Appendix A Air Quality Construction Emissions Calculations

Transcription

1 Appendix A Air Quality Construction Emissions Calculations ES SCO/POLBEDISONAVENEGDEC_BS2501.DOC/

2 Appendix A POLB - Edison Avenue Construction Emissions Table 1. Construction Emissions Construction Equipment Hours of Operation per Day or Number of Vehicles* Emissions (lb/day) Activity: Install Fence/Install Gate ROG CO NOx SOx PM 10 PM 2.5 Stinger Crane - Model TC Backhoe w/ Auger - Model CAT Cement Mixer - Model Canoga Flatbed Truck - Model 1995 Ford F Worker Trips Total (lb/day) Activity: Install K-rail ROG CO NOx SOx PM 10 PM Ton Crane - Model P&H OMT Hydraulic Hammer Air Compressor - IR P-185A-W-JD FlatBed Truck - Model 1996 Ford F Worker Trips Total (lb/day) Activity: Grind Traffic Striping and Markings ROG CO NOx SOx PM 10 PM 2.5 Line Eraser & Trailer - Model Pave Mark PM Crew Truck - Model 2000 Ford F Worker Trips Total (lb/day) Activity: Install Asphalt Curb ROG CO NOx SOx PM 10 PM 2.5 Berm Machine Dump Truck Ford F750 5yard Worker Trips Total (lb/day) Activity: Install Traffic Island - Asphalt ROG CO NOx SOx PM 10 PM 2.5 Curbing Machine - Curb-Tec CT Skip Loader - Model JD 210 LE Compactor - Model IR Worker Trips Total (lb/day) Activity: Grade ROG CO NOx SOx PM 10 PM 2.5 Skip Loader - Model JD210 le Roller - Model IR DD Dump Truck Ford F750 5yard Worker Trips Total (lb/day)

3 Appendix A POLB - Edison Avenue Construction Emissions Activity: Paint Traffic Striping ROG CO NOx SOx PM 10 PM 2.5 Striper & Trailer - Graco Line Laser II Crew Truck - Model Ford F Worker Trips Total (lb/day) Activity: Relocate Guide Signs ROG CO NOx SOx PM 10 PM 2.5 Air Compressor - IR P185A-W-JD Worker Trips Total (lb/day) Activity: Install Delineators ROG CO NOx SOx PM 10 PM 2.5 Crew Truck - Model 2000 Ford F Worker Trips Total (lb/day) GRAND TOTAL (lb/day) SCAQMD Regional Thresholds (lb/day) Threshold Exceeded? No No No No No No Amount Over (Under) Threshold SCAQMD Localized Thresholds (lb/day) NA 6, NA Threshold Exceeded? No No No No No No Amount Over (Under) Threshold NA -6, NA * For flatbed trucks, crew trucks, dump trucks, and worker trips, the value equals the number trucks or number of workers. 1.One piece of each type of construction equipment would be used for each activity. 2. The construction activities were conservatively assumed to overlap for comparison to the SCAQMD thresholds.

4 Appendix A POLB - Edison Avenue Construction Emissions Table 2. Construction Equipment Emission Factors Emission Factor (lb/hr) Construction Equipment ROG CO NOx SOx PM 10 PM 2.5 Fuel Type Crane Diesel Backhoe Diesel Cement Mixer Gasoline Hydraulic Hammer Gasoline Air Compressor Diesel Line Eraser & Trailer - Model Pave Mark PM Gasoline Berm Machine Gasoline Curbing Machine - Curb-Tec CT Gasoline Skip loader Diesel Compactor Diesel Roller Diesel Striper Gasoline 1. For diesel fueled equipment, the emission factors are from the SCAQMD offroad emission factor tables for the year 2007, posted December 7, Assumed that 100% of the PM emission factor would be PM 10. It was assumed composite emission factors for each equipment type, rather than horsepower specific emission factors, would represent the construction equipment. 2. It was assumed that the cement mixer, hydraulic hammer, line eraser and trailer, berm machine, curbing machine, and striper would be gasoline powered. The emission factors for this equipment are from the OFFROAD2007 model for Los Angeles County for the year PM 2.5 emission factors were calculated following the SCAQMD Particulate Matter (PM) 2.5 Significance Thresholds and Calculation Methodology, October For offroad diesel fueled equipment, 92% of the PM 10 would be PM 2.5 and for offroad gasoline fueled equipment, 90% of the PM would be PM 10 and 68% of the PM would be PM VOC emissions from paint traffic striping were assumed to be minor and were not included in the calculations. The VOC content of the paint would be required to comply with SCAQMD Rule 1113 Architectural Coatings. Table 3. Vehicle Emission Factors Vehicle Miles Emission Factor (lb/mile) Vehicle Type Traveled per Day ROG CO NOx SOx PM 10 PM 2.5 Passenger car Heavy-duty Truck Crew Truck Emission factors are from the SCAQMD highest (most conservative) EMFAC2007 v 2.3 summary table ( for calendar year The emission factors account for emissions from start, running, and idling exhaust. In addition, the ROG emission factor takes into account diurnal, hot soak, running and resting emissions, and PM10 emission factor takes into account the tire and brake wear. 2. The emission factors for automobiles represent the passenger vehicle (<8,500 pounds) EMFAC2007 vehicle category, the emission factors for heavy-duty trucks represent the heavy-heavy duty truck (33,001-60,000 pounds) EMFAC2007 vehicle category, and the crew truck represent the medium-duty truck ( >8,500 pounds) EMFAC2007 vehicle category. 3. Assumed workers would commute a distance of 30 miles per day, the crew trucks would travel 10 miles per day onsite, and the heavy-duty trucks (flatbed or dump) would travel 5 miles per day onsite.

5 Appendix A POLB - Edison Avenue Construction Emissions Table 4. Fugitive Dust Calculations Grading Emission Factor (lb PM 10 /acre) PM 2.5 Emissions (lb/day) Acres Graded per PM 10 Emissions Area Graded (ft 2 ) Day (lb/day) The acres graded based on the Project Description. 2. The emission factor for grading is from URBEMIS2002, version PM 2.5 emission factors were calculated following the SCAQMD Particulate Matter (PM) 2.5 Significance Thresholds and Calculation Methodology, October For construction and demolition sources, 20.8% of the PM 10 would be PM 2.5.

6 Appendix B Air Quality Operations Emissions Calculations ES SCO/POLBEDISONAVENEGDEC_BS2501.DOC/

7 Appendix B POLB - Edison Avenue Operation Emissions Emissions (lb/day) = VMT x EF Where, VMT = daily Vehicle Miles Traveled (miles per day) EF = emission factor (lb/mile) Table 1. Emission Estimates No Build Build Alternative Daily VMT Emission Factors (lb/mile) Emissions (lb/day) CO NOx ROG SOx PM 10 PM 2.5 CO NOx ROG SOx PM 10 PM 2.5 Automobile 103, Truck 37, TOTAL 1,299 1, Automobile 103, Truck 37, TOTAL 1,300 1, Emission factors are from the SCAQMD highest (most conservative) EMFAC2007 v 2.3 summary table ( for calendar year The emission factors account for emissions from start, running, and idling exhaust. In addition, the ROG emission factor takes into account diurnal, hot soak, running and resting emissions, and PM10 emission factor takes into account the tire and brake wear. 2. The emission factors for automobiles represent the passenger vehicle (<8500 pounds) EMFAC2007 vehicle category and the emission factors for trucks represent the heavy-heavy duty truck (33,001-60,000 pounds) EMFAC2007 vehicle category. Table 2. Incremental Emisssion Increase with the Build Alternative Emissions (lb/day) Alternative CO NOx ROG SOx PM 10 PM 2.5 No Build ,299 1, Build ,300 1, Incremental Increase SCAQMD Regional Thresholds (lb/day) Threshold Exceeded with Project? No No No No No No

8 Appendix C Edison Avenue Closure Traffic Analysis Report ES SCO/POLBEDISONAVENEGDEC_BS2501.DOC/

9 Final Report Edison Avenue Closure Traffic Analysis Prepared for Port of Long Beach June 22, 2007 Prepared by 3 Hutton Centre Drive, Suite 200 Santa Ana, CA 92707

10 1. INTRODUCTION Table of Contents 1. Introduction Project Description and Location Study Area Analysis Methodology Significance Criteria Existing Conditions Roadways and Intersections Existing Traffic Volume Level of Service Analysis Traffic Forecasting Methodology Future Conditions (2010) Without Closure of Edison Avenue (No Project) With Closure of Edison Avenue (Project) Daily Volumes with the Closure of Edison Avenue...14 List of Tables Table 1-1- LOS Criteria for Signalized Intersections...6 Table 1-2- LOS Criteria for Stop Controlled Intersections...7 Table 1-3- Port / City of Long Beach Significant Traffic Impact Criteria...7 Table 1-4- Port / City of Los Angeles Significant Traffic Impact Criteria...7 Table 2-1- Existing Intersection LOS Analysis...10 Table Without Closure of Edison Avenue - Intersection LOS Analysis...13 Table With Closure of Edison Avenue - Intersection LOS Analysis...14 List of Exhibits Exhibit 1-1 Vicinity Map...4 Exhibit 1-2 Project Study Area...5 Exhibit 2-1 Geometry and Traffic Control...9 Appendices Appendix A Existing Turning Movement Counts Appendix B Traffic Analysis Work Sheets Existing Conditions Appendix C - Traffic Analysis Work Sheets 2010 Without Closure of Edison Avenue Appendix D - Traffic Analysis Work Sheets 2010 With Closure of Edison Avenue C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 2

11 1. INTRODUCTION 1. Introduction This traffic study has been prepared to document the potential traffic related impacts due to the permanent closure and vacation of Edison Avenue between Pier B Street and 9 th Street, in the Port of Long Beach. 1.1 Project Description and Location The project location is shown in its regional setting in Exhibit 1-1. The removal of the Edison Avenue rail crossing requires the closing of a short segment of Edison Avenue between Pier B Street and 9th street. Approximately 4,000 vehicles use this segment of Edison Avenue on a daily basis. The closure of this segment will cause drivers to divert to the nearby streets to reach their destinations. The impacts at the surrounding intersections, due to the addition of diverted traffic, are summarized in this report. The right-of-way for the rail tracks (the most northerly pair of tracks) is owned jointly by the Port of Long Beach (POLB) and the Port of Los Angeles (POLA). The Edison Avenue rightof-way north and south of the rail tracks is owned by the City of Long Beach. The proposed project would not involve private property (land or buildings) and would not restrict access to private property. The project site is located about 1,000 feet from the northern limit of the Long Beach Harbor District that runs along the south side of Anaheim Street. Interstate 710 (I-710) is located approximately one half mile to the east. State Route 103 (SR-103, the Terminal Island Freeway) is located approximately one half mile to the west. 1.2 Study Area Eight study intersections were selected by the POLB for detailed analysis. Those intersections are listed below and illustrated in Exhibit 1-2: Pier B Street/Edison Avenue (East) 9 th Street /I-710 SB Ramps /Pier B Street/Pico Avenue Anaheim Street / 9 th Street Anaheim Street / Farragut Avenue Anaheim Way / Pier B Street Edison Avenue / 9 th Street Pier B Street/ Edison Avenue (West) Anaheim Street / Santa Fe Avenue For each of the study intersections, the following weekday, peak hours were analyzed: 8-9 a.m., 2-3 p.m., and 4-5 p.m. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 3

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14 1. INTRODUCTION 1.3 Analysis Methodology Level of Service (LOS) is a qualitative indication of an intersection s operating conditions, represented by traffic congestion, delay and volume-to capacity (V/C) ratio. For signalized intersections, it is measured from LOS A (excellent conditions) to LOS F (extreme congestion), with LOS D (V/C of 0.90) typically considered to be the threshold of acceptability. A summary of each LOS and the corresponding V/C ratio is provided in Table 1-1. TABLE 1-1 LOS Descriptions for Signalized Intersections Source: CH2M HILL LOS V/C Ratio Traffic Conditions A 0 to 0.60 Little or no delay or congestion B >0.60 to 0.70 Slight congestion or delay C >0.70 to 0.80 Moderate delay or congestion D >0.80 to 0.90 Significant delay or congestion E > 0.90 to 1.00 Extreme congestion or delay F > Intersection breakdown or demand in excess of capacity For signalized intersections, the LOS values were determined by using the Intersection Capacity Utilization (ICU) methodology, consistent with the protocols established for traffic analysis by the POLB. The ICU calculation assumes a per-lane capacity of 1,600 vehicles per hour (vph) for each travel lane (through or turning lane) through the intersection. A capacity value of 2,880 vph was used for dual left turn lanes. A clearance factor of 0.10 (10%) of the total intersection cycle length is included in the ICU calculation. Unsignalized intersections were analyzed using the Highway Capacity Manual (HCM) 2000 methodology for stop-controlled intersections (two-way and multi-way stops). For unsignalized intersections, the HCM methodology analysis determines the average total delay for each vehicle making any movement from the stop-controlled minor street, as well as left turns from the major street. Just as with the ICU methodology, the HCM delay forecast translates to a LOS designation, ranging from LOS A to LOS F, using the delay ranges shown in Table 1-2. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 6

15 1. INTRODUCTION TABLE 1-2 LOS Descriptions for Stop Controlled Intersections LOS Control Delay per Vehicle (s/veh) A 0-10 B > C > D > E > F > 50 Source: Highway Capacity Manual Significance Criteria Based on the Port of Long Beach/City of Long Beach/City of Los Angeles traffic impact criteria, this project would have a significant vehicular traffic impact at an intersection if the impact thresholds shown in Table 1-3 and 1-4 were exceeded. TABLE 1-3 Port / City of Long Beach Significant Traffic Impact Criteria Future w/o Project LOS Future w/project LOS and/or Change in V/C A, B, C or D To E or F, and 0.02 or greater E, F 0.02 or greater Source : Environmental Protocol, Port of Long Beach Planning Division TABLE 1-4 Port / City of Los Angeles Significant Traffic Impact Criteria C > D > Future w/o Project LOS 0.04 or greater 0.02 or greater Change in V/C With Project E, F > or greater Source : Environmental Protocol, Port of Long Beach Planning Division At unsignalized intersections, a project impact would not be considered significant if the intersection is projected to operate at LOS D or better with the proposed project. If the intersection is projected to operate at LOS E or F, the protocol calls for the intersection to be reanalyzed using the signalized intersection methodology for the purpose of determining significance of impacts using the above criteria. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 7

16 2. EXISTING CONDITIONS 2. Existing Conditions 2.1 Roadways and Intersections Regional access to the project area is provided by a network of freeway and arterial facilities. The freeways include the Long Beach Freeway (I-710), and the Terminal Island Freeway (SR-103/SR-47). I-710 is a north-south freeway that extends from the Port area to downtown Los Angeles. It has six lanes in the vicinity of the harbor and widens to eight lanes to the north. The Terminal Island Freeway extends from Terminal Island across the Heim Bridge and terminates at Willow Street. It is six lanes between Ocean Boulevard and Anaheim Street, and then becomes four lanes. The small segment of the Edison Avenue, which will be closed with the project implementation, connects Pier B Street and 9 th Street. The surrounding roadways that may be affected by the closure of the Edison Avenue rail crossing are the following: Anaheim Street Anaheim Way Pier B Street 9 th Street Anaheim Street is an east-west major arterial with three lanes in each direction. The posted speed limit in the vicinity of the project site is 45 mph. Anaheim Street connects SR-103 and the Long Beach Freeway (I-710). Anaheim Way is a north-south connector with one lane in each direction. It connects Pier B Street and Farragut Avenue. Pier B Street is an east west local street with two lanes in each direction. Pier B Street connects I-710 and SR-103 through Anaheim Way. The posted speed limit on this street is 35 mph. South of 9 th street, Pier B Street is known as Pico Avenue. 9 th Street is an east-west connector road with two lanes in each direction. 9 th Street connects Anaheim Street to I-710. The posted speed limit is 45 mph. The geometry and the traffic control of the study intersections are shown in Exhibit 2-1. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 8

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18 2. EXISTING CONDITIONS 2.2 Existing Traffic Volume Peak-hour traffic volume data for the study intersections were collected to quantify the existing traffic conditions. Morning and afternoon peak period turning movement traffic counts were conducted at the study intersections in December, Copies of the traffic count data sheets are provided in Appendix A. Trucks use more roadway capacity than the passenger cars because of the size and acceleration capabilities. Therefore, truck traffic was converted to equivalent passenger car volume using a Passenger Car Equivalent (PCE) factor of 1.1 for bobtails and 2.0 for chassis, containers and other types of trucks. 2.3 Level of Service Analysis Existing peak hour operating conditions were evaluated and are summarized on Table 2-1. Table 2-1 includes LOS results for each intersection, for each of the three peak periods. For the signalized intersections, the V/C ratio is reported as a decimal (less than 1.0). For unsignalized intersections, the delay is reported as a whole number. The V/C ratio and delay values were used to determine the LOS grade. The following assumptions were used in the analysis: Peak Hour Factor(PHF) for all intersections Saturation flow/lane 1600 vph Saturation flow for dual left turn lanes 2880 vph Loss time for signalized intersection 10 seconds TABLE 2-1 Existing Intersection LOS Analysis Intersections Traffic Control 2006 Existing Conditions 8-9 a.m. 2-3 p.m. 4-5 p.m. LOS Delay or LOS Delay or LOS Delay or V/C V/C V/C Pier B St/Edison Avenue (East)* (U) A 10 A 9 B 11 Pier B St / 9th St / I-710 SB Ramps (S) A 0.52 A 0.45 A 0.53 Anaheim St / 9th St (S) A 0.48 A 0.47 B 0.62 Anaheim St / Farragut Ave (S) A 0.44 A 0.43 B 0.61 Anaheim Way / Pier B St (U) A 8 A 8 B 10 Edison Ave / 9th St * (U) B 11 B 11 B 11 Pier B St/Edison Avenue (West) (U) A 8 A 9 B 11 Anaheim St / Santa Fe (S) B 0.61 A 0.58 D 0.80 *Delay reported for NB stop-controlled approach only (S): Signalized (U): Unsignalized C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 10

19 2. EXISTING CONDITIONS Copies of the intersection analysis worksheets for Existing Conditions are provided in Appendix B. As shown in Table 2-1, all of the study intersections except one currently operate at LOS B or better during the analyzed hours, with exception of Anaheim Street/Santa Fe, which operates at LOS D between 4-5 p.m. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 11

20 3. TRAFFIC FORECASTING METHODOLOGY 3. Traffic Forecasting Methodology Short-term future peak hour traffic projections for the study intersections have been developed for the year Year 2010 baseline includes all sources of traffic and future growth within and adjacent to the Ports of Long Beach/Los Angeles. The current version of the Ports transportation model, which is a focus model of the SCAG RTP model, was used to forecast 2010 traffic volumes. Year 2010 baseline traffic volumes also include growth in non-port traffic through the use of the Southern California Association of Governments regional model. The SCAG model is used for the region s federally required Regional Transportation Plan, as well as the State Implementation Plan and South Coast Air Basin Air Quality Management Plan. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 12

21 4. FUTURE CONDITIONS (2010) 4. Future Conditions (2010) 4.1 Without Closure of Edison Avenue (No Project) The study intersections were re-analyzed for the Year 2010 No Project conditions, and the results are summarized in Table 4-1. Copies of the intersection analysis worksheets for Year 2010 without the Edison Avenue closure conditions are provided in Appendix C. TABLE No Project (Without Closure of Edison Avenue) - Intersection LOS Analysis Intersections 2010 No Project Conditions Pier B St/Edison Avenue (East)* Traffic Control 8-9 a.m 2-3 p.m. 4-5 p.m. LOS Delay or LOS Delay or LOS Delay or V/C V/C V/C (U) B 11 B 10 B 12 Pier B St / 9th St / I-710 SB Ramps (S) A 0.58 A 0.49 B 0.58 Anaheim St / 9th St (S) A 0.42 A 0.41 A 0.58 Anaheim St / Farragut Ave (S) A 0.41 A 0.37 B 0.66 Anaheim Way / Pier B St (U) A 8 A 8 A 10 Edison Ave / 9th St * (U) A 10 B 10 B 11 Pier B St/Edison Avenue (West) (U) A 8 A 9 B 10 Anaheim St / Santa Fe (S) A 0.53 A 0.53 D 0.80 * Delay reported for NB stop-controlled approach only (S): Signalized (U): Unsignalized As shown in Table 4-1, all of the study intersections are projected to operate at an acceptable LOS during the 8-9 a.m., 2-3 p.m. and 4-5 p.m. peak hours. The LOS is very similar to existing conditions. Most of the changes are due to delay or V/C ratio near the threshold values for a change in LOS grade, and should not be considered significant. 4.2 With Closure of Edison Avenue (Project) For the Project scenario, traffic volumes from the forecast model include the diverted project traffic. Baseline 2010 traffic volumes used for the analysis are shown in Appendix D. The study intersections were re-analyzed for Year 2010 with Project conditions, and the results are summarized in Table 4-2. Copies of the intersection analysis worksheets for Year 2010 with the Edison Avenue closure conditions are provided in Appendix D. C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 13

22 4. FUTURE CONDITIONS (2010) TABLE Project (With Closure of Edison Avenue) - Intersection LOS Analysis Intersections 2010 With Project Conditions Traffic Control LOS 8-9 a.m. 2-3 p.m. 4-5 p.m. Delay or V/C LOS Delay or V/C LOS Delay or V/C Pier B St/Edison Avenue (East)* (U) B 10 A 10 B 14 Pier B St / 9th St / I-710 SB Ramps (S) B 0.62 A 0.56 B 0.59 Anaheim St / 9th St (S) A 0.42 A 0.41 A 0.56 Anaheim St / Farragut Ave (S) A 0.41 A 0.38 B 0.69 Anaheim Way / Pier B St (U) A 8 A 8 A 10 Edison Ave / 9th St ** (U) Pier B St/Edison Avenue (West) (U) Anaheim St / Santa Fe (S) A 0.45 A 0.44 C 0.76 * Delay reported for NB stop-controlled approach only ** Intersection no longer exists with project in place (S): Signalized (U): Unsignalized As shown in Table 4-2, all of the study intersections are projected to continue to operate at an acceptable LOS with the project in place. Comparing Tables 2-1 and 4-2 shows that the project will cause the study intersections to either slightly increase or decrease in delay or volume/capacity. However, no intersection will increase to an unacceptable LOS. Therefore, the project will not have a significant impact at any of the study intersections. 4.3 Daily Volumes with the Closure of Edison Avenue The impacts of closing Edison Avenue was also assessed under Year 2015 traffic conditions. The Year 2015 daily model runs were conducted with and with out the project to determine the impacts on surrounding streets in the project vicinity on a daily basis. Based on the year 2015 daily model runs it was determined that the traffic volumes and delays on the surrounding streets, specifically Anaheim Street to be insignificant. TABLE Project (With Closure of Edison Avenue) - Increase in Daily Volumes on Study Street Segments Segment 2015 Daily Volumes Difference Without Project With Project EB WB EB WB EB WB Anaheim Street e/o 9th Street 8,369 9,607 8,756 9, Anaheim Street w/o 9th Street 13,014 13,451 12,686 12,835 (328) (616) C:\DOCUMENTS AND SETTINGS\CPOTLAPA\DESKTOP\NEW FOLDER (2)\REVISED EDISON AVENUE CLOSURE - TRAFFIC REPORT DOC 14

23 Appendices

24 Appendix A

25 Traffic Count Intersection # 1 Intersection: Edison Avenue / Pier B Street Count Date: 12/18/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM PM WB Left WB Through WB Right

26 Traffic Count Intersection # 2 Intersection: Ninth Street / I-710 SB Ramps Count Date: 12/19/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM PM WB Left WB Through WB Right

27 Traffic Count Intersection # 3 Intersection: Ninth Street / Anaheim St Count Date: 12/12/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM PM WB Left WB Through WB Right

28 Traffic Count Intersection # 4 Intersection: Farragut Street / Anaheim St Count Date: 12/11/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak WB Left WB Through WB Right AM MD PM

29 Traffic Count Intersection # 5 Intersection: Anaheim Way / Pier B St Count Date: 12/11/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM WB Left WB Through WB Right

30 Traffic Count Intersection # 6 Intersection: Edison Ave / 9th St Count Date: 12/19/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak WB Left WB Through WB Right AM MD PM

31 Traffic Count Intersection # 7 Intersection: Edison Ave / Pier B St Count Date: 12/12/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak WB Left WB Through WB Right AM MD PM

32 Traffic Count Intersection # 8 Intersection: Santa Fe / Anaheim St Count Date: 12/19/06 NB Left NB Through NB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM NB Left NB Through NB Right EB Left EB Through EB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM EB Left EB Through EB Right SB Left SB Through SB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak AM MD PM SB Left SB Through SB Right WB Left WB Through WB Right Peak Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total Autos Bobtail Chassis Contnr. Other Total AM MD PM Traffic Volume using PCE of 1.1 for Bobtail and 2.0 for other type of trucks Peak WB Left WB Through WB Right AM MD PM

33 Appendix B

34 Existing- AM Thu Feb 8, :03:19 Page 1-1 Scenario Report Scenario: Existing- AM Command: Volume: Geometry: Impact Fee: Trip Generation: Trip Distribution: Paths: Routes: Configuration: Default Command Existing- AM Volume AM -Geometry Default Impact Fee Default Trip Generation Default Trip Distribution Default Paths Default Routes Default Configuration

35 Existing- AM Thu Feb 8, :03:19 Page HCM Unsignalized Method (Base Volume Alternative) Intersection #1 Edison Ave / Pier B st Average Delay (sec/veh): 1.1 Worst Case Level Of Service: A[ 9.6] Street Name: Edison Avenue Pier B Street Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: Volume Module: >> Count Date: 18 Dec 2006 << AM Peak Hour Base Vol: Initial Bse: User Adj: PHF Adj: PHF Volume: Final Vol.: Critical Gap Module: Critical Gp: 6.8 xxxx 6.9 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 2.2 xxxx xxxxx Capacity Module: Cnflict Vol: 336 xxxx 106 xxxx xxxx xxxxx xxxx xxxx xxxxx 197 xxxx xxxxx Potent Cap.: 640 xxxx 934 xxxx xxxx xxxxx xxxx xxxx xxxxx 1388 xxxx xxxxx Move Cap.: 626 xxxx 927 xxxx xxxx xxxxx xxxx xxxx xxxxx 1382 xxxx xxxxx Volume/Cap: 0.02 xxxx 0.02 xxxx xxxx xxxx xxxx xxxx xxxx 0.02 xxxx xxxx Level Of Service Module: Queue: 0.1 xxxx 0.1 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Stopped Del: 10.9 xxxx 9.0 xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx LOS by Move: B * A * * * * * * 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:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 0.0 xxxx xxxxx Shrd StpDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx 7.6 xxxx xxxxx Shared LOS: * * * * * * * * * A * * ApproachDel: 9.6 xxxxxx xxxxxx xxxxxx ApproachLOS: A * * *

36 Existing- AM Thu Feb 8, :03:19 Page 3-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #2 9th St / I-710 SB Ramps / Pier B St / Pico Ave Cycle (sec): 100 Critical Vol./Cap. (X): Loss Time (sec): 10 (Y+R = 4 sec) Average Delay (sec/veh): 21.4 Optimal Cycle: 34 Level Of Service: A Street Name: 9th Street / I-710 Sb ramps Pier B Street / Pico Avenue Control: Split Phase Split Phase Protected Protected Rights: Ignore Include Include Ignore Min. Green: Lanes: Volume Module: >> Count Date: 19 Dec 2006 << AM Peak Hour Base Vol: Initial Bse: User Adj: PHF Adj: PHF Volume: Reduced Vol: PCE Adj: MLF Adj: Final Vol.: Saturation Flow Module: Sat/Lane: Adjustment: Lanes: Final Sat.: Capacity Analysis Module: Vol/Sat: Crit Moves: **** **** **** **** Green/Cycle: Volume/Cap: Delay/Veh: Delay Adj: AdjDel/Veh: DesignQueue:

37 Existing- AM Thu Feb 8, :03:19 Page 4-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #3 Anaheim St / 9th Street Cycle (sec): 100 Critical Vol./Cap. (X): Loss Time (sec): 10 (Y+R = 4 sec) Average Delay (sec/veh): 13.1 Optimal Cycle: 32 Level Of Service: A Street Name: 9th Street Anaheim Street Control: Permitted Permitted Protected Protected Rights: Include Ignore Include Include Min. Green: Lanes: Volume Module: >> Count Date: 12 Dec 2006 << AM Peak Hour Base Vol: Initial Bse: User Adj: PHF Adj: PHF Volume: Reduced Vol: PCE Adj: MLF Adj: Final Vol.: Saturation Flow Module: Sat/Lane: Adjustment: Lanes: Final Sat.: Capacity Analysis Module: Vol/Sat: Crit Moves: **** **** **** **** Green/Cycle: Volume/Cap: Delay/Veh: Delay Adj: AdjDel/Veh: DesignQueue:

38 Existing- AM Thu Feb 8, :03:19 Page 5-1 ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #4 Anaheim St / Farragut Ave Cycle (sec): 100 Critical Vol./Cap. (X): Loss Time (sec): 10 (Y+R = 10 sec) Average Delay (sec/veh): 2.9 Optimal Cycle: 60 Level Of Service: A Street Name: Farragut Avenue Anaheim Street Control: Protected Protected Protected Protected Rights: Include Ovl Include Include Min. Green: Lanes: Volume Module: >> Count Date: 11 Dec 2006 << AM Peak Hour Base Vol: Initial Bse: User Adj: PHF Adj: PHF Volume: Reduced Vol: PCE Adj: MLF Adj: Final Vol.: Saturation Flow Module: Sat/Lane: Adjustment: Lanes: Final Sat.: Capacity Analysis Module: Vol/Sat: Crit Moves: **** **** **** Green/Cycle: Volume/Cap: Delay/Veh: Delay Adj: AdjDel/Veh: DesignQueue: