSED CONCEPT PLAN Marina Park TPO 3 Austin -Foust Associates, hie. Traffic Analysis 029033tpoFig2.dwg I The Sailing Center consists of a reception area, a medium sized meeting room, and a two-story gallery space. The second floor will include a 54-seat cafe and administrative offices. The Sailing Center ' will provide indoor space for storage and maintenance of the boats and equipment used in the sailing program. The Visitor Marina includes 21 40-foot long berths and two 50-foot long berths for use by the ' public for short-term visiting non-commercial vessels plus a 200 foot long dock. Full hook-ups will be provided to all berths. The marina will be fenced and controlled security access provided at the southeastern comer. A marina control building containing an office, restrooms, and washing machines will be provided adjacent to the marina entry point. I 1 Amenities in the park will include picnic tables, restrooms, showers, play areas, half -court basketball courts, benches, public beach and access to the water. Tennis courts are located adjacent to the American Legion. The site is currently developed with a 57-unit mobile home park, community center, Girl Scout House, tennis courts, and playground which are generating peak hour and daily traffic. The mobile home park is only partially occupied full-time. Credit for the peak hour and daily trips currently being generated by the mobile home park was determined from driveway counts conducted in early June 2008. These counts were collected prior to the beginning of the Summer season. Credit for the trips currently being generated by the existing community center, tennis courts and playground were determined from Institute of Transportation Engineers (ITE) trip rates. The Girl Scout House will be relocated from its current location to the northwest corner of the site. No changes in the trips generated by the Girl Scout House are expected. Trip generation rates for the proposed project were derived from peak hour and daily trip rates contained in ITE Trip Generation, Seventh Edition. A combined rate that consists of the ITE City Park peak hour rates per acre and an average of the ITE City Park and Beach Park daily rates per acre was applied to the park uses. ITE's Recreational Community Center trip rates were applied to the proposed Community Center and Sailing Center, which includes a 54-seat cafe. These rates and the resulting trips are summarized in Table 1. The existing trips from the mobile home park, the tennis courts, and the playground were subtracted from the proposed trip generation to produce the net new trips for the project. The project Marina Park TPO 4 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doe LAND USE Table I TRIP GENERATION SUMMARY AM PEAK HOUR UNITS IN OUT TOTAL PM PEAK HOUR IN OUT TOTAL ADT TRIP RATES Park Acre .28 .20 .48 .38 .92 1.30 15.70 Recreational Community Center (ITE 495)Z 1.62 .88 2?96 Marina (ITE 420) rt .03 .05 Berth .111 .08 .19 TRIP GENERATION Proposed Project 1 1 2 2 4 6 71 Park Community Ctr/Sailing Ctr/Cafe 4.5 Acres 21.3 TSF 21 13 34 10 25 35 487 68 VisitorMarina 23Berths 1 1 2 3 2 5 Sub -Total 23 15 38 15 31 46 626 Existing Use Mobile Home Park 57 DU 5 13 18 7 7 14 194 Park 1.2 Acres 0 0 0 0 -1 -1 -4 -1 -5 -19 -67 Community Ctr 2.9 TSF -3 -2 -5 NET NEW TRIPS 15 0 15 7 19 26 346 Notes: t Park AM and PM trip rates from ITE City Park (411) ratelacre, ADT rate averaged from City (411) and Beach (415) Park ADT rate/acre. a ITE Recreational Community Center (495) trip rates applied to Community Center, Sailing Center, and CaM The Girl Scout House will be relocated on -site and results in no net change in project trips. Marina Park TPO 5 Austin -Foust Associates, Inc. 029033tpo.doe Traffic Analysis II I H E I impacts are analyzed under worst case conditions since peak summer intersection counts are used in the analysis and the trips generated by the proposed project represent peak summer trips; whereas, the credit from the existing mobile home park is based on the non -peak season when the mobile home park is not fully occupied. As the trip generation table indicates, the proposed project results in a net increase of 346 trips daily. During the AM peak hour there is a net increase of 15 trips generated compared with the trip generation of the existing uses on the site. During the PM peak hour the proposed project generates 26 new trips compared with the trip generation of the existing uses on the site. Trip distribution of project -generated traffic onto the surrounding circulation system was determined from observed travel patterns in the vicinity of the project site as well as from locations and levels of development in relation to the subject property. A large portion of trips generated by the project are estimated to originate within the City of Newport Beach. Approximately 35 percent of project trips are oriented toward the areas south of Coast Highway, including the Balboa Peninsula area. The remaining 65 percent of project traffic is distributed along Coast Highway and Newport Boulevard. The general distribution for the proposed development is illustrated in Figure 3. Project -generated trips were distributed to the circulation system according to these distribution patterns. The AM and PM peak hour trips for the proposed development are illustrated in Appendix A. TPO TRAFFIC IMPACTS The City of Newport Beach identified seven intersections for analysis to determine the impact of the proposed Marina Park development. These intersections are: Newport Boulevard and Hospital Road Balboa Boulevard/Superior Avenue and Coast Highway Newport Boulevard and Coast Highway Riverside Avenue and Coast Highway Tustin Avenue and Coast Highway Newport Boulevard and Via Lido Newport Boulevard and 32ad Street Existing peak hour intersection volumes for the seven study locations listed above were provided by City Staff (existing peak hour volumes are illustrated in Appendix A). The peak hour data was collected during the non -peak season in 2006, 2007, and 2008. Existing intersection levels of service are Marina Park TPO 6 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc U I fJ I u ' based on intersection capacity utilization (ICU) values. The ICU values are a means of presenting the volume to capacity ratios, with a V/C ratio of .90 representing the upper threshold for an acceptable level ' of service (LOS "D") in the City of Newport Beach. The City methodology calculates the ICU value to three decimal places, and then reports the resulting ICU value rounded to two decimal places. Existing ICU values for the study intersections assuming existing lane configurations are summarized in Table 2 (actual ICU calculation sheets are included in Appendix B). As this table shows, the study intersections are currently operating at LOS "D" or better during the AM and PM peak hours. ' These ICU values represent the non -peak season conditions. Sample mid -block counts were collected to determine the seasonal increase in Summer traffic volumes for this area of Newport Beach. Counts collected on Newport Boulevard at 32nd Street and on Balboa Boulevard at 18th Street in early June 2008 (non -peak season) and late June 2008 (peak Summer season) indicate an average increase of 18 percent in the daily traffic volume during the Summer (count data is included in Appendix D). During the peak hours, the Summer increase averages 17 percent over the non -peak season volume during the AM peak hour and 16 percent during the PM peak hour. Existing peak hour volumes at the study intersections were increased to Summer conditions (illustrated in ' Appendix A), and the resulting Summer season ICU values are summarized in Table 3. An ambient growth rate of 1.0 percent per year was added to the existing volumes along Newport Boulevard north of Coast Highway and along Coast Highway. Construction of the project is assumed to ' be complete in 2010; therefore, the study year is 2011. Traffic generated by approved projects in the study area, obtained from City Staff, were added to the existing peak hour volumes to obtain year 2011 background peak hour volumes for the intersections prior to the addition of project -generated traffic (illustrated in Appendix A). Table 4 summarizes the approved projects included in this analysis. ' Background -plus -project peak hour volumes were obtained by adding the project -generated peak hour intersection volumes presented above to the existing -plus -regional growth -plus -approved projects ' peak hour volumes. Background -plus -project peak hour volumes are illustrated in Appendix A. The TPO analysis consists of a one percent analysis and an ICU analysis at each study intersection. The one percent analysis compares the proposed project traffic with projected background peak hour volumes. To pass the one percent analysis, peak hour traffic from the proposed project must be less than one percent of the projected background peak hour traffic on each leg of the intersection. If the proposed Marina Park TPO 8 Austin -Foust Associates, tnc. Traffic Analysis 029033tpo.doc Table 2 EXISTING ICU ANALYSIS SUMMARY — NON -PEAK SEASON INTERSECTION AM PM 1. Newport & Hospital .59 .64 2. Balboa/Superior & Coast Hyw .68 .72 3. Newport & Coast Hwy .77 .68 4. Riverside & Coast Hwy .70 .81 5. Tustin & Coast Hwy .67 .58 6. Newport & Via Lido .47 .43 7. Newport & 32nd .48 .66 Level of service ranges:.00 - .60 A .61- .70 B .71- .80 C .81- .90 D .91-1.00 E Above 1.00 F Marion Park TPO 9 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc I Table 3 EXISTING ICU ANALYSIS SUMMARY— SUMMER SEASON 1. Newport & Hospital .66 .70 2. Balboa/Superior & Coast Hyw .79 .82 3. Newport & Coast Hwy .90 .77 4. Riverside & Coast Hwy .80 .88 5. Tustin & Coast Hwy .78 .65 6. Newport & Via Lido .54 .49 7. Newport & 32nd .56 .74 Level of service ranges:.00 - .60 A .61 - .70 B .71 - .80 C .81- .90 D .91-1.00 E Above 1.00 F Marina Park TPO 10 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc Table 4 APPROVED PROJECTS SUMMARY Fashion Island Expansion 40 Temple Bat Yahm Expansion 65 CIOSA — Irvine Project 91 Newport Dunes 0 1401 Dove Street 0 1901 Westcliff Surgical Center 0 Hoag Hospital Phase 1I1 0 Birch Medical Office 0 St Mark Presbyterian Church 77 Corporate Plaza West 0 Mariner's Mile Gateway 0 Land Rover NB Service Center 0 Our Lady Queen of Angels Church Expansion 0 2300 Newport Boulevard 0 Newport Executive Court 0 Hoag Health Center 0 North Newport Center 0 Santa Barbara Condo 0 Marina Park TPO 11 AnStln-Foust Associates, Inc. Traffic Analysis 029033tpo.doe ' project passes the one percent analysis, then the ICU analysis is not required and no further analysis is necessary. If the proposed project does not pass the one percent analysis, then the ICU analysis must be ' performed for the intersection which fails to pass the one percent test. ' Table 5 summarizes the results of the non -peak season one percent analysis (the one percent analysis sheets are included in Appendix Q. As this table indicates, the proposed project does not pass the one percent analysis at two study intersections during the AM and PM peak hour; therefore, an ICU analysis is required for the intersections of Newport Boulevard at Via Lido and Newport Boulevard at 32nd Street. The non -peak season volumes represent the worst -case one percent analysis since the ' Summer season volumes increase the background level against which the project trips are compared. If the project passes the one percent analysis at a location under non -peak season conditions, then the ' project will pass the one percent analysis at that location under Summer season conditions. ' An ICU analysis was performed for the two intersections which did not pass the one percent test. Existing lane configurations were assumed, and a capacity of 1,600 vph per lane with no clearance factor was utilized. Table 6 summarizes the existing, background, and background -plus -project ICU values during the AM and PM peak hours under non -peak season and Summer season conditions (actual ICU ' calculation sheets are included in Appendix B). ' As the ICU summary table indicates, the project will have no marginal impact on the intersections of Newport Boulevard at Via Lido and Newport Boulevard at 32nd Street which will operate at LOS "C" ' or better during the AM and PM peak hours under non -peak season and Summer season conditions. The project has no significant impact on the study intersections, and no mitigation is required. CUMULATIVE CONDITIONS ANALYSIS ' City Staff provided a list of two known but not approved projects for use in a cumulative ' conditions analysis. These cumulative projects are summarized in Table 7. Trip generation and distribution for each cumulative project was also provided by City Staff. The peak hour cumulative intersection volumes were added to the background volumes presented earlier, and then project -generated ' traffic was added (see Appendix A). The previous non -peak season one percent analysis without cumulative volumes represents the worst -case one percent analysis since the addition of cumulative traffic ' to the background volumes increases the chances of a project passing the one percent analysis. If an ' Marina Park TPO 12 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc Table 5 SUMMARY OF ONE PERCENT ANALYSIS — NON -PEAK SEASON AM PEAK HOUR PROJECT VOLUMES LESS THAN I % OF INTERSECTION NB SB EB WB PEAK HOUR VOLUM; 1. Newport & Hospital 1 4 0 0 Yes 2. Balboa/Superior & Coast Hwy 0 0 2 0 Yes 3. Newport & Coast Hwy 0 0 0 5 Yes 4. Riverside & Coast Hwy 0 1 0 4 Yes 5.. Tustin & Coast Hwy 0 0 0 4 Yes 6. Newport & Via Lido 1 10 0 0 Yes 7. Newport & 32nd 1 10 I 0 No INTERSECTION PM PEAK HOUR PROJECT VOLUMES-- NB SB EB WB LESS THAN 1 % OF PEAK HOUR VOLUMES 1. Newport & Hospital 6 2 0 0 Yes 2. Balboa/Superior & Coast Hwy 2 0 1 0 Yes 3. Newport & Coast Hwy 0 0 0 3 Yes 4. Riverside & Coast Hwy 0 1 7 2 Yes 5. Tustin & Coast Hwy 0 0 5 2 Yes 6. Newport &Via Lido 13 5 0 0 No 7. Newport & 32nd 14 5 0 0 No Marina Park TPO 13 Austin -Foust Associates, Inc Traffic Analysis 029033tpo.doc Table 6 ICU ANALYSIS SUMMARY BACKGROUND + EXISTING BACKGROUND PROJECT INTERSECTION AM PM AM PM AM PM Non -Peak Season 6. Newport & Via Lido .47 .43 .47 .44 .47 .44 7. Newport & 32nd .48 .66 .49 .67 .49 .67 Summer Season 6. Newport & Via Lido .54 .49 .55 .49 .55 .49 7. Newport & 32nd .56 .74 .56 .75 .56 .75 Level of service ranges:.00 - .60 A .61 - .70 B .71 - .80 C .81 - .90 D .91-1.00 E Above 1.00 F Marina Park TPO 14 Austin -Foust Associates, Inc. 029033tpo.doc Traffic Analysis Table 7 CUMULATIVE PROJECTS SUMMARY LAND USE ANIUUry t Newport Coast TAZ 1— 4 Single Family Detached 954 DU Condominium/Townhouse 389 DU Multi -Family Attached 175 DU Newport Ridge TAZ 1 — 3 Single Family Detached 632 DU Multi -Family Attached 384 DU Commercial 102.96 TSF DU — dwelling units TSF — thousand square feet Marina Park TPO 15 Austin -Foust Associates, loc. Traffic Analysis 029033tpo.doc ' intersection passes the one percent analysis prior to the addition of cumulative traffic, then the intersection will pass the one percent analysis with the addition of cumulative traffic and no further ' analysis is required at that location. Therefore, an ICU analysis for the two study intersections that did not pass the non -peak season one percent analysis was prepared. ' The results of the cumulative ICU analysis are summarized in Table 8 (actual ICU calculation ' sheets are included in Appendix B). This table includes the non -peak season and Summer season ICU values. As the cumulative ICU table indicates, the proposed project will have no significant impact on the study intersections which operate at LOS "C" or better, and no mitigation is required. ' PARKING ANALYSIS Parking for the proposed project will be provided in a main parking lot adjacent to the Community ' Center, Sailing Center, and Visitor Marina. This parking lot will provide approximately 127 spaces with two-way circulation throughout the lot. Access to the main parking lot will be provided at 16th Street and ' with a connection to 15th Street. Parking for the Girl Scout House will be provided in a 26-space lot at 18th Street. One-way circulation should be provided in the 18th Street parking lot with traffic entering ' the south driveway and exiting the north driveway. ' The amount of parking required for the proposed project was determined from ITE parking rates modified to suit this specific development. The parking rate applied to the Community Center is the ITE ' Recreational Community Center parking rate; however, the rate applied to the Sailing Center is reduced from the ITE Recreational Community Center rate since large areas of the sailing center are used for ' storage and maintenance. The parking rate for the Visitor Marina is the ITE Marina parking rate. These rates were developed in coordination with City staff. ' Table 9 summarizes the required project parking. As this table indicates, the worst -case parking ' estimate for the project is 144 spaces. Approximately 127 spaces will be provided in the main project parking lot, with another 26 spaces provided in the 18th Street parking lot for a total of 153 spaces. ' The City is in the process of acquiring the existing SCE substation on Balboa Boulevard. The proposed site plan shows parking on the substation property. If the City is unsuccessful in obtaining the ' SCE property and cannot include that land in the parking lot, the parking lot will lose approximately 11 spaces resulting in an overall parking deficiency of two spaces. Manna Park TPO 16 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc Table 8 CUMULATIVE ICU ANALYSIS SUMMARY BACKGROUND+ BACKGROUND+ CUMULATIVE+ EXISTING BACKGROUND CUMULATIVE PROJECT INTERSECTION AM PM AM PM AM PM AM PM Non -Peak Season 6. Newport & Via Lido .47 .43 .47 .44 .47 .44 .47 .44 7. Newport & 32nd .48 .66 .49 .67 .49 .67 .49 .67 Summer Season 6. Newport & Via Lido .54 7. Newport & 32nd .56 Level of service ranges:.00 - .60 A .61 - .70 B .71 - .80 C .81 - .90 D .91- 1.00 E Above 1.00 F .49 .55 .49 .55 .49 .55 .49 .74 .56 .75 .56 .75 .56 .75 Marina Park TPO 17 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc Table 9 PARKING SUMMARY PARKING RATE SPACES LAND USE SIZE RATE SOURCE RE UIRED Girl Scout House 5.5 TSF 2.36 sp/TSF 1 13 sp Community Ctr 10.2 TSF 6 sp/TSF 2 61 sp Sailing Ctr 11.1 TSF 5 sp/TSF 3 56 sp Visitor Marina 23 Beiths .59 sp/Berth 4 14 sp TOTAL SPACES 144 sp Parking rate sources: I Existing 6 spaces plus 7 added for expansion of facility 2 ITE Recreational Community Center (495) — includes CaM and Park uses 3 Modified ITE Recreational Community Center (495) 4 ITE Marina(420) Marina Park TPO is Austin -Foust Associates, Inc. 029033tpo doe Traffic Analysis The proposed parking lot is intended for the project only and not to provide additional beach parking. To prevent the parking lot from being used for beach parking, as a result reducing the amount of parking available for the project uses, signs indicating appropriate users and time limits and warning signs indicating enforcement will be posted throughout the parking lot. Periodic monitoring and surveying of ' parking lot users will be performed to determine if beach parking is encroaching on the project parking lot. If the warning signs are discouraging inappropriate users, then no further actions will be required. If ' the warning signs are being ignored, then a parking management plan with a more rigorous enforcement program will be developed. II Currently, on -street parking is allowed along Balboa Boulevard in the vicinity of the project site. Parking along the project frontage (i.e., the north side of Balboa Boulevard) is not metered; however, parking is not allowed on Monday mornings (8:30 AM — 12:30 PM) for street sweeping. Furthermore, parking is prohibited from 9:00 AM to 6:00 PM on Saturdays and Sundays from May through September, Memorial Day, Fourth of July, and Labor Day to provide an additional travel lane. These parking restrictions are assumed to remain in place with the development of the proposed project. Metered parking spaces are provided in the center median along Balboa Boulevard, and development of the project will have no affect on the operation of these spaces. A public parking lot with 24 spaces is currently located at the corner of 18th Street and Balboa Boulevard. This parking lot will be removed and replaced with a 26-space lot in the same location with development of the project. The number of on -street parking spaces along the project frontage will change with the development of the proposed project. Development of the project site will result in the widening of 18th Street north of Balboa Boulevard which will allow additional on -street parking (approximately eight spaces). In addition, development of the project will result in the closure of driveways on Balboa Boulevard along the project frontage at the public parking lot on the corner of 18th Street, the existing community center, Girl Scout House, and SCE substation, and the removal of the 30 minute loading zone in front of the existing community center. With the closure of these driveways, an additional four on - street parking spaces may be available; although, a new on -street drop-off zone may reduce this number of new on -street parking spaces. On the other hand, the need to provide adequate sight distance east of 16th Street will require the removal of approximately 15 existing on -street parking spaces. A left -turn pocket from eastbound Balboa Boulevard into the parking lot driveway at 16th Street should be provided to reduce entering project traffic from blocking through traffic on Balboa Boulevard. Although the hourly volume entering the parking lot driveway is not large (approximately 11 to 17 vehicles per hour), project trips are not spread out evenly throughout the hour, with the majority of Marina Park TPO 19 Austin -Foust Associates, Inc. 029033tpo.doc Traffic Analysis I ' vehicles entering the parking lot in the 10 to 15 minutes before classes begin. An 85-foot pocket, similar to existing left -turn pockets on Balboa Boulevard in the project vicinity, would result in the loss of approximately three existing parking spaces in the center median on Balboa Boulevard. ' The overall change in on -street parking as a result of the proposed project is a reduction of approximately six spaces between 18th Street and 15th Street. SPECIAL ISSUES ' Access to the main parking lot of the proposed project will be provided by a driveway opposite 16th Street. A connection to 15th Street will also be available. A traffic signal exists at the intersection ' of 15th Street and Balboa Boulevard, approximately 400 feet east of the proposed driveway. Installation of a traffic signal is being considered at the driveway opposite 16th Street. The need for a signal at this ' location was examined. ' Satisfaction of Caltrans Peak Hour Signal Warrant (Figure F-1) requires a minimum of 100 peak hour trips on the side street approach. The proposed project will generate 39 AM peak hour driveway ' trips, 15 of which are outbound, and 46 PM peak hour driveway trips, 31 of which are outbound. The project does not generate enough peak hour traffic to satisfy the signal warrant. Besides, the majority of ' outbound trips from the project will be oriented toward the west; therefore, they will make a right turn out of the driveway and will experience very little benefit from a traffic signal at this location. Installation of ' a signal at the project driveway is not recommended due to the low peak hour volumes expected and the close proximity to the existing signal at 15th Street. Without a signal at the project driveway, outbound vehicles will have to wait for gaps in Balboa ' Boulevard traffic to exit. Vehicles making a left turn from the parking lot will have the option of exiting the parking lot onto 15th Street and utilizing the existing signal at the intersection of 15th Street and Balboa Boulevard. However, relatively little project traffic (approximately 15 percent) is expected to be ' oriented toward the Balboa Peninsula east of the project site during the peak hours. Less than five peak hour trips would be added to the 15th Street/Balboa Boulevard intersection. The existing signal at 15th ' Street can, accommodate the addition of five peak hour trips. ' Without a signal at the driveway on Balboa Boulevard, vehicles will have to wait for gaps in traffic on Balboa Boulevard. Balboa Boulevard is classified as a primary roadway in the vicinity of the project ' ssociates. Inc. Marina Park TPO 20 Austin -Foust 029033tpo.doc Traffic Analysis ' site. Parking and landscaping will need to be restricted east of the driveway so that a sight distance of 450 feet is provided per City Standard STD-110-L. This restriction will remove all on -street parking ' along the north side of Balboa Boulevard between 16th Street and 15th Street (approximately 15 spaces). ' CONCLUSIONS ' The proposed project, consisting of a 10,200 square foot community center, an 11,200 square foot sailing center, park uses, a 23-berth non-commercial visitor marina, and re -located on -site Girl Scout House, will generate 15 new AM peak hour trips, 26 new PM peak hour trips, and 346 new daily trips. The marginal impact of project traffic on the street system was determined at seven intersections in the vicinity. Two of the seven intersections did not pass the City's one percent analysis; however, the project ' had no marginal impact on the ICU values at these two intersections, which will continue to operate at level of service (LOS) "C" or better during the AM and PM peak hours under non -peak season and ' Summer season conditions. Consequently, the proposed project has no significant impact on the study intersections, and no additional intersection improvements are required. IThe impact of traffic from known but not approved projects was included in a cumulative ' conditions analysis. Under cumulative non -peak season and Summer season conditions, the project had no marginal impact during the AM or PM peak hour on the ICU values at the two intersections that did ' not pass the one percent analysis. Therefore, the proposed project has no significant impact on the study intersections under cumulative conditions, and no intersection mitigation measures are required. A review of the proposed parking reveals that the 153 spaces provided on -site are adequate to ' satisfy the project's demand. However, some monitoring of the parking lot as outlined in a parking management plan will be required to ensure that the parking there is limited to legitimate Marina Park ' users. I I I Marina Park TPO 2] Austin -Foust Associates, Inc. 029033tpo doc Traffic Analysis I I 1 1 L 1 1 1 1 1 1 H 1 1 1 1 1 1 Marina Park TPi Traffic Analysis 1 APPENDIX A PEAK HOUR INTERSECTION VOLUMES A-1 Austin -Foust Associates, Inc. 029033tpo.doc Figure A-1 PEAK HOUR PROJECT TRIPS Marina Park TPO A-2 Austin -Foust Associates, Inc. 029033tpoFigA-I.dwg Traffic Analysis m m m m s m m m m m m m m m m m m s m Figure A-2 EXISTING PEAK HOUR VOLUMES - NON -PEAK SEASON Marina Park TPO A-3 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-2.dwg Figure A-3 EXISTING+REGIONAL GROWTH+ APPROVED PEAK HOUR VOLUMES - NON -PEAK SEASON Marina Park TPO A-4 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-3.dwg m m m m s= m m m m= m m m= m m Figure A-4 EXISTING + GROWTH + APPROVED +PROJECT PEAK HOUR VOLUMES - NON -PEAK SEASON Marina Park TPO A-5 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-4.dwg Figure A-5 EXISTING + GROWTH+ APPROVED + CUMULATIVE PEAK HOUR VOLUMES - NON -PEAK SEASON Marina Park TPO A-6 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-S.dwg Figure A-6 EXISTING + GROWTH + APPROVED + CUMULATIVE +PROJECT PEAK HOUR VOLUMES -NON-PEAK SEASON Marina Park TPO A-7 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-6.dwg Figure A-7 EXISTING PEAK HOUR VOLUMES - SUMMER SEASON Marina Park TPO A-8 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-7.dwg Figure A-8 EXISTING + REGIONAL GROWTH + APPROVED PEAK HOUR VOLUMES - SUMMER SEASON Marina Park TPO A-9 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-8.dwg m m m m m m m m m ■■ m m m m m m s m m Figure A-9 EXISTING + GROWTH + APPROVED + PROJECT PEAK HOUR VOLUMES - SUMMER SEASON Marina Park TPO A-10 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-9.dwg Figure A-10 EXISTING + GROWTH + APPROVED + CUMULATIVE PEAK HOUR VOLUMES - SUMMER SEASON Marina Park TPO A-11 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-10.dwg Figure A-11 EXISTING + GROWTH + APPROVED + CUMULATI V E + PROJECT PEAK HOUR VOLUMES -SUMMERSEASON Marina Park TPO A-12 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigA-11 dwg ' APPENDIX B INTERSECTION CAPACITY UTILIZATION ' Peak hour intersection volume/capacity ratios are calculated by means of intersection capacity utilization (ICU) values. ICU calculations were performed for the intersections shown in Figure B-1. For simplicity, signalization is assumed at each intersection. Precise ICU calculations of existing non - signalized intersections would require a more detailed analysis. ' The procedure is based on the critical movement methodology, and shows the amount of capacity utilized by each critical move. A capacity of 1600 vehicles per hour (VPH) per lane is assumed with no ' clearance interval. Calculations are carried out to three decimal places. A "de -facto" right -turn lane is used in the ICU calculation for cases where a curb lane is wide enough to separately serve both thru and ' right -turn traffic (typically with a width of 19 feet from curb to outside of thru-lane with parking prohibited during peak periods). Such lanes are treated the same as striped right -turn lanes during the ICU calculations, but they are denoted on the ICU calculation worksheets using the letter "d" in place of a ' numerical entry for right -turn lanes. ' The methodology also incorporates a check for right -turn capacity utilization. Both right -turn -on - green (RTOG) and right -turn -on -red (RTOR) capacity availability are calculated and checked against the total right -turn capacity need. If insufficient capacity is available, then an adjustment is made to the total capacity utilization value. The following example shows how this adjustment is made. ' Example For Northbound Right ' 1. Right -Turn -On -Green (RTOG) If NBT is critical move, then: ' RTOG = V/C (NBT) Otherwise, RTOG = V/C (NBL) + V/C (SBT) - V/C (SBL) 2. Right -Turn -On -Red (RTOR) ' If WBL is critical move, then: RTOR = V/C (WBL) Otherwise, RTOR = V/C (EBL) + V/C (WBT) - V/C (EBT) Marion Park TPO B-1 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc IJ I 11 u E p Legend Figure 13-I TPO study locations STUDY INTERSECTION LOCATIONS Marina Park TPO E-2 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigE-I.dwg 0 ' 3 Right -Turn Overlap Adjustment ' If the northbound right is assumed to overlap with the adjacent westbound left, adjustments to the RTOG and RTOR values are made as follows: ' RTOG = RTOG + V/C (WBL) RTOR = RTOR - V/C (WBL) 4 Total Right-Tum Capacity (RTC) Availability For NBR RTC = RTOG + factor x RTOR ' Where factor = RTOR saturation flow factor (75%) Right -turn adjustment is then as follows: Additional ICU = V/C (NBR) - RTC ' A zero or negative value indicates that adequate capacity is available and no adjustment is ' necessary. A positive value indicates that the available RTOR and RTOG capacity does not adequately accommodate the right -turn V/C, therefore the right -turn is essentially considered to be a critical ' movement. In such cases, the right -turn adjustment is noted on the ICU worksheet and it is included in the total capacity utilization value. When it is determined that a right -turn adjustment is required for more ' than one right -turn movement, the word "multi" is printed on the worksheet instead of an actual right -turn movement reference, and the right-tum adjustments are cumulatively added to the total capacity utilization value. In such cases, further operational evaluation is typically carried out to determine if under actual operational conditions, the critical right -turns would operate simultaneously, and therefore a right -turn adjustment credit should be applied. Shared Lane V/C Methodology t For intersection approaches where shared usage of a lane is permitted by more than one turn ' movement (e.g., left/thm, thm/right, left/thru/right), the individual turn volumes are evaluated to determine whether dedication of the shared lane is warranted to any one given turn movement. The ' following example demonstrates how this evaluation is carried out: Example for Shared Left/Thru Lane 1 Average Lane Volume (ALV) ' ALV = Left -Turn Volume +Thru Volume Total Left + Thru Approach Lanes (including shared lane) ' Marina Park TPO B-3 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc ' 2 ALV for Each Approach ' ALV (Left) = Left-Tum Volume Left Approach Lanes (including shared lane) ' ALV (Thru) = Thru Volume Thru Approach Lanes (including shared lane) ' 3. Lane Dedication is Warranted If ALV (Left) is greater than ALV then full dedication of the shared lane to the left-tum ' approach is warranted. Left -turn and thru VIC ratios for this case are calculated as follows: V/C (Left) = Left -Turn Volume ' Left Approach Capacity (including shared lane) V/C (Thru) = Thru Volume ' Thru Approach Capacity (excluding shared lane) Similarly, if ALV (Thru) is greater than ALV then full dedication to the thru approach is ' warranted, and left-tum and thru V/C ratios are calculated as follows: V/C (Left) = Left -Turn Volume ' Left Approach Capacity (excluding shared lane) V/C (Thru) = Thru Volume Thru Approach Capacity (including shared lane) 4. Lane Dedication is not Warranted ' If ALV (Left) and ALV (Thru) are both less than ALV, the left/thru lane is assumed to be truly shared and each left, left/thru or thru approach lane carries an evenly distributed volume of traffic equal to ALV. A combined left/thru V/C ratio is calculated as follows: V/C (Left/Thru) = Left -Turn Volume +Thm Volume Total Left + Thru Approach Capacity (including shared lane) ' This V/C (Left/Thru) ratio is assigned as the V/C (Thru) ratio for the critical movement analysis and ICU summary listing. ' If split phasing has not been designated for this approach, the relative proportion of V/C (Thru) that is attributed to the left -turn volume is estimated as follows: ' If approach has more than one left -turn (including shared lane), then: V/C (Left) = V/C (Thru) ' Marina Park TPO H-4 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc 1 If approach has only one left -turn lane (shared lane), then: V/C (Left) = Left -Turn Volume Single Approach Lane Capacity ' If this left -turn movement is determined to be a critical movement, the V/C (Left) value is posted in brackets on the ICU summary printout. ' These same steps are carried out for shared thm/right lanes. If full dedication of a shared thru/right lane to the right -turn movement is warranted, the right -turn V/C value calculated in step three is checked against the RTOR and RTOG capacity availability if the option to include right -turns in the V/C ratio calculations is selected. If the V/C value that is determined using the shared lane methodology ' described here is reduced due to RTOR and RTOG capacity availability, the V/C value for the thru/right lanes is posted in brackets. ' When an approach contains more than one shared lane (e.g., left/thru and thru/right), steps one and two listed above are carried out for the three turn movements combined. Step four is carried out if dedication is not warranted for either of the shared lanes. If dedication of one of the shared lanes is ' warranted to one movement or another, step three is carried out for the two movements involved, and then steps one through four are repeated for the two movements involved in the other shared lane. Marina Park 1PO B-5 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo doc 1. Newport 6 Hospital Existing AN PK HOUR PH PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 166 .104' 137 .086' NET 3 4800 1565 .326 1273 .265 NBR 1 1600 86 .054 84 .053 SBL 1 1600 47 .029 47 .029 SBT 3 4800 1088 .314' 1544 .3744 SEA 0 0 420 252 EBL 2 3200 214 .086' 356 .111' EBT 1 1600 160 .100 132 .083 EBR 1 1600 194 .121 214 .134 Will, 1 1600 57 .036 122 .076 WBT 2 3200 252 .086' 167 .071' WBR 0 0 22 61 TOTAL CAPACITY UTILIZATION .590 Simmer - Existing Ali PK HOUR PH PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 190 .119' 160 .100' NBT 3 4800 1830 .381 1440 .300 HER 1 1600 100 .063 100 .063 SBL 1 1600 60 .038 50 .031 SET 3 4800 1270 .36%' 1740 .421' SBR 0 0 490 280 EBL 2 3200 274 .086' 356 .111' EBT 1 1600 160 .100 132 .083 EBR 1 1600 194 .121 214 .134 WBL 1 1600 57 .036 122 .076 WBT 2 3200 252 AW 167 .071' WBR 0 0 22 61 642 TOTAL CAPACITY UTILIZATION 658 .703 Marina Park TPO Austin -Foust Associates, Inc. Traffic Analysis B-6 029033tpo-AppB.pdf 2. Balboa/Superior 6 Coast Hwy Existing All PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1.5 202 261 NET 1.5 4800 321 .129' 209 .111* NBR 0 89 65 SBL 2.5 110 163 .051 SBT 1.5 6400 122 .046' 231 .074* SHE 2 3200 181 .058 338 .231 EEL 2 3200 988 .309 255 .080* EBT 3 4B00 2242 .467* 1169 .244 EBR 1 1600 238 .149 225 .141 WBL 1 1600 61 .038* 147 .092 WBT 4 6400 582 .121 2165 .359' WBR 0 0 206 .129 134 Right Turn Adjustment SBA .097* Note: Assumes N/S Split Phasing TOTAL CAPACITY UTILIZATION .680 .721 Marina Park TPO Traffic Analysis Summer - Existing AM PK HOUR PH PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1.5 240 300 NBT 1.5 4800 380 .150' 240 .127* NBR 0 100 70 SBL 2.5 200 180 .056 SBT 1.5 6400 140 .053' 270 .084' SBR 2 3200 220 .069 830 .259 EBL 2 3200 1160 .363 290 .091* EBT 3 4800 2620 .546' 1320 .275 EBR 1 1600 280 .1-5 250 .156 WBL 1 1600 70 .044* 170 .106 WBT 4 6400 680 .142 2450 .406* WBR 0 0 240 .150 150 Right Turn Adjustment SEE .107' Note: Assumes N/S Split Phasing TOTAL CAPACITY UTILIZATION .793 .815 Austin -Foust Associates, Inc 13-7 029033tpo-AppB.pdf 3. Newport S Coast Hwy Existing A14 PH HOUR PH PH HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NET 0 0 0 0 NBR 0 0 0 0 SBL 2 3200 384 .120' 617 .193' SET 0 0 0 0 SBR 1 1600 269 .168 470 .294 EBL 0 0 0 0 EST 2 3200 2075 .648' 1267 .396' EBR f 487 267 Will, 0 0 0 0 NET 3 4000 979 .204 1848 .385 14BR f 370 563 Right Turn Adjustment SBR .093' TOTAL CAPACITY UTILIZATION .768 .682 Summer - Existing A14 PH HOUR P14 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NET 0 0 0 0 HER 0 0 0 0 SBL 2 3200 450 .141' 700 .219' SET 0 0 0 0 SBR 1 1600 320 .200 530 .331 EBL 0 0 0 0 EBT 2 3200 2430 .759' 1430 .447' EBR f 570 300 Will, 0 0 0 0 WBT 3 4800 1140 .238 2090 .435 WBR f 430 640 Right Turn Adjustment SBR .103' TOTAL CAPACITY UTILIZATION .900 .769 Marino Park TPO Austin -Foust Associates, Inc. Trade Analysis B-8 029033tpo-AppB.pdf 4. Riverside 6 Coast Hwy Existing A14 PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 1 1.0011* i NBT 1 1600 3 .003 6 .014* HER 0 0 1 9 SBL 0 0 82 17 1.0481* II SBT 1 1600 9 .057, 4 .051 SBR 1 1600 337 .211 451 .282 EBL 1 1600 274 .171 253 .158* EBT 2 3200 2004 .629' 13BB .438 EBB 0 0 9 14 WBL 1 1600 12 .008* 4 .003 WBT 3 4800 1106 .230 2312 .482* WBR 1 1600 64 .040 45 .028 Right Turn Adjustment SBR .106* TOTAL CAPACITY UTILIZATION .695 .BOB Summer - Existing AM PK HOUR P14 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 1 1.00114 NOT 1 1600 3 .003 6 .014' NBR 0 0 1 9 SBL 0 0 82 77 1.0481* SET 1 1600 9 .057' 4 .051 SBR I 1600 337 .211 451 .282 EBL 1 1600 320 .200 290 .181' EBT 2 3200 2340 .734' 1570 .497 EBR 0 0 10 20 WBL 1 1600 10 .006' 10 .006 WBT 3 4800 1290 .269 2610 .544' WBR 1 1600 80 .050 50 .031 Right Turn Adjustment SBR .088* TOTAL CAPACITY UTILIZATION .798 .875 Marina Park TPO Austin -Foust Associates, Inc. Traffic Analysis B-9 029033tpo-AppB.pd( 5. Tustin 6 Coast Hwy Existing AN PK HOUR PH PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 2 1,0011' NBT 1 1600 0 .000 1 .002 NBR 0 0 0 0 SBL 0 0 29 53 SBT 1 1600 0 .035f 0 .051t SBR 0 0 27 28 EBL 1 1600 37 .023 68 .043a EBT 2 3200 2016 .631' 1406 .440 EBR 0 0 2 2 WBL 0 0 0 0 NUT 3 4800 1138 .231 2326 .485+ WBR 1 1600 40 .025 56 .035 TOTAL CAPACITY UTILIZATION 666 .580 Surnez - Existing A14 PK HOUR PI4 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 2 1.0011' NET 1 1600 0 .000 1 .002 NBR 0 0 0 0 SBL 0 0 29 53 SET 1 1600 0 .035' 0 .051' SBR 0 0 27 28 EBL 1 1600 40 .025 80 .050' EBT 2 3200 2360 .741' 1590 .500 EBR 0 0 10 10 WBL 0 0 0 0 WBT 3 4800 1330 .271 2630 .548' HER 1 1600 50 .031 60 .038 TOTAL CAPACITY UTILIZATION 776 .650 Marina Park TPO Austin -Foust Associates, Inc. Traffic Analysis 33-10 029033tpo-AppB.pd( 6. Newport 6 Via Lido Existing AM PK HOUR PI4 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 3 4800 1501 .313' 1236 .258+ NBR f 11 28 SBL 2 3200 461 .144' 515 .161+ SBT 3 4800 922 .192 1811 .37' SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 12 .008' 21 .013+ WBT 0 0 0 0 WBR 2 3200 285 .089 272 .085 TOTAL CAPACITY UTILIZATION .465 .432 Existing + Growth + Approved + Project AN PK' HOUR PI4 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 3 4800 1530 .319' 1271 .265+ NBA f 17 28 SBL 2 3200 461 .144' 515 .161+ SBT 3 4B00 942 .196 1865 .3B9 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 12 .0081 21 .013' WBT 0 0 0 0 WBR 2 3200 . 285 .OB9 272 .085 TOTAL CAPACITY UTILIZATION .471 .439 Existing + Regional Growth + Approved AM PK HOUR P14 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 3 4800 1529 .319+ 1258 .262+ HER f 17 28 SBL 2 3200 461 .144+ 515 .161' SBT 3 4800 932 .194 1860 .388 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 14BL 1 1600 12 .008' 21 .0134 WBT 0 0 0 0 WBR 2 3200 285 .089 272 .005 TOTAL CAPACITY UTILIZATION .471 .436 Existing + Growth + Approved + Cumulative AM PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NET 3 4800 1529 .319+ 1258 .262' NBR f 17 28 SBL 2 3200 461 .144+ 515 .161' SBT 3 4800 932 .194 1860 .388 SBR 0 0 0 0 EBL 0 0 0 0 ail EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 12 .008+ 21 .013+ WBT 0 0 0 0 WBR 2 3200 285 .089 212 .085 TOTAL CAPACITY UTILIZATION .471 .436 Marina Park TPO Austin -Foust Associates, Inc. Traffic Analysis B.11 0290331po-AppB.pdf 6. Newport 6 Via Lido Existing + Growth + Approved + Cumulative + Project A14 PH HOUR PH PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 0 0 0 0 NOT 3 4800 1530 .319* 1211 .265+ NOR f 11 28 SBL 2 3200 461 .144* 515 .161, SOT 3 4800 942 .196 1865 .389 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 12 .008* 21 .013* WBT 0 0 0 0 WBR 2 3200 2B5 .089 272 .085 TOTAL CAPACITY UTILIZATION .471 .439 Sumer - Existing + Regional Growth + Approved AM PK HOUR P14 PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 0 0 0 0 NOT 3 4800 1788 .373' 1422 .296' NOR f 20 30 SBL 2 3200 540 .169* 580 .181' SOT 3 4800 1090 .221 2099 .437 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 10 .006* 20 .013+ HOT 0 0 0 0 WBR 2 3200 330 .103 310 .091 TOTAL CAPACITY UTILIZATION .548 .490 Marina Park TPO Traffic Analysis B-12 Summer - Existing AM PK HOUR PH PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 0 0 0 0 NOT 3 4800 1760 .367+ 1400 .292' NOR f 20 30 SBL 2 3200 540 .169+ 500 .181* SOT 3 4800 1080 .225 2050 .427 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 Wel, 1 1600 10 .006+ 20 .013* IVBT 0 0 0 0 l4BR 2 3200 330 .103 310 .097 TOTAL CAPACITY UTILIZATION .542 .486 Sumer - Existing + Growth + Approved + Project AN PK HOUR PH PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 0 0 0 0 NOT 3 4800 1789 .373+ 1435 .299' NOR f 20 30 SBL 2 3200 540 .169* 580 ,181* SOT 3 4800 1100 .229 2104 .438 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 10 .006* 20 .013* NOT 0 0 0 0 WBR 2 3200 330 .103 310 .097 TOTAL CAPACITY UTILIZATION .548 .493 Austin -Foust Associates, Inc. 029033tpo-AppB.pdf 6. Newport 6 Via Lido Summer - Existing + Growth + Approved + Cumulative AN PK HOUR PM PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 3 4800 1788 .373* 1422 .296* HER f 20 30 SBL 2 3200 540 .169* 580 .181* SET 3 4800 1090 .227 2099 .437 SBR 0 0 0 0 EEL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 NBL 1 1600 10 .006* 20 .013* WBT 0 0 0 0 WBR 2 3200 330 .103 310 .091 TOTAL CAPACITY UTILIZATION ,548 .490 Summer - Existing + Growth + Approved + Cumulative + Project AM PK HOUR P14 PK HOUR LANES CAPACITY VOL V/C VOL V/C NBL 0 0 0 0 NBT 3 4800 1789 .373* 1435 .299* NBR f 20 30 SBL 2 3200 540 .169* 580 .181* SET 3 4900 1100 .229 2104 .438 SBR 0 0 0 0 EBL 0 0 0 0 EBT 0 0 0 0 EBR 0 0 0 0 WBL 1 1600 10 .006* 20 .013* t9BT 0 0 0 0 WBR 2 3200 330 .103 310 .091 TOTAL CAPACITY UTILIZATION .548 .493 Marina Park TPO Austin -Foust Associates, Inc Tr ffic Analysis B-13 029033tpo-AppB.pdf 7. Newport 6 32nd .Existing A14 PH HOUR PH PH HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 24 .015 51 .032' NBT 2 3200 1020 .323+ 925 .292 NBR 0 0 13 8 SBL 1 1600 69 .043+ 62 .039 SBT 2 3200 827 .209 1464 .5411 SBA 0 0 98 287 EBL 1.5 302 161 EBT 0.5 3200 29 .103' 32 .060' EBR f 23 27 WBL 0 0 21 21 WBT 2 3200 18 .0124 33 .017' WBR f 65 46 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .481 .656 Existing + Growth + Approved + Project AM PH HOUR P14 PH HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 24 .015 52 .0331 NBT 2 3200 1033 .327' 954 .301 NBR 0 0 13 8 SBL 1 1600 69 .0431 62 .039 SBT 2 3200 843 .294 1496 .55" SBR 0 0 90 287 EBL 1.5 303 161 EBT 0.5 3200 29 .104' 32 .060' EBR f 24 21 WBL 0 0 21 21 NET 2 3200 18 .012' 33 .017' WBR f 65 46 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .486 .667 Marina Park TPO Traffic Analysis B-14 Existing + Regional Growth + Approved A14 PH HOUR PH PH HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 24 .015 51 .032+ NBT 2 3200 1032 .327+ 941 .297 NBR 0 0 13 8 SBL 1 1600 69 .0431 62 .039 SBT 2 3200 833 .291 1491 .556' SBR 0 0 98 287 EBL 1.5 303 161 EBT 0.5 3200 29 .104+ 32 .060+ EBR f 23 27 WBL 0 0 21 21 WBT 2 3200 1B .012f 33 .011f 14BR f 65 46 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .4B6 .665 Existing + Growth + Approved + Cumulative AM PH HOUR P14 PH HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 24 .015 51 .032' NBT 2 3200 1032 .327' 941 .297 HER 0 0 13 8 SBL 1 1600 69 .043+ 62 .039 SBT 2 3200 833 .291 1491 .5561 SBR 0 0 98 287 EBL 1.5 303 161 EBT 0.5 3200 29 .104+ 32 .060+ EBR f 23 21 t4BL 0 0 21 21 WBT 2 3200 18 .012+ 33 .017f WEIR f 65 46 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .486 .665 Austin -Foust Associates, Inc. 029033tpo-AppEt.pdf 1. Newport 6 32nd Existing + Growth + Approved + Cumulative + Project AM PK HOUR PI4 PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 1 1600 24 .015 52 .03" NOT 2 3200 1033 .327' 954 .301 NOR 0 0 13 8 SBL 1 1600 69 .043' 62 .039 SET 2 3200 843 .294 1496 .55'' SBR 0 0 98 287 EBL 1.5 303 161 EBT 0.5 3200 29 .104+ 32 .060' EBR f 24 27 NBL 0 0 21 21 NOT 2 3200 10 .012' 33 .Olt' NOR f 65 46 Note: Assumes E/14 Split Phasing TOTAL CAPACITY UTILIZATION .486 .667 Summer - Existing + Regional Growth + Approved AM PK HOUR PI4 PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 1 1600 30 .019 60 .038' NET 2 3200 1202 .382' 1056 .333 NOR 0 0 20 10 SBL 1 1600 80 .050* 70 .044 SET 2 3200 976 .343 1677 .624' SBR 0 0 120 320 EBL 1.5 351 180 EBT 0.5 3200 30 .119* 40 .069' EBR f 30 30 WBL 0 0 20 20 WBT 2 3200 20 .013+ 40 .019' NOR f 80 50 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .564 .750 Summer - Existing AI4 PK HOUR PI4 PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 1 1600 30 .019 60 .038' NOT 2 3200 1190 .378' 1040 .32B NOR 0 0 20 10 SBL 1 1600 80 .050+ 70 .044 SET 2 3200 970 .341 1650 .616' SBR 0 0 120 320 EEL 1.5 350 180 EBT 0.5 3200 30 .119' 40 .069' EBR f 30 30 WBL 0 0 20 20 WBT 2 3200 20 .013' 40 .019' WBR f 80 50 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .560 .742 Summer - Existing + Growth + Approved + Project AM PK HOUR PI4 PK HOUR LANES CAPACITY VOL VIC VOL VIC NBL 1 1600 30 .019 61 ,036+ NET 2 3200 1203 .382' 1069 .337 NOR 0 0 20 30 SBL 1 1600 80 .050+ 70 .044 SOT 2 3200 986 .346 1682 .626* SBR 0 0 120 320 EBL 1.5 351 180 EBT 0.5 3200 30 .119+ 40 .069* EBR f 31 30 I4BL 0 0 20 20 WBT 2 3200 20 .013' 40 .019' WBR f 80 50 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .564 .152 Austin -Foust Associates, Inc Marina Park TPO 029033tpo-AppB.pdf Traffic Analysis 13-I5 7. Newport 6 32nd Summer - Existing + Growth + Approved + Cumulative AM PH HOUR PM PH HOUR LANES CAPACITY VOL V/C VOL V/C NBL 1 1600 30 .019 60 .038' NET 2 3200 1202 .382+ 1056 .333 NBR 0 0 20 10 SBL 1 1600 80 .050' 70 .044 SBT 2 3200 976 .343 1617 .624+ SBR 0 0 120 320 EBL 1.5 351 180 EBT 0.5 3200 30 .119' 40 .069' EBR f 30 30 WBL 0 0 20 20 WBT 2 3200 20 .013' 40 .019' 14BR f 80 50 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .564 .750 Summer - Existing + Growth + Approved + Cumulative + Project All PH HOUR PM PH HOUR LANES CAPACITY VOL V/C VOL V/C j NBL 1 1600 30 .019 61 .038+ NET 2 3200 1203 .382' 1069 .337 NBR 0 0 20 10 SBL 1 1600 80 .050' 70 .044 SBT 2 3200 986 .346 1682 .626+ SBR 0 0 120 320 EBL 1.5 351 180 EBT 0.5 3200 30 .119' 40 .069+ EBR f 31 30 WBL 0 0 20 20 WBT 2 3200 20 .013+ 40 .019' WBR f 80 50 Note: Assumes E/W Split Phasing TOTAL CAPACITY UTILIZATION .564 .752 Austin -Foust Associates, Inc Marina Park TPO Traffic Analysis B-16 029033tpo-AppB pdf I ' APPENDIX C 1 % ANALYSIS WORKSHEETS J �J 11 I Marina Park TPO C-1 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc ' 1 % Traffic Volume Analysis Intersection: 1. Newport Blvd & Hospital Rd ' Existing Traffic Volumes Based on Average Winter/Spring 2008 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1% of Projected Project ' Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Direction Volume Volume Volume Volume Volume Volume Volume ' AM PEAK PERIOD Northbound 1817 55 96 0 1968 20 1 Soulhbound 1555 47 78 0 1680 17 4 ' Eastbound 628 0 30 0 658 7 0 ' Westbound 331 0 1 0 332 3 1 Project AM Traffic is estimated to be less than 1% of Projected AM Peak 1 Hour Traffic Volume. Project AM Traffic is estimated to be 1 % or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PM PEAK PERIOD Northbound 1494 45 127 0 1666 17 6 Southbound 1843 55 82 0 1980 20 2 Eastbound 702 0 102 0 804 8 0 Westbound 350 0 0 0 350 4 0 Project PM Traffic Is estimated to be less than 1% of Projected PM Peak 1 Hour Traffic Volume. Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park FULL OCCUPANCY YEAR: 2011 Marina Park TPO Austin -Foust Associates, Inc. Traffic Analysis C-2 0290331po-AppC.pdf 1 % Traffic Volume Analysis Intersection: 2. Balboa Blvd/Superior Ave & Coast Hwy ' Existing Traffic Volumes Based on Average Winter/Spring 2006 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1 % of Projected Project Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Direction Volume Volume Volume Volume Volume Volume Volume AM PEAK PERIOD Northbound 618 0 13 0 631 6 0 479 0 30 0 509 5 0 Southbound ' Eastbound 3468 173 97 0 3738 37 2 Westbound 849 42 42 0 933 9 0 Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume. Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PM PEAK PERIOD Northbound 535 0 17 0 552 6 2 ' Southbound 1138 0 137 0 1275 13 0 Eastbound 1649 82 102 0 1833 18 1 Westbound 2446 122 67 0 2635 26 0 _=> Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume. Project PM Traffic is estimated to be, 1% or greater of Projected PM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park FULL OCCUPANCY YEAR: 2011 t Marina Park TPO Traffic Analysis C-3 Austin -Foust Associates, Inc. 0290331po-AppC.pdf ' 1 % Traffic Volume Analysis Intersection: 3. Newport Blvd & Coast Hwy Existing Traffic Volumes Based on Average WintedSpring 2007 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1 % of Projected Project ' Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Direction Volume Volume Volume Volume Volume Volume Volume AM PEAK PERIOD Northbound 0 0 0 0 0 0 0 Southbound 653 26 61 0 740 7 0 Eastbound 2562 102 16 0 2680 27 0 ' Westbound 1098 44 42 0 1184 12 5 Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume. Project AM Traffic is estimated to be 1 % or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysts is required. ' PM PEAK PERIOD Northbound 0 0 0 0 0 0 0 Southbound 1087 43 105 0 1235 12 0 Eastbound 1534 61 83 0 1678 17 0 Westbound 2411 96 26 0 2533 25 3 Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume. Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume. - Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park FULL OCCUPANCY YEAR: 2011 Marina Park TPO Austin -Foust Associates, Inc. Tramc Analysis C4 029033tpo-AppC.pdf ' 1 % Traffic Volume Analysis Intersection: 4. Riverside Ave & Coast Hwy ' Existing Traffic Volumes Based on Average Winter/Spring 2008 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1°/ of Projected Project ' Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Volume Volume Peak 1 Hour Volume Peak 1 Hour Peak 1 Hour Volume Volume Direction Volume Volume AM PEAK PERIOD 0 Northbound 5 0 0 0 5 0 1 Southbound 428 0 2 0 430 Eastbound 2287 69 116 0 2472 Westbound 1182 35 112 0 1329 > Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume. ' Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required PM PEAK PERIOD ' Northbound 22 0 0 0 22 ' Southbound 532 0 2 0 534 Eastbound 1655 50 181 0 1886 Westbound 2361 71 171 0 2603 Project PM Traffic Is estimated to be less than 1% of Projected PM Peak 1 Hour Traffic Volume. Project PM Traffic is estimated to be 1 % or greater of Projected PM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park Manna Park TPO Traffic Analysis C-5 4 1 25 0 13 4 0 0 5 1 19 7 26 2 FULL OCCUPANCY YEAR: 2011 Austin -Foust Associates, Inc. 029033tpo-AppC.pdf ' 1 % Traffic Volume Analysis Intersection: 5. Tustin Ave & Coast Hwy ' Existing Traffic Volumes Based on Average Winter/Spring 2008 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1 % of Projected Project ' Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Direction Volume Volume Volume Volume Volume Volume Volume AM PEAK PERIOD Northbound 0 0 0 0 0 0 0 1 0 Soulhbound 56 0 0 0 56 Eastbound .2055 62 121 0 2238 22 0 ' Westbound 1178 35 112 0 1325 13 4 Project AM Traffic Is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume. Project AM Traffic Is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PM PEAK PERIOD �I Northbound 3 0 0 0 3 0 0 ' Southbound 81 0 0 0 81 1 0 ' Eastbound 1476 44 184 0 1704 17 6 Westbound 2382 71 172 0 2625 26 2 Project PM Traffic is estimated to be less,lhan 1 % of Projected PM Peak 1 Hour Traffic Volume. Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park FULL OCCUPANCY YEAR: 2011 Marina Park TPO Austin -Foust Associates, Inc. 0290331po-AppC pdf Traffic Analysis C4 t ' 1 % Traffic Volume Analysis Intersection: 6. Newport Blvd & Via Lido Existing Traffic Volumes Based on Average Winter/Spring 2007 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1%of Projected Project ' Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Direction Volume Volume Volume Volume Volume Volume Volume AM PEAK PERIOD 1518 0 28 0 1546 15 1 Northbound ' Southbound 1383 0 10 0 1393 ' Eastbound 0 0 0 0 0 ' Westbound 297 0 0 0 297 _=> Project AM Traffic is estimated to be less than 1 % of Projected AM Peak 1 Hour Traffic Volume. Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required ' PM PEAK PERIOD ' Northbound 1264 0 22 0 1286 Southbound 2326 0 49 0 2375 Eastbound 0 0 0 0 0 Westbound 293 0 0 0 293 ' Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume. __> Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park li Marina Park TPO C 7 Traffic Analysis 14 10 0 0 3 0 13 13 24 5 0 0 3 0 FULL OCCUPANCY YEAR: 2011 Austin -Foust Associates, Inc. 029033tpo-AppC.pdf 1 1% Traffic Volume Analysis Intersection: 7. Newport Blvd & 32nd St tExisting Traffic Volumes Based on Average Winter/Spring 2007 Peak 1 Hour Approved Cumulative Existing Regional Projects Projects Projected 1%of Projected Project ' Approach Peak 1 Hour Growth Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Peak 1 Hour Direction Volume Volume Volume Volume Volume Volume Volume AM PEAK PERIOD Northbound 1057 0 12 0 1069 11 1 ' 1000 10 10 Soulhbound 994 0 6 0 ' Eastbound 354 0 1 0 355 4 1 ' Westbound 104 0 0 0 104 1 0 Project AM Traffic is estimated to be less than 1% of Projected AM Peak 1 Hour Traffic Volume. Project AM Traffic is estimated to be 1% or greater of Projected AM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. 1 PM PEAK PERIOD ' Northbound 984 0 16 0 1000 10 14 ' Soulhbound 1813 0 27 0 1840 18 5 Eastbound 220 0 0 0 220 2 0 Westbound 100 0 0 0 100 1 0 ' Project PM Traffic is estimated to be less than 1 % of Projected PM Peak 1 Hour Traffic Volume. Project PM Traffic is estimated to be 1% or greater of Projected PM Peak 1 Hour Traffic Volume. Intersection Capacity Utilization (ICU) Analysis is required. PROJECT: Marina Park FULL OCCUPANCY YEAR: 2011 ' Manna Park TPO Austin -Foust Associates, Inc Traffic Analysis C-8 029033tpo•AppC.pdf H H n n 1 u t u 7Y: APPENDIX D ' TRAFFIC DATA SERVICES. INC. LOCATION CODE 06806.CO3 LOCATION - NEWPORT-BTN 32ND/31ST VOLUMES FOR - TUESDAY 6/24108 AM PM TIME NB SB TOTAL TIME NB SO TOTAL 12:00 - 12:15 35 48 83 12:00 - 12:15 220 329 549 12:15 - 12:30 47 35 82 12:15 - 12:30 291 350 641 12:30 - 12:45 60 30 90 12:30 - 12:45 264 378 642 12:45 - 1:00 44 186 32 145 76 331 12:45 - 1:00 254 1029 354 1411 608 2440 1:00 - 1:15 40 26 66 1:00 - 1:15 296 322 618 1:15 - 1:30 34 20 54 1:15 - 1:30 282 290 572 1:30 - 1:45 37 22 59 1:30 - 1:45 260 294 554 1:45 - 2:00 23 134 16 84 39 218 1:45 - 2:00 288 1126 294 1200 582 2326 2:00 - 2:15 13 14 27 2:00 - 2:15 271 286 557 2:15 - 2:30 11 14 25 2:15 - 2:30 253 280 533 2:30 - 2:45 4 6 10 2:30 - 2:45 26B 316 584 2:45 - 3:00 6 34 9 43 15 77 2:45 - 3:00 304 1096 282 1164 586 2260 3:00 - 3:15 8 8 16 3:00 - 3:15 304 242 546 3:15 - 3:30 6 4 10 3:15 - 3:30 290 261 551 3:30 - 3:45 12 4 16 3:30 - 3:45 307 283 590 3:45 - 4:00 9 35 10 26 19 61 3:45 - 4:00 284 1185 296 1082 580 2267 4:00 - 4:15 13 5 18 4:00 - 4:15 326 312 638 4:15 - 4:30 11 8 19 4:15 - 4:30 320 312 632 4:30 - 4:45 7 4 11 4:30 - 4:45 288 274 562 4:45 - 5:00 17 48 28 45 45 93 4:45 - 5:00 262 1196 296 1194 558 2390 5:00 - 5:15 23 31 54 5:00 - 5:15 288 343 631 5:15 - 5:30 22 45 67 5:15 - 5:30 238 304 542 5:30 - 5:45 45 64 109 5:30 - 5:45 286 364 650 5:45 - 6:00 47 137 66 206 113 343 5:45 - 6:00 290 1102 349 1360 639 2462 6:00 - 6:15 58 68 126 6:00 - 6:15 294 317 611 6:15 - 6:30 86 92 178 6:15 - 6:30 246 366 612 6:30 - 6:45 98 100 198 6:30 - 6:45 268 306 574 6:45 - 7:00 118 360 124 384 242 744 6:45 - 7:00 266 1074 292 1281 558 2355 7:00 - 7:15 146 138 284 7:00 - 7:15 285 324 609 7:15 - 7:30 184 138 322 7:15 - 7:30 256 288 544 7:30 - 7:45 220 160 380 7:30 - 7:45 246 252 498 7:45 - 8:00 188 738 205 641 393 1379 7:45 - 8:00 243 1030 272 1136 515 2166 8:00 - 8:15 213 195 408 8:00 - 8:15 238 206 444 8:15 - 8:30 247 214 461 8:15 - 8:30 229 214 443 8:30 - 8:45 247 256 503 8:30 - 8:45 209 186 395 8:45 - 9:00 262 969 250 915 512 1884 8:45 - 9:00 216 892 186 792 402 1684 9:00 - 9:15 244 232 476 9:00 - 9:15 203 160 363 9:15 - 9:30 201 196 397 9:15 - 9:30 208 168 376 9:30 - 9:45 199 208 407 9:30 - 9:45 210 154 364 9:45 - 10:00 229 873 250 886 479 1759 9:45 - 10:00 186 807 147 629 333 1436 10:00 - 10:15 200 254 454 10:00 - 10:15 166 151 317 10:15 - 10:30 184 270 454 10:15 - 10:30 164 147 311 10:30 - 10:45 204 268 462 10:30 - 10:45 145 98 243 10:45 - 11:00 212 800 270 1052 482 1852 10:45 - 11:00 133 608 95 491 228 1099 11:00 - 11:15 200 308 508 11:00 - 11:15 116 78 194 11:15 - 11:30 232 295 527 11:15 - 11:30 84 66 ISO 11:30 - 11:45 246 345 591 11:30 - 11:45 73 62 135 11:45 - 12:00 225 903 362 1310 587 2213 11:45 - 12:00 78 351 74 280 152 631 rt,t�fnMA-Xkx.F*inEtt,ttx-ktttx,tkt**,tt,M.trt,trtltrtrtrt:t+Mkktt,ttt+,t#**�:Fiat,F*,trt*k:t�,t,t,�,t***A,trt,E,EatA,t**�*+t a-k:FA,t,M-k��:F,t*txt:t*+F:t�*****:Fk�a TOTALS 5,217 5,737 10,954 11,496 12,020 23,516 ADT'S 16,713 17.757 34.470 D-2 ri' i9 ' TRAFFIC DATA SERVICES, INC. LOCATION CODE 06806.004 ' LOCATION - BALBOA-BTN 19TH/18TH VOLUMES FOR - TUESDAY 6/24/08 AM PM TIME EB WB TOTAL TIME EB WB TOTAL ' 12:00 - 12:15 34 25 59 12:00 - 12:15 294 236 530 12:15 - 12:30 30 24 54 12:15 - 12:30 312 260 572 12:30 - 12:45 26 42 68 12:30 - 12:45 320 208 528 ' 12:45 - 1:00 22 112 32 123 54 235 12:45 - 1:00 285 1211 245 949 530 2160 1:00 - 1:15 23 26 49 1:00 - 1:15 246 242 488 1:15 - 1:30 14 15 29 1:15 - 1:30 234 228 462 ' 1:30 - 1:45 16 15 31 1:30 - 1:45 236 217 453 1:45 - 2:00 17 70 14 70 31 140 1:45 - 2:00 242 958 224 911 466 1869 2:00 - 2:15 12 9 21 2:00 - 2:15 225 234 459 ' 2:15 - 2:30 10 6 16 2:15 - 2.30 260 220 480 2:30 - 2:45 6 4 10 2:30 - 2:45 226 211 437 2:45 - 3:00 8 36 5 24 13 60 2:45 - 3:00 205 916 252 917 457 1833 ' 3:00 - 3:15 5 6 11 3:00 - 3:15 212 240 452 493 3:15 - 3:30 5 4 9 3:15 - 3:30 252 241 3:30 - 3:45 2 4 6 3:30 - 3:45 233 252 485 3:45 - 4:00 5 17 4 18 9 35 3:45 - 4:00 254 951 236 969 490 1920 ' 4:00 - 4:15 4 11 15 4:00 - 4:15 275 304 579 4:15 - 4:30 3 10 13 4:15 - 4:30 218 262 480 4:30 - 4:45 8 8 16 4:30 - 4:45 254 253 507 ' 4:45 - 5:00 23 38 14 43 37 81 4:45 - 5:00 224 971 228 1047 452 2018 5:00 - 5:15 20 23 43 5:00 - 5:15 288 242 530 5:15 - 5:30 30 23 53 5:15 - 5:30 262 206 468 ' 5:30 - 5.45 36 39 75 5:30 - 5:45 266 218 484 5:45 - 6:00 46 132 48 133 94 265 5:45 - 6:00 287 1103 264 930 551 2033 6:00 - 6:15 44 53 97 6:00 - 6:15 260 273 533 ' 6:15 - 6:30 54 73 127 6:15 6:30 - 6:30 6:45 274 210 187 220 461 430 6:30 - 6:45 58 88 146 - 6:45 - 7:00 83 239 102 316 185 555 6:45 - 7:00 232 976 187 867 419 1843 ' 7:00 - 7:15 104 130 234 7:00 7:15 - 7:15 - 7:30 237 223 202 190 439 413 7:15 - 7:30 102 150 252 7:30 - 7:45 112 180 292 7:30 - 7:45 212 199 411 7:45 - 1:11 160 471 171 631 331 1116 7:45 - 1:10 191 171 171 769 376 1111 ' 8:00 - 8:15 154 194 348 8:00 - 8:15 148 152 300 8:15 - 8:30 174 227 401 8:15 - 8:30 160 142 302 1:30 - 1:45 104 234 431 1:31 - 1:41 111 140 271 ' 8:45 - 9:00 192 724 238 893 430 1617 8:45 - 9:00 140 578 150 584 290 1162 9:00 - 9:15 184 214 398 9:00 - 9:15 131 124 255 9:15 - 9:30 166 175 341 9:15 - 9:30 129 132 261 9:30 - 9:45 152 172 324 9:30 - 9:45 133 145 278 9:45 - 10:00 208 710 196 757 404 1467 9:45 - 10:00 111 504 126 527 237 1031 10:00 - 10:15 202 164 366 10:00 - 10:15 108 102 210 10:15 - 10:30 220 156 376 10:15 - 10:30 108 111 219 ' 10:30 - 10:45 196 177 373 10:30 - 10:45 81 96 177 10:45 - 11:00 210 828 162 659 372 1487 10:45 - 11:00 85 382 84 393 169 775 11:00 - 11:15 233 184 417 11:00 - 11:15 56 55 111 ' 11:15 - 11:30 260 189 449 11:15 - 11:30 52 44 96 11:30 - 11:45 286 212 498 11:30 - 11:46 38 41 79 11:45 - 12:00 294 1073 172 757 466 1830 11:45 - 12:00 52 198 42 182 94 380 TOTALS 4,457 4,431 8,888 9,618 .9.045 18.663 ADT'S 14,075 13.476 27,551 *a,t*#-x**a,M,tt****#*�,ttttt&a#,hF,raxx,tttttrt,Ert,Fk,tt,tt��i.-,ttrt:Fk:F�rtrt:t**A+tt**krtrtrt�k#-k*+�.ratrtrt*antht,F*,Ffxft,Fh��,t*�t*+:t��xkx-.tks� !/ ' D-3 ,�^ TRAFFIC DATA SERVICES, INC. LOCATION CODE 06806.CO1 LOCATION - NEWPORT-BTN 32ND131ST AVERAGED VOLUMES FOR - TUESDAY 6/3/08 TO WEDNESDAY 6/4/08 AM **:t+:,fx***aaa,�x*****t *,�x**ti:,Fx***xx***,t:,E:t pM TIME NB SB TOTAL TIME NB SB TOTAL 12:00 - 12:15 44 46 90 12:00 - 12:15 210 276 486 12:15 - 12:30 54 35 89 12:15 - 12:30 202 286 488 12:30 - 12:45 39 38 77 12:30 - 12:45 222 272 494 12:45 - 1:00 37 174 25 144 62 318 12:45 - 1:00 240 874 290 1124 530 1998 1:00 - 1:15 40 22 62 1:00 - 1:15 212 238 450 1:15 - 1:30 30 15 45 1:15 - 1:30 266 242 508 1:30 - 1:45 33 23 56 1:30 - 1:45 202 240 442 1:45 - 2:00 22 125 16 76 38 201 1:45 - 2:00 224 904 256 976 480 1880 2:00 - 2:15 24 18 42 2:00 - 2:15 208 232 440 2:15 - 2:30 12 11 23 2:15 - 2:30 226 255 481 2:30 - 2:45 0 4 4 2:30 - 2:45 226 216 442 2:45 - 3:00 11 47 9 42 20 89 2:45 - 3:00 240 . 900 255 958 495 1858 3:00 - 3:15 11 5 16 3:00 - 3:15 227 237 464 3:15 - 3:30 8 6 14 3:15 - 3:30 196 245 441 3:30 - 3:45 6 3 9 3:30 - 3:45 232 270 502 3:45 - 4:00 5 30 5 19 10 49 3:45 - 4:00 236 891 244 996 480 1887 4:00 - 4:15 6 4 10 4:00 - 4:15 241 238 479 4:15 - 4:30 8 2 10 4:15 - 4:30 229 256 485 4:30 - 4:45 9 12 21 4:30 - 4:45 216 264 480 4:45 - 5:00 14 37 11 29 25 66 4:45 - 5:00 212 898 290 1048 502 1946 5:00 - 5:15 24 14 38 5:00 - 5:15 228 300 528 5:15 - 5:30 24 28 52 5:15 - 5:30 244 306 550 5:30 - 5:45 29 36 65 5:30 - 5:45 236 329 565 5:45 - 6:00 40 117 44 122 84 239 5:45 - 6:00 191 899 342 1277 533 2176 6:00 - 6:15 77 62 139 6:00 - 6:15 215 341 556 6:15 - 6:30 88 82 170 6:15 - 6:30 200 344 544 6:30 - 6:45 109 98 207 6:30 - 6:45 236 320 556 6:45 - 7:00 148 422 118 360 266 782 6:45 - 7:00 214 865 312 1317 526 2182 7:00 - 7:15 182 150 332 7:00 - 7:15 221 306 527 7:15 - 7.30 171 144 315 7:15 - 7:30 224 234 458 7:30 - 7:45 247 156 403 7:30 - 7:45 208 249 457 7:45 - 8:00 240 840 203 653 443 1493 7:45 - 8:00 200 853 192 981 392 1834 8:00 - 8:15 235 186 421 8:00 - 8:15 212 192 404 8:15 - 8:30 232 174 406 8:15 - 8:30 180 198 378 8:30 - 8:45 223 179 402 8:30 - 8:45 202 195 170 755 397 374 1553 8:45 - 9:00 197 887 190 729 387 1616 8:45 - 9:00 204 798 9:00 - 9:15 185 179 364 9:00 - 9:15 188 144 332 9:15 - 9:30 174 202 376 9:15 - 9:30 220 156 376 9:30 - 9:45 '185 212 . 397 9:30 - 9:45 136 119 255 9:45 - 10:00 196 740 220 813 416 1553 9:45 - 10:00 133 677 116 535 249 1212 10:00 - 10:15 200 214 414 10:00 - 10:15 150 112 262 10:15 - 10:30 197 183 380 10:15 - 10:30 114 114 228 10:30 - 10:45 190 174 364 10:30 - 10:45 108 84 400 192 172 954 10:45 - 11:00 208 795 254 825 462 1620 10:45 - 11:00 82 454 90 11:00 - 11:15 183 215 398 11:00 - 11:15 82 70 152 11:15 - 11:30 194 202 396 11:15 - 11:30 81 57 138 11:30 - 11:45 228 234 462 11:30 - 11:45 75 54 129 98 517 11:45 - 12:00 197 802 268 919 465 1721 11:45 - 12:00 56 294 42 223 TOTALS 5,016 4.731 9,747 9,307 10.590 19,897 14,323 15,321 29,644 ADT'S LOCATION CODE 06806.002 TRAFFIC DATA SERVICES, INC. ********k*************k*************k**k*******k***************k**k***kk*************k**kA'k*k***k*****k****k********k** LOCATION - BALBOA-BTN 19TH/18TH AVERAGED VOLUMES FOR - TUESDAY 6/3/08 TO WEDNESDAY 6/4/08 *******kk**************k*** AM ***k*******k************** PM **********k**********k*** TOTAL TIME E8 WB TOTAL TIME EB WB 63 12:00 - 12:15 194 175 369 12:00 - 12:15 37 26 26 54 12.15 - 12:30 180 158 338 12:15 - 12:30 28 22 54 12:30 - 12:45 174 152 326 12:30 - 12:45 32 120 19 93 42 213 12:45 - 1:00 242 790 196 681 438 1471 12:45 - 1:00 23 1:00 - 1:15 18 19 37 1:00 - 1:15 151 138 216 289 406 1:15 - 1:30 19 16 35 1:15 - 1:30 - 1:30 1:46 190 188 156 344 1:30 - 1:45 21 16 9 60 37 22 131 1:45 - 2:00 198 727 172 682 370 1409 1:45 - 2:00 13 71 2:00 - 2:15 12 10 22 2:00 - 2:15 184 163 182 347 371 2:15 - 2:30 12 14 26 2:15 - 2:30 - 2:30 2:45 189 223 192 415 2:30 - 2:45 5 5 5 34 10 14 72 2:45 - 3:00 199 795 206 743 405 1538 2:45 - 3:00 9 38 5 8 3:00 - 3:15 193 163 356 3:00 - 3:15 3 7 15 3:15 - 3:30 184 165 349 3:15 - 3:30 8 5 7 3:30 - 3:45 206 214 420 3:30 - 3:45 2 5 22 8 38 3:45 - 4:00 101 764 210 752 391 1516 3:45 - 4:00 3 16 5 8 4:00 - 4:15 218 185 403 4:00 - 4:15 3 5 8 4:15 - 4:30 198 198 396 4:15 - 4:30 3 9 13 4:30 - 4:45 208 182 390 4:30 - 4:45 4 10 29 15 44 4:45 - 5:00 211 835 166 731 377 1566 4:45 - 5:00 5 15 5:00 - 5:15 9 21 30 5:00 - 6:15 220 216 172 220 392 436 5:15 - 5:30 18 26 44 5:15 - 5:30 - 5:30 5:45 256 189 445 5:30 - 5:45 22 30 111 52 67 193 5:45 - 6:00 286 978 148 729 434 1707 5:45 - 6:00 33 82 34 6:00 - 6:15 41 77 118 6:00 - 6:15 268 178 179 446 433 6:15 - 6:30 43 70 113 6:15 - 6:30 - 6:30 6:45 254 292 162 454 6:30 - 6:45 50 83 362 141 213 585 6.45 - 7:00 226 1040 168 687 394 1727 6:45 - 7:00 81 223 132 7:00 - 7:15 106 156 262 7:00 - 7:15 236 159 177 395 385 7:15 - 7:30 122 162 284 7:15 - 7:30 - 7:30 7:45 208 180 148 328 7:30 - 7:45 108 207 782 315 481 1342 7:45 - 8:00 163 787 148 632 311 1419 7:45 - 8:00 224 560 257 8:00 - 8:15 179 254 433 8:00 - 8:15 8:30 146 140 148 144 294 284 8:15 - 8:30 114 200 314 8:15 - 8:30 - 8:45 142 134 276 8:30 - 8:45 117 226 846 343 306 1396 8:45 - 9:00 130 558 137 563 267 1121 8:45 - 9:00 140 550 166 9:00 - 9:15 13B 154 292 9:00 - 9:15 118 116 169 23 304 9:15 - 9:30 138 170 308 9:15 - 9:30 - 9:30 9:45 135 92 78 170 9:30 - 9:45 153 159 654 312 332 1244 9:45 - 10:00 81 426 74 437 155 863 9:45 - 10:00 161 590 171 10:00 - 10:15 160 148 308 10:00 - 10:15 92 93 100 66 192 159 10:15 - 10:30 132 154 286 10:15 - 10:30 - 10:30 10:45 62 6B 130 10:30 - 10:45 132 162 660 294 354 1242 10:45 - 11:00 61 308 52 286 113 594 10:45 - 11:00 158 582 196 11:00 - 11:15 182 158 340 11:00 - 11:15 55 56 58 54 113 110 11:15 - 11:30 164 150 314 11:15 - 11:30 - 11:30 11:45 33 44 77 11:30 - 11:45 168 210 165 683 378 343 1375 11:45 - 12:00 40 184 28 184 6B 368 11:45 - 12:00 178 692 8.192 7,107 15,299 TOTALS 3.539 4,336 7.875 11,731 11.443 23,174 ADT'S I 1 fl r I II _I APPENDIX E DEFINITIONS Certain terms used throughout this report are defined below to clarify their intended meaning: ADT Average Daily Traffic. Generally used to measure the total two -directional traffic volumes passing a given point on a roadway. DU Dwelling Unit. Used in quantifying residential land use. ICU Intersection Capacity Utilization. A measure of the volume to capacity ratio for an intersection. Typically used to determine the peak hour level of service for a given set of intersection volumes. LOS Level of Service. A scale used to evaluate circulation system performance based on intersection ICU values or volume/capacity ratios of arterial segments. Peak Hour This refers to the hour during the AM peak period (typically 7 AM - 9 AM) or the PM peak period (typically 3 PM - 6 PM) in which the greatest number of vehicle trips are generated by a given land use or are traveling on a given roadway. TSF Thousand Square Feet. Used in quantifying non-residential land uses, and refers to building floor area. V/C Volume to Capacity Ratio. This is typically used to describe the percentage of capacity utilized by existing or projected traffic on a segment of an arterial or intersection. VPH Vehicles Per Hour. Used for roadway volumes (counts or forecasts) and trip generation estimates. Measures the number of vehicles in a one hour period, typically the AM or PM peak hour. Marina Park TPO E-1 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc 0 APPENDIX I+ PEAK HOUR SIGNAL WARRANT n 0 I I I I I 0 n I 1 I E ' Marina Park TPO F-1 Austin -Foust Associates, Inc. Traffic Analysis 029033tpo.doc 700 600 U a500 0-0 °- t- D- 400 w � w U) 300 J cl�0 0 z> :2 = 200 c� 100 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET VPH (TOTAL OF BOTH APPROACHES) A NOTE: THESE CURVES ARE RECOMMENDED FOR USE IN AREAS OF URBAN CLASSIFICATION (i.e. POSTED SPEED LIMIT ON THE MAJOR STREET IS 64 km/hr or 35 MPH OR LESS). * NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES, AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH ONE LANE. Source: RniW — Figure 4C-3 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) OR 1 LANE (MAJOR) & 2 OR & 1 LANE (MINOR) MORE LANES (MINOR � 1 LANE (MAJOR) & 1 LANE (MINOR) Figure F-1 PEAKHOUR SIGNAL WARRANT Marina Park TPO F-2 Austin -Foust Associates, Inc. Traffic Analysis 029033tpoFigF-1.dwg