Appendix G: Transportation/Traffic

City of Irvine - William Lyon Homes: Vista Verde Draft EIR Appendix G: Transportation/Traffic Michael Brandman Associates H:\Client (PN-JN)\0006\00060034\EIR\3 - DEIR\00060034 Sec99-00 Appendix Dividers Vista Verde.doc

VISTA VERDE PROJECT TRAFFIC IMPACT ANALYSIS Prepared for WILLIAM LYON HOMES Prepared by 14725 ALTON PARKWAY, IRVINE, CALIFORNIA 92618-2027 CONTACT: MIKE ERICKSON 949.855.5744 merickson@rbf.com December 20, 2010 JN 10-107044

TABLE OF CONTENTS EXECUTIVE SUMMARY... 1 INTRODUCTION... 3 Study Area... 3 Intersection Analysis Methodology... 4 Roadway Segment Analysis Methodology... 6 Peak Hour Performance Criteria... 7 Thresholds of Significance... 7 EXISTING CONDITIONS... 7 Roadway Description... 7 Existing Conditions Traffic Volumes... 8 Existing Conditions Peak Hour Intersection Level of Service... 9 Existing Conditions Roadway Segment ADT Analysis... 9 Existing Arterial Peak Hour Link Analysis... 10 PROPOSED PROJECT... 11 Forecast Project Trip Generation... 12 Project Trip Distribution... 13 EXISTING PLUS PROJECT CONDITIONS... 13 Existing Plus Project Conditions Traffic Volumes... 13 Existing Plus Project Conditions Peak Hour Intersection Level of Service... 13 Existing Plus Project Conditions Roadway Segment ADT Analysis... 15 Existing Plus Project Conditions Arterial Peak Hour Link Analysis... 15 YEAR 2015 (INTERIM) WITHOUT PROJECT CONDITIONS... 17 Year 2015 (Interim) Without Project Conditions Traffic Volumes... 17 Year 2015 (Interim) Without Project Conditions Peak Hour Intersection Level of Service... 17 Year 2015 (Interim) Without Project Conditions Roadway Segment ADT Analysis... 18 Year 2015 (Interim) Without Project Conditions Arterial Peak Hour Link Analysis... 19 YEAR 2015 (INTERIM) WITH PROJECT CONDITIONS... 20 Year 2015 (Interim) With Project Conditions Traffic Volumes... 20 Year 2015 (Interim) With Project Conditions Peak Hour Intersection Level of Service... 20 Year 2015 (Interim) With Project Conditions Roadway Segment ADT Analysis... 22 Year 2015 (Interim) With Project Conditions Arterial Peak Hour Link Analysis... 23

POST-2030 WITHOUT PROJECT CONDITIONS... 25 Post-2030 Without Project Conditions Traffic Volumes... 25 Post-2030 Without Project Conditions Peak Hour Intersection Level of Service... 25 Post-2030 Without Project Conditions Roadway Segment ADT Analysis... 26 Post-2030 Without Project Conditions Arterial Peak Hour Link Analysis... 27 POST-2030 WITH PROJECT CONDITIONS... 27 Post-2030 With Project Conditions Traffic Volumes... 28 Post-2030 With Project Conditions Peak Hour Intersection Level of Service... 28 Forecast for Post-2030 With Project Conditions Signal Warrant Analysis... 30 Post-2030 With Project Conditions Roadway Segment ADT Analysis... 30 Post-2030 With Project Conditions Arterial Peak Hour Link Analysis... 31 POST-2030 PENDING WITHOUT PROJECT CONDITIONS... 33 Post-2030 Pending Without Project Conditions Traffic Volumes... 33 Post-2030 Pending Without Project Conditions Peak Hour Intersection Level of Service... 33 Post-2030 Pending Without Project Conditions Roadway Segment ADT Analysis... 34 Post-2030 Pending Without Project Conditions Arterial Peak Hour Link Analysis... 35 POST-2030 PENDING WITH PROJECT CONDITIONS... 35 Post-2030 Pending With Project Conditions Traffic Volumes... 36 Post-2030 Pending With Project Conditions Peak Hour Intersection Level of Service... 36 Post-2030 Pending With Project Conditions Signal Warrant Analysis... 38 Post-2030 Pending With Project Conditions Roadway Segment ADT Analysis... 38 Post-2030 Pending With Project Conditions Arterial Peak Hour Link Analysis... 39 SPECIAL ISSUES... 42 Access Analysis... 42 TDP-1: Turn Lane Pocket Length Evaluation... 42 TDP-2: Bay Taper Length Evaluation... 43 TDP-3: Left-Turn In/Out Access Evaluation... 43 TDP-4: Right-Turn Lanes at Driveways... 43 TDP-10: Intersection Spacing Evaluation... 44 TDP-14: Driveway Length Evaluation... 45 Pedestrian Circulation... 45 Bicycle Circulation... 45 Traffic Comparison To Prior Use... 46 Lower Density Alternative Analysis Summary... 47 Orange County Congestion Management Program Analysis... 48 MITIGATION MEASURES... 49 CONCLUSIONS... 50

APPENDIX A EXISTING COUNT DATA APPENDIX B LOS ANALYSIS SHEETS APPENDIX C SIGNAL WARRANT ANALYSIS SHEET APPENDIX D APPROVED SCOPE OF WORK

LIST OF TABLES Table 1 Intersection LOS & V/C Ratio Ranges... 5 Table 2 LOS & Delay Ranges... 5 Table 3 Roadway Segment LOS & V/C Ratio Ranges... 6 Table 4 Roadway Segment LOS & V/C Ratio Ranges... 6 Table 5 Existing Conditions AM & PM Peak Hour LOS of Study Intersections... 9 Table 6 Existing Conditions Study Roadway Segment ADT Analysis... 10 Table 7 University Drive Existing Roadway Segment Peak Hour Link Analysis... 10 Table 8 Existing Conditions Distance Summary... 11 Table 9 ITAM Land Use Assumptions... 12 Table 10 Project Socioeconomic-Based Forecast Trip Generation... 12 Table 11 ITE Trip Generation Rates... 13 Table 12 Project ITE-Based Forecast Trip Generation... 13 Table 13 Existing and Existing Plus Project Conditions AM & PM Peak Hour LOS of Study Intersections... 14 Table 14 Existing and Existing Plus Project Conditions Study Roadway Segment ADT Analysis... 15 Table 15 University Drive Existing and Existing Plus Project Conditions Roadway Segment Peak Hour Link Analysis... 16 Table 16 Year 2015 (Interim) Without Project Conditions AM & PM Peak Hour LOS of Study Intersections... 18 Table 17 Year 2015 (Interim) Without Project Conditions Study Roadway Segment ADT Analysis... 19 Table 18 University Drive Year 2015 (Interim) Without Project Conditions Roadway Segment Peak Hour Link Analysis... 19 Table 19 Year 2015 (Interim) Without Project Conditions and Year 2015 (Interim) With Project Conditions AM & PM Peak Hour LOS of Study Intersections... 21 Table 20 Year 2015 (Interim) Without Project Conditions and Year 2015 (Interim) With Project Conditions Study Roadway Segment ADT Analysis... 22 Table 21 University Drive Year 2015 (Interim) Without Project Conditions and Year 2015 (Interim) With Project Conditions Roadway Segment Peak Hour Link Analysis... 24 Table 22 Post-2030 Without Project Conditions AM & PM Peak Hour LOS of Study Intersections... 26 Table 23 Post-2030 Without Project Conditions Study Roadway Segment ADT Analysis... 26 Table 24 University Drive Post-2030 Roadway Segment Peak Hour Link Analysis... 27 Table 25 Post-2030 Without Project Conditions and Post-2030 With Project Conditions AM & PM Peak Hour LOS of Study Intersections... 29 Table 26 Post-2030 With Project Conditions Traffic Signal Warrant Analysis Summary... 30 Table 27 Post-2030 Without Project Conditions and Post-2030 With Project Conditions Study Roadway Segment ADT Analysis... 31 Table 28 University Drive Post-2030 Without Project Conditions and Post-2030 With Project Conditions Roadway Segment Peak Hour Link Analysis... 32 Table 29 Post-2030 Without Project Conditions AM & PM Peak Hour LOS of Study Intersections... 34 Table 30 Post-2030 Pending Without Project Conditions Study Roadway Segment ADT Analysis... 34 Table 31 University Drive Post-2030 Pending Without Project Roadway Segment Peak Hour Link Analysis... 35

Table 32 Post-2030 Pending Without Project Conditions and Post-2030 With Project Conditions AM & PM Peak Hour LOS of Study Intersections... 37 Table 33 Post-2030 Pending With Project Conditions Traffic Signal Warrant Analysis Summary... 38 Table 34 Post-2030 Pending Without Project Conditions and Post-2030 With Project Conditions Study Roadway Segment ADT Analysis... 39 Table 35 University Drive Post-2030 Pending Without Project Conditions and Post- 2030 With Project Conditions Roadway Segment Peak Hour Link Analysis... 40 Table 36 Post-2030 With Project Conditions Turn Lane Pocket Length Evaluation... 43 Table 37 Right-Turn Lane Warrant... 44 Table 38 Distance Between Driveways & Intersections... 44 Table 39 Forecast Distance Between Driveways Summary... 45 Table 40 Preliminary Trip Generation Comparison of Vista Verde School Site Conversion Based on IUSD Information... 46 Table 41 Preliminary Trip Generation Comparison of Vista Verde School Site Conversion Based on ITAM Model Assumptions... 47 Table 42 Vista Verde Project Lower Density Alternative Trip Generation Comparison... 48 Table 43 Forecast Distance Between Driveways Summary... 48

LIST OF EXHIBITS Follows Page Exhibit 1 Regional Project Location... 3 Exhibit 2 Project Site Location... 3 Exhibit 3 Study Intersection Locations... 4 Exhibit 4 Existing AM/PM Peak Hour Study Intersection Volumes... 9 Exhibit 5 Existing ADT Volumes... 9 Exhibit 6 Existing Study Intersection/Roadway Segment Geometry... 9 Exhibit 7 Proposed Project Site Plan... 12 Exhibit 8 Forecast Inbound Trip Percent Distribution of Proposed Project... 13 Exhibit 9 Forecast Outbound Trip Percent Distribution of Proposed Project... 13 Exhibit 10 Existing With Project AM/PM Peak Hour Study Intersection Volumes... 13 Exhibit 11 Existing With Project ADT Volumes... 13 Exhibit 12 Forecast Year 2015 (Interim) Without Project AM/PM Peak Hour Study Intersection Volumes... 17 Exhibit 13 Forecast Year 2015 (Interim) Without Project ADT Volumes... 17 Exhibit 14 Forecast Year 2015 (Interim) With Project AM/PM Peak Hour Study Intersection Volumes... 20 Exhibit 15 Forecast Year 2015 (Interim) With Project ADT Volumes... 20 Exhibit 16 Post-2030 Without Project AM/PM Peak Hour Study Intersection Volumes... 25 Exhibit 17 Post-2030 Without Project ADT Volumes... 25 Exhibit 18 Post-2030 With Project AM/PM Peak Hour Study Intersection Volumes... 28 Exhibit 19 Post-2030 With Project ADT Volumes... 28 Exhibit 20 Post-2030 Pending Without Project AM/PM Peak Hour Study Intersection Volumes... 33 Exhibit 21 Post 2030 Pending Without Project ADT Volumes... 33 Exhibit 22 Post-2030 Pending With Project AM/PM Peak Hour Study Intersection Volumes... 36 Exhibit 23 Post-2030 Pending With Project ADT Volumes... 36 Exhibit 24 Post-2030 With Project AM/PM Peak Hour Project Access Volumes... 42 Exhibit 25 Proposed Project Site Plan Lower Density Alternative... 47

EXECUTIVE SUMMARY This study analyzes the forecast traffic conditions associated with the proposed Vista Verde project in the City of Irvine. The project site is located at the southwest corner of the Rosa Drew Lane/Michelson Drive intersection and is generally bound by existing single-family homes on Cottonwood Lane to the west, Dave Robins Park to the south, Michelson Drive and single-family homes beyond to the north, and Rosa Drew Lane and Parkwood Apartments to the east. The proposed project consists of 66 detached single-family dwelling units. The prior use of this site was for the Vista Verde Elementary School, which closed December 2006. The closed Vista Verde Elementary School utilized two access locations along Michelson Drive the westerly access with full inbound/outbound access and the easterly access with right-in/right-out/left-out access. Site access at the project is proposed to be provided via a single stop-controlled full-access location at Michelson Drive consisting of one inbound lane and one outbound stop-controlled, shared left-turn/right-turn lane. Since only one access location at the project site is planned, the number of existing access locations at the project site will be reduced by one location. Existing roadway striping of the westbound left-turn lane pocket on Michelson Drive at the project access location is planned to be shifted slightly easterly to line up with the single project access location. Motorists turning left into the project site will yield to oncoming traffic on Michelson Drive. Motorists exiting the project site will be stop-controlled; motorists on Michelson Drive will continue to be uncontrolled. Though the project site was previously utilized for a school, since that use has not existed since December 2006, the impact analysis and identification of potential mitigation measures does not assume trip generation credits for the prior school use. The proposed 66 detached single-family dwelling unit project is forecast to generate 632 daily trips, which include 50 a.m. peak hour trips and 66 p.m. peak hour trips based on application of standard ITE trip generation rates. Trip generation based on the ITAM model forecast results in generation of 567 daily trips, which include 48 a.m. peak hour trips and 48 p.m. peak hour trips. The addition of project-generated trips is forecast to not result in a change in the level of service at any of the study intersections or study roadway segments for either short-term or buildout forecasts. Based on City-established thresholds of significance, the addition of projectgenerated trips is forecast to result in no significant impacts at the study intersections or roadways for any of the analysis scenarios; hence, no mitigation measures are required for the proposed project since the LOS for any intersection operating at a deficient LOS (LOS E or worse) does not change with implementation of the proposed project. The proposed project site is planned to link the existing pedestrian circulation system at the project access point. Pedestrian and bicyclist conditions will be improved along the project frontage on Michelson Drive since the proposed project plans to remove one of the existing project site driveways, thereby reducing the number of locations where potential conflicts between pedestrians/bicyclists and vehicles entering/exiting the project site occur. Additionally, since a connective pedestrian and bicycle trail already exists, implementation will enhance both the pedestrian and bicycle circulation system consistent with Circulation Objectives B-3 and B-4. A lower density alternative to the proposed project has been proposed, which reduces the number of units on the site to 54 units, while still taking access from a single access off 1

Michelson Drive. That lower density 54 detached single-family dwelling unit project alternative will generate 115 less daily trips, which consist of 10 less a.m. peak hour trips and 11 less p.m. peak hour trips based on application of the ITE trip generation rates. Therefore, any potential impacts caused by the proposed 54 detached single-family dwelling unit alternative project will be the same as or less than the proposed 66 detached single-family dwelling unit project. 2

INTRODUCTION This study analyzes the forecast traffic conditions associated with the proposed Vista Verde project in the City of Irvine. The project site is located at the southwest corner of the Rosa Drew Lane/Michelson Drive intersection and is generally bound by existing single-family homes on Cottonwood Lane to the west, Dave Robins Park to the south, Michelson Drive and single-family homes beyond to the north, and Rosa Drew Lane and Parkwood Apartments to the east. The prior use of this site was for the Vista Verde Elementary School, which closed December 2006. The closed Vista Verde Elementary School utilized two access locations along Michelson Drive the westerly access with full inbound/outbound access and the easterly access with right-in/right-out/left-out access. Site access at the project is proposed to be provided via a single stop-controlled full-access location at Michelson Drive consisting of one inbound lane and one outbound stop-controlled, shared left-turn/right-turn lane. Since only one access location at the project site is planned, the number of existing access locations at the project site is reduced by one location. Existing roadway striping of the westbound left-turn lane pocket on Michelson Drive at the project access location is planned to be shifted easterly to line up with the access location. Motorists turning left into the project site will yield to oncoming traffic on Michelson Drive. Motorists exiting the project site will be stop-controlled; motorists on Michelson Drive are uncontrolled. Though the project site was previously utilized for a school, since that use has not existed since December 2006, the impact analysis and identification of potential mitigation measures does not assume trip generation credits for the prior school use. Exhibit 1 shows the regional location of the project site. Exhibit 2 shows the project site location. Study Area The study area is defined by the following boundaries: Michelson Drive on the north; University Drive on the east and south; and Culver Drive on the west. The following seven (7) study intersections are included for analysis: Culver Drive/Michelson Drive; Sandburg Way/Michelson Drive; Yale Avenue/Michelson Drive; Yale Avenue/University Drive; Rosa Drew Lane/Michelson Drive; 3

SAN FERNANDO 23 23 MOORPARK THOUSAND OAKS AGOURA HILLS 118 VENTURA CO LOS ANGELES CO MAILBU SIMI VALLEY CALABASSAS 1 27 101 SANTA MONICA PACIFIC OCEAN 405 187 90 170 1 210 WEST HOLLYWOOD BEVERLY HILLS REDONDO BEACH 2 107 RANCHO PALOS VERDES BURBANK 5 134 10 105 42 213 101 LOS 110 ANGELES INGLEWOOD HAWTHORNE GLENDALE 91 405 2 CARSON 103 SAN PEDRO SOUTH GATE 110 710 1 5 19 LONG BEACH 10 60 2 ANGELES NATIONAL FOREST PASADENA ALHAMBRA 19 MONTEBELLO PARAMOUNT 210 605 CYPRESS HUNTINGTON BEACH EL MONTE 72 39 605 WHITTIER LOS ANGELES CO ORANGE CO 405 90 FULLERTON 91 22 5 ANAHEIM AZUSA 60 NEWPORT BEACH 39 210 WEST COVINA COSTA MESA 57 55 57 1 90 POMONA 71 142 210 SAN BERNARDINO CO ORANGE CO 261 SANTA ANA IRVINE 133 405 55 * 73 PROJECT SITE WALNUT ORANGE SAN DIMAS LAGUNA BEACH YORBA LINDA 241 LOS ANGELES CO CHINO 5 LAGUNA NIGUEL SAN BERNARDINO CO 83 RIVERSIDE CO ORANGE CO 241 RANCHO CUCAMONGA MISSION VIEJO 5 10 66 ONTARIO NORCO 91 CORONA 74 15 CLEVELAND NATIONAL FOREST SAN JUAN CAPISTRANO 60 15 15 210 FONTANA RIVERSIDE Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh01.ai DEC/2010 Regional Project Location Exhibit 1

Not to Scale ROSA DREW LN YALE AVE UNIVERSITY DR MICHELSON DR DEC/2010 CULVER DR SANDBURG WAY Legend: Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh02.ai PROJECT SITE Project Site Location Exhibit 2

Ridgeline Drive-Rosa Drew Lane/University Drive; and Michelson Drive/University Drive. None of the seven study intersections are identified as priority intersections in the 2008 Citywide Circulation Phasing Analysis (Parsons Brinckerhoff, April 2009). Additionally, this analysis includes the following five (5) roadway links for analysis: University Drive between Rosa Drew Lane and Yale Avenue; University Drive between Rosa Drew Lane and Michelson Drive; Rosa Drew Lane between Michelson Drive and University Drive; Michelson Drive west of Rosa Drew Lane; and Michelson Drive west of Yale Avenue. Exhibit 3 shows the location of the study intersections and roadway segments, which are analyzed for the following study scenarios: Existing conditions; Existing plus project conditions; Year 2015 (interim) without project conditions; Year 2015 (interim) with project conditions; Post-2030 without project conditions; Post-2030 with project conditions; Post-2030 pending without project conditions; and Post-2030 pending with project conditions. Forecast traffic volumes are identified using the Irvine Transportation Analysis Model (ITAM). Intersection Analysis Methodology Level of service (LOS) is commonly used as a qualitative description of intersection operation and is based on the capacity of the intersection and the volume of traffic using the intersection. The Intersection Capacity Utilization (ICU) analysis method is utilized in this study to determine the operating LOS of the signalized study intersections. The ICU analysis methodology describes the operation of an intersection using a range of LOS from LOS A (free-flow conditions) to LOS F (severely congested conditions), based on corresponding Volume/Capacity (V/C) ratios shown in Table 1. 4

CULVER DR MICHELSON DR YALE AVE ROSA DREW LN SANDBURG WAY UNIVERSITY DR Legend: Study Intersection Location Roadway Segment ADT Location Project Site Location Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh03.ai Study Intersection and Roadway Segment Locations DEC/2010 Exhibit 3

Table 1 Intersection LOS & V/C Ratio Ranges LOS V/C Ratio A < 0.60 B 0.61 < 0.70 C 0.71 < 0.80 D 0.81 < 0.90 E 0.91 < 1.00 F > 1.00 Source: 1990 Transportation Research Board The City of Irvine has requested the use of the Highway Capacity Manual (HCM) intersection analysis methodology to analyze the operation of unsignalized intersections. The HCM analysis methodology describes the operation of an intersection using a range of LOS from LOS A (free-flow conditions) to LOS F (severely congested conditions), based on the corresponding stopped delay experienced per vehicle for unsignalized intersections shown in Table 2. LOS Table 2 LOS & Delay Ranges Delay (seconds/vehicle) Unsignalized Intersections A < 10.0 B > 10.0 to < 15.0 C > 15.0 to < 25.0 D > 25.0 to < 35.0 E > 35.0 to < 50.0 F > 50.0 Source: 2000 Highway Capacity Manual. Level of service is based on the average stopped delay per vehicle for all movements of signalized intersections and all-way stop-controlled intersections; for one-way or two-way stopcontrolled intersections, LOS is based on the worst stop-controlled approach. 5

Roadway Segment Analysis Methodology Level of service (LOS) is commonly used as a qualitative description of operation and is based on the capacity and the volume of traffic using the facility. In accordance with City of Irvine Traffic Impact Analysis Guidelines (August 24, 2004) roadway link LOS is determined based on corresponding Volume/Capacity (V/C) ratios shown in Table 3. Table 3 Roadway Segment LOS & V/C Ratio Ranges LOS V/C Ratio A < 0.60 B 0.61 < 0.70 C 0.71 < 0.80 D 0.81 < 0.90 E 0.91 < 1.00 F > 1.00 Source: 1990 Transportation Research Board The roadway capacities used in this analysis to determine V/C ratios are shown in Table 4. Facility Type 1 Freeways Freeway Ramps Table 4 Roadway Segment LOS & V/C Ratio Ranges Number of Lanes LOS D Capacity (Vehicles) LOS E Capacity (Vehicles) 10 189,000 210,000 8 158,400 176,000 6 121,500 135,000 4 81,000 90,000 2 19,800 22,000 1 14,400 16,000 Expressway 6 121,500 135,000 Major Highways 8 64,800 72,000 6 48,600 54,000 Primary Highway 4 28,800 32,000 Secondary Highway 4 25,200 28,000 Commuter 2 11,700 13,000 Commuter (Rural) 2 16,200 18,000 Source: City of Irvine Traffic Impact Analysis Guidelines (August 24, 2004) Note: 1 = Facility type based on the General Plan Circulation Element Arterial Highway Designation. If not listed in the table, facility/number of lanes/capacity is interpolated. 6

Peak Hour Performance Criteria Based on Objective G-1, Policy (c) on pages B-7 and B-8 of the Irvine General Plan Circulation Element, LOS D or better shall be considered acceptable for roadway links and intersections. Thresholds of Significance The City of Irvine has established the following thresholds of significance to determine whether the addition of project-generated trips at a study intersection or roadway link results in a significant impact and thus requires mitigation: If the roadway link or signalized intersection in question exceeds the acceptable LOS in the baseline condition and the impact of the development is greater than or equal to 0.02 rounded to the second decimal place, or for intersections projected to be deficient in the most recent Circulation Phasing Analysis Report, the project raises the V/C or ICU by 0.01 rounded to the third decimal place, causing it to become deficient, then project mitigation will be required back at a minimum, to baseline; and The City of Irvine s Link Capacity Analysis guidelines require roadway segments theoretically impacted by the proposed project on an ADT basis be further analyzed using peak hour data. If the roadway segment peak hour data meets the performance criteria then the roadway capacity is determined to satisfy City of Irvine Standards. EXISTING CONDITIONS Roadway Description The characteristics of the roadway system in the vicinity of the project site are described below: Culver Drive in the study area is a six-lane divided roadway trending in a north-south direction. The posted speed limit on Culver Drive is 45 miles per hour. On-street parking is prohibited on Culver Drive in the study area. In the study area, Culver Drive is classified as a Major Highway in the City of Irvine Master Plan of Arterial Highways. Culver Drive contains a sidewalk on both sides of the roadway (approximately 5 feet in width), as well as a bike lane (approximately 7 feet in width) on both sides of the roadway. Michelson Drive between Culver Driver and University Drive is a two-lane divided roadway trending in an east-west direction. Michelson Drive west of Culver Drive is a four-lane divided roadway. Michelson Drive east of University Drive changes name to Strawberry Farm Road and is a two-lane undivided roadway. The posted speed limit on Michelson Drive between Culver Drive and University Drive is 35 miles per hour. On-street parking is prohibited on Michelson Drive in the study area. Michelson Drive is classified as a Commuter Highway in the City of Irvine Master Plan of Arterial Highways. Michelson Drive contains a sidewalk on both sides of the roadway (approximately 5 feet in width), as well as a bike lane (approximately 7 feet in width) on both sides of the roadway. 7

Ridgeline Drive is a four-lane undivided roadway trending in a north-south direction. The posted speed limit on Ridgeline Drive is 50 miles per hour. On-street parking is prohibited on Ridgeline Drive. According to City of Irvine Master Plan of Arterial Highways, Ridgeline Drive is classified as a Secondary Highway. North of University Drive, Ridgeline Drive changes name to Rosa Drew Lane. Ridgeline Drive contains a sidewalk on the east side of the roadway (approximately 5 feet in width), as well as a bike lane (approximately 7 feet in width) on both sides of the roadway. Rosa Drew Lane is a two-lane undivided roadway trending in a north-south direction between University Drive and Michelson Drive. On-street parking is permitted on Rosa Drew Lane. North of Michelson Drive, Rosa Drew Lane changes name to Jordan Avenue, and south of University Drive, Rosa Drew Lane changes name to Ridgeline Drive. Rosa Drew Lane is a Local Street. Rosa Drew Lane contains a sidewalk on both sides of the roadway (approximately 5 to 10 feet in width) and does not have a striped bike lane on either side of the roadway. Sandburg Way in the study area is a two-lane undivided roadway in a north-south direction. The posted speed limit on Sandburg Way is 25 miles per hour. On-street parking is permitted on Sandburg Way. Sandburg Way is a Local Street. Sandburg Way contains a sidewalk on both sides of the roadway (approximately 5 feet in width) and does not have a striped bike lane on either side of the roadway. University Drive is a four- to six-lane divided roadway in an east-west direction. The posted speed limit on University Drive ranges between 50 and 55 miles per hour. On-street parking is prohibited on University Drive. According to City of Irvine Master Plan of Arterial Highways, University Drive is classified as a Primary Highway between Culver Drive and Michelson Drive and as Major Highway everywhere else in the study area. University Drive contains a sidewalk on the north side of the roadway (approximately 5 feet in width), as well as a bike lane (approximately 7 feet in width) on both sides of the roadway. Yale Avenue is a two-lane undivided roadway in a north-south direction. On-street parking is prohibited on Yale Avenue. In the study area, Yale Avenue is classified as a Secondary Highway in the City of Irvine Master Plan of Arterial Highways. Yale Avenue contains a sidewalk on both sides of the roadway (approximately 5 to 10 feet in width), as well as a bike lane (approximately 7 feet in width) on both sides of the roadway. It should be noted, for existing and forecast year 2015 conditions, Yale Avenue is assumed to remain in its current condition where it terminates just north of Michelson Drive, allowing vehicular access to and from the Rancho San Joaquin Middle School and does not allow for vehicular access over the I- 405 freeway; however, for forecast year 2030 conditions, Yale Avenue is assumed to allow vehicular traffic to and from the north over the I-405 freeway. Existing Conditions Traffic Volumes To determine the existing operation of the study intersections, two days of a.m. peak hour and p.m. peak hour intersection movement counts were collected, November 18, 2009 and November 19, 2009; a.m. peak period intersection counts were collected from 7:00 a.m. to 9:00 a.m. and p.m. peak period intersection counts were collected from 4:00 p.m. to 6:00 p.m. The highest hour within the peak period counted was identified for each day of counts, and then averaged to identify intersection peak hour movements and submitted to the City of Irvine. The City of Irvine incorporated the collected volumes into the existing ITAM model and produced revised existing volumes for use in this analysis. 8

Exhibit 4 shows existing conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. To determine the existing operation of the study roadway segments, two days of average daily traffic (ADT) volumes for the roadway circulation system were collected and submitted to the City of Irvine. ADT volumes were collected at respective roadway segments on November 18 and 19, 2009, September 23 and 24, 2009, and October 22 and 23, 2009. Exhibit 5 shows existing ADT volumes for the study roadway segments based on data provided by the City; detailed November 2009 traffic count data is contained in Appendix A. Exhibit 6 shows existing conditions study intersection geometry as modeled in ITAM. Exhibit 6a shows post-2030 conditions study intersection geometry as modeled in ITAM. Existing Conditions Peak Hour Intersection Level of Service Table 5 summarizes existing conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. Table 5 Existing Conditions AM & PM Peak Hour LOS of Study Intersections Study Intersection AM Peak Hour V/C Delay LOS PM Peak Hour V/C Delay LOS Culver Dr/Michelson Dr 1 0.55 N/A A 0.77 N/A C Sandburg Wy/Michelson Dr 2 N/A 10.4 B N/A 15.3 C Yale Ave/Michelson Dr 2 N/A 10.6 B N/A 12.5 B Yale Ave/University Dr 1 0.72 N/A C 0.66 N/A B Rosa Drew Ln/Michelson Dr 2 N/A 8.9 A N/A 10.9 B Ridgeline Dr-Rosa Drew Ln/University Dr 1 0.78 N/A C 0.92 N/A E Michelson Dr/University Dr 1 0.61 N/A B 0.90 N/A D Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; deficient intersection operation shown in bold. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. As shown in Table 5, according to City of Irvine performance criteria, the study intersections are currently operating at an acceptable LOS (LOS D or better) during the a.m. peak hour and p.m. peak hour with the exception of the Rosa Drew Lane/University Drive intersection during the p.m. peak hour. Existing Conditions Roadway Segment ADT Analysis Existing conditions roadway segment ADT analysis has been performed using ADT volumes shown in Exhibit 5. 9

Not to Scale 12/30 147/219 10/10 38/16 31/12 23/12 8/0 217/217 57/5 51/0 50/0 69/1 29/19 16/15 22/19 25/42 164/327 18/32 27/13 64/0 13/15 73/0 170/394 46/15 ROSA DREW LN YALE AVE MICHELSON DR 159/299 2244/1617 14/9 296/366 4/4 26/42 14/46 1/3 2/11 17/20 1542/2383 11/3 81/30 146/44 34/34 1944/1304 87/56 995/2012 UNIVERSITY DR 12/30 1846/1175 436/485 13/26 26/61 46/37 704/492 29/46 60/34 26/40 912/1905 35/55 Existing AM/PM Peak Hour Intersection Volumes Exhibit 4 DEC/2010 37/36 271/172 62/33 39/53 11/31 126/70 18/14 38/20 39/31 CULVER DR 16/54 133/493 121/102 SANDBURG WAY 306/222 212/138 124/130 24/41 1185/1429 181/182 AM/PM Intersection Volumes Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh04.ai 243/459 1408/1035 459/226 194/584 82/363 110/193 Legend: XX/XX

30,400 Not to Scale ROSA DREW LN YALE AVE 5,500 5,600 47,700 1,650 6,300 41,400 CULVER DR 15,700 MICHELSON DR 5,700 8,500 13,300 1,800 950 SANDBURG WAY UNIVERSITY DR Legend: 30,000 X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh05.ai DEC/2010 Existing Roadway Segment ADT Exhibit 5

STOP STOP STOP STOP 4D 6D 6D CULVER DR 4D STOP STOP 2D STOP STOP 2U 2U 2D STOP MICHELSON DR STOP 2D 2U YALE AVE STOP ROSA DREW LN STOP Legend: SANDBURG WAY 4D 2U UNIVERSITY DR 4D 4D 2D 2U 2U 2D 4D 2U 2U 5D Not to Scale Existing Lane F Free Right-Turn Lane Defacto Right-Turn Lane OV Right-Turn Overlap Signal-Controlled Intersection Stop-Controlled Intersection STOP Stop-Controlled Approach H:\pdata\10107044\Traffic\Exhibits\Exh06.ai 2U 2-Lane Undivided Roadway 2D 2-Lane Divided Roadway 4U 4-Lane Undivided Roadway 4D 4-Lane Divided Roadway OV 6D 6-Lane Divided Roadway Project Site Location Existing Study Intersection/Roadway Segment Geometry DEC/2010 Exhibit 6

STOP STOP STOP STOP 4D 6D 6D CULVER DR 4D STOP STOP 2D STOP STOP 2U 2U 2D STOP MICHELSON DR STOP 2D 2U YALE AVE STOP ROSA DREW LN STOP Legend: SANDBURG WAY 5D 2U UNIVERSITY DR 5D 4D 2D 2U 2U 2D 4D 2U 2U 5D Not to Scale Existing Lane F Free Right-Turn Lane Defacto Right-Turn Lane OV Right-Turn Overlap Signal-Controlled Intersection Stop-Controlled Intersection STOP Stop-Controlled Approach H:\pdata\10107044\Traffic\Exhibits\Exh06a.ai 2U 2-Lane Undivided Roadway 2D 2-Lane Divided Roadway 4U 4-Lane Undivided Roadway 4D 4-Lane Divided Roadway 5D 5-Lane Divided Roadway 6D 6-Lane Divided Roadway Project Site Location Post-2030 Study Intersection/Roadway Segment Geometry DEC/2010 Exhibit 6a

Table 6 summarizes the study roadway segment ADT analysis for existing conditions. Table 6 Existing Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity ADT V/C - LOS University Dr from Rosa Drew Ln to Yale Ave 32,000 30,000 0.94 E University Dr from Rosa Drew Ln to Michelson Dr 32,000 41,400 1.29 F Rosa Drew Ln from Michelson Dr to University Dr 13,000 1,650 0.13 A Michelson Dr west of Rosa Drew Ln 18,000 5,500 0.31 A Michelson Dr west of Yale Ave 18,000 5,700 0.32 B Note: V/C = volume to capacity ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 6, according to City of Irvine performance criteria, the following study roadway segments are calculated as currently operating at a deficient LOS (LOS E or worse): University Drive from Rosa Drew Lane to Yale Avenue; and University Drive from Rosa Drew Lane to Michelson Drive. Existing Arterial Peak Hour Link Analysis Existing roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Table 7 summarizes the existing roadway segment peak hour link analysis. Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Table 7 University Drive Existing Roadway Segment Peak Hour Link Analysis Number of Lanes 2 2 2 2 2 2 2 3 Capacity 1 AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS 3,200 3,200 3,200 3,200 3,200 3,200 3,200 4,800 1,082 1,978 1,076 2,294 1,629 2,417 1,852 2,272 0.34 A 0.62 B 0.34 A 0.72 C 0.51 A 0.76 C 0.58 A 0.47 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 2,068 1,338 2,042 1,690 2,423 1,925 2,795 1,670 0.65 B 0.42 A 0.64 B 0.53 A 0.76 C 0.60 A 0.87 D 0.35 A 10

As shown in Table 7, the University Drive study roadway segments are currently operating at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria. As also shown in Table 7, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as currently operating at a deficient LOS (LOS E or worse) (Refer to Table 6) over a 24-hour period, the associated University Drive roadway segment west of Michelson Drive is operating at an acceptable LOS (LOS D or better) during both the a.m. and p.m. peak hours, which are the key to overall roadway segment operation. Table 8 summarizes the distances between the existing site access locations and adjacent intersections or driveways. Table 8 Existing Conditions Distance Summary Location Approximate Distance (feet) Michelson Drive Project Accesses Distance from Rosa Drew Lane to Driveway 1 Distance from Rosa Drew Lane to Driveway 2 Distance from Driveway 1 to Driveway 2 Distance from Royce Road to Driveway 2 340 feet 600 feet 260 feet 275 feet PROPOSED PROJECT The proposed project consists of 66 detached single-family dwelling units. The project site is located at the southwest corner of the Rosa Drew Lane/Michelson Drive intersection and is generally bound by existing single-family homes on Cottonwood Lane to the west, Dave Robins Park to the south, Michelson Drive and single-family homes beyond to the north, and Rosa Drew Lane and Parkwood Apartments to the east. The prior use of this site was for the Vista Verde Elementary School, which closed December 2006. The closed Vista Verde Elementary School utilized two access locations along Michelson Drive the westerly access with full inbound/outbound access and the easterly access with right-in/right-out/left-out access. Site access at the project is proposed to be provided via a single stop-controlled full-access location at Michelson Drive consisting of one inbound lane and one outbound stop-controlled, shared left-turn/right-turn lane. Since only one access location at the project site is planned, the number of existing access locations at the project site will be reduced by one location. Existing roadway striping of the westbound left-turn lane pocket on Michelson Drive at the project access location is planned to be shifted easterly to line up with the access location. Motorists turning left into the project site will yield to oncoming traffic on Michelson Drive. Motorists exiting the project site will be stop-controlled; motorists on Michelson Drive will continue to be uncontrolled. 11

Though the project site was previously utilized for a school, since that use has not existed since December 2006, the impact analysis and identification of potential mitigation measures does not assume trip generation credits for the prior school use. Exhibit 7 shows the proposed project site plan. Forecast Project Trip Generation Table 9 summarizes ITAM land use assumptions used to calculate forecast project trip generation for use in this analysis. Table 9 ITAM Land Use Assumptions ITAM Land Use Code Description Units No-Project Scenario With Project Scenario Difference Project Site Part of ITAM Zone 263 101 Single-Family Residential Source: City provided ITAM data. Note: DU = dwelling units DU 0 66 66 The ITAM model is utilized in evaluating the study intersections and study roadway segments in this analysis. Table 10 summarizes the ITAM model forecast trip generation of the proposed project for the study scenarios included in this analysis. Table 10 Project Socioeconomic-Based Forecast Trip Generation Zone AM Peak Hour Trips PM Peak Hour Trips In Out Total In Out Total Daily Trips (Project Site Part of ITAM Zone 263) 8 40 48 31 17 48 567 Source: City provided ITAM data. This study analyzes the forecast traffic conditions associated with the proposed Vista Verde project based on the socioeconomic trip generation forecasts shown in Table 10. Table 11 summarizes Institute of Transportation Engineers (ITE) Trip Generation rates used to calculate the number of trips generated by the proposed project for project site access analysis. 12

Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh07.ai Proposed Project Site Plan DEC/2010 Exhibit 7

Table 11 ITE Trip Generation Rates Land Use ITE Code Units AM Peak Hour Rates PM Peak Hour Rates Daily Trip In Out Total In Out Total Rate Single-Family Residential 210 du 0.19 0.56 0.75 0.64 0.37 1.01 9.57 Note: du = dwelling unit. Source: 2008 ITE Trip Generation Manual, 8 th Edition. Table 12 summarizes trips forecast to be generated by the proposed project utilizing the ITE trip generation rates in Table 11. Table 12 Project ITE-Based Forecast Trip Generation Land Use AM Peak Hour Trips PM Peak Hour Trips Daily Trips In Out Total In Out Total 66 Detached Single-Family Dwelling Units 13 37 50 42 24 66 632 As shown in Table 12, based on ITE trip generation rates, the proposed project is forecast to generate 632 daily trips, which include 50 a.m. peak hour trips and 66 p.m. peak hour trips. The project ITE-based trip generation is identified for use in the project site access analysis. Project Trip Distribution Forecast distribution of trips forecast to be generated by the proposed project is based on select zone run model plots provided by the City. Exhibits 8 and 9 show the forecast inbound and outbound trip percent distribution for the proposed project, which was included in ITAM traffic data for buildout conditions. EXISTING PLUS PROJECT CONDITIONS Forecasts contained in this report have been prepared by the City utilizing the ITAM forecast traffic data. Existing Plus Project Conditions Traffic Volumes Exhibit 10 shows existing plus project conditions a.m. and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 11 shows existing plus project conditions ADT volumes based on data provided by the City. Existing Plus Project Conditions Peak Hour Intersection Level of Service Table 13 summarizes existing plus project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 13

31% CULVER DR 19% 1% 51% 1% 52% SANDBURG WAY 1% MICHELSON DR 53% 10% YALE AVE 63% 3% ROSA DREW LN 34% 2% 32% 32% Legend: 10% UNIVERSITY DR 3% XX% Forecast Trip Percent Distribution Project Site Location Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh08.ai Forecast Inbound Trip Percent Distribution of Proposed Project DEC/2010 Exhibit 8

19% CULVER DR 32% 1% 1% 52% 53% 1% SANDBURG WAY MICHELSON DR 11% 54% YALE AVE 65% 3% ROSA DREW LN 32% 2% Legend: 11% UNIVERSITY DR 3% 30% 1% 29% XX% Forecast Trip Percent Distribution Project Site Location Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh09.ai Forecast Outbound Trip Percent Distribution of Proposed Project DEC/2010 Exhibit 9

Not to Scale 12/30 147/229 10/10 38/16 32/12 23/12 8/0 232/224 62/7 51/0 50/0 69/1 29/19 17/16 22/19 25/42 175/327 19/43 28/17 64/0 13/15 73/0 174/398 47/18 ROSA DREW LN YALE AVE MICHELSON DR 159/315 2253/1617 14/9 306/368 4/4 26/42 14/46 1/3 3/12 17/20 1542/2386 11/3 81/30 152/46 34/35 1955/1304 88/60 995/2020 UNIVERSITY DR 13/31 1856/1175 436/485 13/26 26/61 47/37 704/494 29/46 60/34 26/40 912/1907 35/60 Existing Plus Project AM/PM Peak Hour Intersection Volumes Exhibit 10 DEC/2010 37/36 285/178 62/33 39/54 11/31 126/70 18/14 38/20 39/31 CULVER DR 16/54 139/498 121/102 SANDBURG WAY 319/227 213/139 124/130 24/41 1190/1429 181/182 AM/PM Intersection Volumes Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh10.ai 245/463 1408/1046 459/227 194/585 84/365 110/193 Legend: XX/XX

30,500 30,000 Not to Scale ROSA DREW LN YALE AVE MICHELSON DR 5,900 5,600 5,800 47,800 1,650 6,400 1,850 1,000 41,400 UNIVERSITY DR Existing Plus Project Roadway Segment ADT DEC/2010 Exhibit 11 8,700 CULVER DR 15,900 13,500 SANDBURG WAY Legend: X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh11.ai

Table 13 Existing and Existing Plus Project Conditions AM & PM Peak Hour LOS of Study Intersections Existing Conditions Existing Plus Project Conditions Study Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour V/C Delay LOS V/C Delay LOS V/C Delay LOS Change in V/C or Delay Significant Impact? V/C Delay LOS Change in V/C or Delay Significant Impact? Culver Dr/Michelson Dr 1 0.55 N/A A 0.77 N/A C 0.56 N/A A 0.01 No 0.77 N/A C 0.00 No Sandburg Wy/Michelson Dr 2 N/A 10.4 B N/A 15.3 C N/A 10.5 B 0.10 No N/A 15.6 C 0.30 No Yale Ave/Michelson Dr 2 N/A 10.6 B N/A 12.5 B N/A 10.9 B 0.30 No N/A 12.7 B 0.20 No Yale Ave/University Dr 1 0.72 N/A C 0.66 N/A B 0.73 N/A C 0.01 No 0.66 N/A B 0.00 No Rosa Drew Ln/Michelson Dr 2 N/A 8.9 A N/A 10.9 B N/A 9.0 A 0.10 No N/A 11.1 B 0.20 No Ridgeline Dr-Rosa Drew Ln 1 0.78 N/A C 0.92 N/A E 0.78 N/A C 0.00 No 0.92 N/A E 0.00 No /University Dr Michelson Dr/University Dr 1 0.61 N/A B 0.90 N/A D 0.61 N/A B 0.00 No 0.90 N/A D 0.00 No Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; Change in V/C or Delay = change in V/C ratio or delay in seconds; N/A = not applicable; deficient intersection operation shown in bold. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. 14

As shown in Table 13, with the addition of project-generated trips, all the study intersections are forecast to operate at an acceptable LOS (LOS D or better) according to City of Irvine performance criteria with the exception of the Rosa Drew Lane/University Drive intersection during the a.m. peak hour only for existing plus project conditions. As also shown in Table 13, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study intersections, and based on City-established thresholds of significance, the addition of project-generated trips is forecast to result in no significant impacts at the study intersections for existing plus project conditions since the LOS at the Rosa Drew Lane/University Drive intersection does not change with implementation of the project. Existing Plus Project Conditions Roadway Segment ADT Analysis Existing plus project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 11). Table 14 summarizes the study roadway segment ADT analysis for forecast existing plus project conditions. Table 14 Existing and Existing Plus Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity Existing Conditions Existing Plus Project Conditions ADT V/C LOS ADT V/C LOS Change in V/C Significant Impact? University Dr from Rosa Drew Ln to Yale Ave 32,000 30,000 0.94 E 30,000 0.94 E 0.00 No University Dr from Rosa Drew Ln to Michelson Dr 32,000 41,400 1.29 F 41,400 1.29 F 0.00 No Rosa Drew Ln from Michelson Dr to University Dr 13,000 1,650 0.13 A 1,650 0.13 A 0.00 No Michelson Dr west of Rosa Drew Ln 18,000 5,500 0.31 A 5,600 0.31 A 0.00 No Michelson Dr west of Yale Ave 18,000 5,700 0.32 B 5,900 0.33 B 0.01 No Note: V/C = volume to capacity ratio; Change in V/C = change in V/C ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 14, with the addition of project-generated trips, the following study roadway segments are forecast to continue to operate at a deficient LOS (LOS E or worse) for existing plus project conditions: University Drive from Rosa Drew Lane to Yale Avenue; and University Drive from Rosa Drew Lane to Michelson Drive. As also shown in Table 14, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments for existing plus project conditions. Existing Plus Project Conditions Arterial Peak Hour Link Analysis Existing plus project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Existing plus project conditions roadway segment peak hour link analysis volumes are derived by adding trips associated with the proposed project to existing volumes. Table 15 summarizes existing plus project conditions roadway segment peak hour link analysis. 15

Table 15 University Drive Existing and Existing Plus Project Conditions Roadway Segment Peak Hour Link Analysis Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Number of Lanes/ Capacity 1 2/3,200 2/3,200 2/3,200 2/3,200 2/3,200 2/3,200 2/3,200 3/4,800 Existing Conditions Existing Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS Volume V/C LOS 1,082 1,978 1,076 2,294 1,629 2,417 1,852 2,272 0.34 A 0.62 B 0.34 A 0.72 C 0.51 A 0.76 C 0.58 A 0.47 A 2,068 1,338 2,042 1,690 2,423 1,925 2,795 1,670 0.65 B 0.42 A 0.64 B 0.53 A 0.76 C 0.60 A 0.87 D 0.35 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 1,083 1,978 1,076 2,294 1,630 2,417 1,869 2,272 0.34 A 0.62 B 0.34 A 0.72 C 0.51 A 0.76 C 0.58 A 0.47 A Change in V/C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Significant Impact? No No No No No No No No Volume 2,072 1,338 2,042 1,694 2,423 1,934 2,798 1,670 V/C LOS 0.65 B 0.42 A 0.64 B 0.53 A 0.76 C 0.60 A 0.87 D 0.35 A Change in V/C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Significant Impact? No No No No No No No No 16

As shown in Table 15, with the addition of project-generated trips, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for existing plus project conditions. As also shown in Table 15, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 14) over a 24-hour period for existing plus project conditions, the associated University Drive roadway segment west of Michelson Drive is operating at an acceptable LOS (LOS D or better) during both the a.m. and p.m. peak hours, which are the key to overall roadway segment operation. As also shown in Table 15, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments during both the a.m. and p.m. peak hours for existing plus project conditions. YEAR 2015 (INTERIM) WITHOUT PROJECT CONDITIONS Year 2015 (interim) scenario includes addition of trips forecast to be generated by approved projects identified by City staff, as well as affects of background traffic growth. To determine the impacts of the proposed project, year 2015 (interim) without project conditions are examined prior to year 2015 (interim) with project conditions. Year 2015 (Interim) Without Project Conditions Traffic Volumes Year 2015 (interim) without project conditions traffic volumes and forecasts are based on data provided by the City. The forecasts provided by the City reflect removal of the school uses on the project site. Exhibit 12 shows year 2015 (interim) without project conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 13 shows year 2015 (interim) without project conditions study roadway segment ADT volumes based on data provided by the City. Year 2015 (Interim) Without Project Conditions Peak Hour Intersection Level of Service Table 16 summarizes year 2015 (interim) without project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 17

Not to Scale 10/32 263/324 19/15 28/15 36/12 26/12 12/3 320/322 68/10 54/3 46/9 80/7 27/22 11/14 31/24 28/45 255/452 45/63 27/8 69/2 14/20 111/5 241/469 58/51 41/43 379/270 60/37 24/18 30/18 45/34 CULVER DR 45/58 9/26 126/76 20/51 240/604 130/105 ROSA DREW LN YALE AVE MICHELSON DR 320/363 2002/1561 24/20 469/501 7/3 25/37 6/33 1/6 3/21 29/21 1635/2127 9/7 55/14 95/26 20/35 2045/1404 40/35 1115/1986 SANDBURG WAY 249/354 133/173 108/192 16/80 1004/1609 139/291 UNIVERSITY DR 8/22 1653/1205 398/598 22/11 86/62 53/28 Project Site Location 730/456 46/43 54/48 27/35 918/1763 46/80 Year 2015 (Interim) Without Project AM/PM Peak Hour Intersection Volumes Exhibit 12 H:\pdata\10107044\Traffic\Exhibits\Exh12.ai DEC/2010 229/651 1524/814 278/305 208/317 155/200 177/193 Legend: XX/XX

36,000 33,500 Not to Scale ROSA DREW LN YALE AVE MICHELSON DR 7,000 9,700 6,900 6,900 52,900 1,700 7,700 1,800 1,100 46,100 UNIVERSITY DR Year 2015 (Interim) Without Project Roadway Segment ADT DEC/2010 Exhibit 13 CULVER DR 17,100 14,800 SANDBURG WAY Legend: X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh13.ai

Table 16 Year 2015 (Interim) Without Project Conditions AM & PM Peak Hour LOS of Study Intersections Study Intersection AM Peak Hour V/C Delay LOS PM Peak Hour V/C Delay LOS Culver Dr/Michelson Dr 1 0.54 N/A A 0.80 N/A C Sandburg Wy/Michelson Dr 2 N/A 13.0 B N/A 28.0 D Yale Ave/Michelson Dr 2 N/A 13.5 B N/A 16.9 C Yale Ave/University Dr 1 0.71 N/A C 0.64 N/A B Rosa Drew Ln/Michelson Dr 2 N/A 10.8 B N/A 15.8 C Ridgeline Dr-Rosa Drew Ln /University Dr 1 0.79 N/A C 0.85 N/A D Michelson Dr/University Dr 1 0.68 N/A B 0.86 N/A D Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. As shown in Table 16, all study intersections are forecast to operate at an acceptable LOS (LOS D or better) according to City of Irvine performance criteria for forecast year 2015 (interim) without project conditions. It should be noted, due to changes in the distribution of traffic patterns as identified in the ITAM data, the Ridgeline Drive-Rosa Drew Lane/University Drive intersection is projected to have different traffic levels resulting in a better level of service than is now experienced during existing conditions. Year 2015 (Interim) Without Project Conditions Roadway Segment ADT Analysis Year 2015 (interim) without project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 13). The forecasts provided by the City reflect removal of the school uses on the project site. Table 17 summarizes the roadway segment ADT analysis for year 2015 (interim) without project conditions. 18

Table 17 Year 2015 (Interim) Without Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity ADT V/C - LOS University Dr from Rosa Drew Ln to Yale Ave 32,000 33,500 1.05 F University Dr from Rosa Drew Ln to Michelson Dr 32,000 46,100 1.44 F Rosa Drew Ln from Michelson Dr to University Dr 13,000 1,700 0.13 A Michelson Dr west of Rosa Drew Ln 18,000 6,900 0.38 A Michelson Dr west of Yale Ave 18,000 7,000 0.39 A Note: V/C = volume to capacity ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 17, according to City of Irvine performance criteria, the following two study roadway segments are forecast to operate at a deficient LOS (LOS F) for year 2015 (interim) without project conditions: University Drive from Rosa Drew Lane to Yale Avenue; and University Drive from Rosa Drew Lane to Michelson Drive. Year 2015 (Interim) Without Project Conditions Arterial Peak Hour Link Analysis Year 2015 (interim) without project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Table 18 summarizes year 2015 (interim) without project conditions roadway segment peak hour link analysis. Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Table 18 University Drive Year 2015 (Interim) Without Project Conditions Roadway Segment Peak Hour Link Analysis Number of Lanes 2 2 2 2 2 2 2 3 Capacity 1 AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS 3,200 3,200 3,200 3,200 3,200 3,200 3,200 4,800 1,155 2,065 1,170 2,140 1,673 2,346 2,110 2,030 0.36 A 0.65 B 0.37 A 0.67 B 0.52 A 0.73 C 0.66 B 0.42 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 2,021 1,439 2,000 1,825 2,230 1,944 2,661 1,619 0.63 B 0.45 A 0.63 B 0.57 A 0.70 B 0.61 A 0.83 D 0.34 A 19

As shown in Table 18, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for year 2015 (interim) without project conditions. As also shown in Table 18, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 17) over a 24-hour period for year 2015 (interim) without project conditions, the associated University Drive roadway segment west of Michelson Drive is forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. and p.m. peak hours, which are the key to overall roadway segment operation. YEAR 2015 (INTERIM) WITH PROJECT CONDITIONS Year 2015 (Interim) With Project Conditions Traffic Volumes Year 2015 (interim) with project conditions traffic volumes and forecasts are based on data provided by the City. Exhibit 14 shows year 2015 (interim) with project conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 15 shows year 2015 (interim) with project conditions study roadway segment ADT volumes based on data provided by the City. Year 2015 (Interim) With Project Conditions Peak Hour Intersection Level of Service Table 19 summarizes year 2015 (interim) with project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 20

Not to Scale 10/32 254/336 18/13 28/15 36/11 25/13 12/3 328/323 69/10 56/4 46/10 78/7 28/22 11/13 31/24 29/45 264/447 45/57 28/9 68/3 14/20 109/5 246/478 55/50 42/44 385/280 63/38 25/19 30/18 44/34 CULVER DR 46/60 9/26 125/76 19/50 241/612 129/104 ROSA DREW LN YALE AVE MICHELSON DR 312/374 1987/1563 24/20 480/501 7/3 25/36 6/33 1/6 3/21 28/20 1639/2116 9/7 55/17 96/33 19/40 2034/1407 41/40 1115/1973 SANDBURG WAY 252/361 138/174 110/195 16/80 1000/1627 142/293 UNIVERSITY DR 8/22 1634/1208 397/592 22/11 86/62 52/28 AM/PM Intersection Volumes Project Site Location 730/457 46/43 54/47 27/35 917/1757 46/77 Year 2015 (Interim) With Project AM/PM Peak Hour Intersection Volumes Exhibit 14 H:\pdata\10107044\Traffic\Exhibits\Exh14.ai DEC/2010 227/651 1523/815 282/305 210/318 157/199 181/193 Legend: XX/XX

35,900 33,400 Not to Scale ROSA DREW LN YALE AVE MICHELSON DR 7,100 9,800 7,000 7,000 52,900 1,700 7,900 1,800 1,200 46,000 UNIVERSITY DR Forecast Year 2015 (Interim) With Project Roadway Segment ADT DEC/2010 Exhibit 15 CULVER DR 17,300 14,900 SANDBURG WAY Legend: X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh15.ai

Table 19 Year 2015 (Interim) Without Project Conditions and Year 2015 (Interim) With Project Conditions AM & PM Peak Hour LOS of Study Intersections Year 2015 (Interim) Without Project Conditions Year 2015 (Interim) With Project Conditions Study Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour V/C Delay LOS V/C Delay LOS V/C Delay LOS Change in V/C or Delay Significant Impact? V/C Delay LOS Change in V/C or Delay Significant Impact? Culver Dr/Michelson Dr 1 0.54 N/A A 0.80 N/A C 0.54 N/A A 0.00 No 0.80 N/A C 0.00 No Sandburg Wy/Michelson Dr 2 N/A 13.0 B N/A 28.0 D N/A 13.2 B 0.20 No N/A 29.9 D 1.90 No Yale Ave/Michelson Dr 2 N/A 13.5 B N/A 16.9 C N/A 13.8 B 0.30 No N/A 17.5 C 0.60 No Yale Ave/University Dr 1 0.71 N/A C 0.64 N/A B 0.71 N/A C 0.00 No 0.64 N/A B 0.00 No Rosa Drew Ln/Michelson Dr 2 N/A 10.8 B N/A 15.8 C N/A 10.8 B 0.00 No N/A 15.6 C -0.20 No Ridgeline Dr-Rosa Drew Ln /University Dr 1 0.79 N/A C 0.85 N/A D 0.79 N/A C 0.00 No 0.85 N/A D 0.00 No Michelson Dr/University Dr 1 0.68 N/A B 0.86 N/A D 0.68 N/A B 0.00 No 0.85 N/A D -0.01 No Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; Change in V/C or Delay = change in V/C ratio or delay in seconds; N/A = not applicable. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. 21

As shown in Table 19, with the addition of project-generated trips, all study intersections are forecast to continue to operate at an acceptable LOS (LOS D or better) during the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for year 2015 (interim) with project conditions. As also shown in Table 19, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study intersections; furthermore, based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impacts at the study intersections for year 2015 (interim) with project conditions. Year 2015 (Interim) With Project Conditions Roadway Segment ADT Analysis Year 2015 (interim) with project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 15). Table 20 summarizes the roadway segment ADT analysis for year 2015 (interim) with project conditions. Table 20 Year 2015 (Interim) Without Project Conditions and Year 2015 (Interim) With Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity Year 2015 (Interim) Without Project Conditions Year 2015 (Interim) With Project Conditions ADT V/C LOS ADT V/C LOS Change in V/C Significant Impact? University Dr from Rosa Drew Ln to Yale Ave 32,000 33,500 1.05 F 33,400 1.04 F -0.01 No University Dr from Rosa Drew Ln to Michelson Dr 32,000 46,100 1.44 F 46,000 1.44 F 0.00 No Rosa Drew Ln from Michelson Dr to University Dr 13,000 1,700 0.13 A 1,700 0.13 A 0.00 No Michelson Dr west of Rosa Drew Ln 18,000 6,900 0.38 A 7,000 0.39 A 0.01 No Michelson Dr west of Yale Ave 18,000 7,000 0.39 A 7,100 0.39 A 0.00 No Note: V/C = volume to capacity ratio; Change in V/C = change in V/C ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 20, with the addition of project-generated trips, the following two study roadway segments are forecast to continue to operate at a deficient LOS (LOS F) for year 2015 (interim) with project conditions: University Drive from Rosa Drew Lane to Yale Avenue; and University Drive from Rosa Drew Lane to Michelson Drive. As also shown in Table 20, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments for year 2015 (interim) with project conditions. 22

Year 2015 (Interim) With Project Conditions Arterial Peak Hour Link Analysis Year 2015 (interim) with project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Year 2015 (interim) with project conditions roadway segment peak hour link analysis volumes are derived by adding trips associated with the proposed project to year 2015 (interim) without project conditions. Table 15 summarizes year 2015 (interim) with project conditions roadway segment peak hour link analysis. 23

Table 21 University Drive Year 2015 (Interim) Without Project Conditions and Year 2015 (Interim) With Project Conditions Roadway Segment Peak Hour Link Analysis Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Number of Lanes/ Capacity 1 2/3,200 2/3,200 2/3,200 2/3,200 2/3,200 2/3,200 2/3,200 3/4,800 Year 2015 Conditions Year 2015 With Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS Volume V/C LOS 1,155 2,065 1,170 2,140 1,673 2,346 2,110 2,030 0.36 A 0.65 B 0.37 A 0.67 B 0.52 A 0.73 C 0.66 B 0.42 A 2,021 1,439 2,000 1,825 2,230 1,944 2,661 1,619 0.63 B 0.45 A 0.63 B 0.57 A 0.70 B 0.61 A 0.83 D 0.34 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 1,156 2,053 1,170 2,130 1,676 2,323 2,125 2,015 0.36 A 0.64 B 0.37 A 0.67 B 0.52 A 0.73 C 0.66 B 0.42 A Change in V/C 0.00-0.01 0.00 0.00 0.00 0.00 0.00 0.00 Significant Impact? No No No No No No No No Volume 2,013 1,447 1,990 1,822 2,225 1,957 2,650 1,620 V/C LOS 0.63 B 0.45 A 0.62 B 0.57 A 0.70 B 0.61 A 0.83 D 0.34 A Change in V/C 0.00 0.00-0.01 0.00 0.00 0.00 0.00 0.00 Significant Impact? No No No No No No No No 24

As shown in Table 21, with the addition of project-generated trips, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for year 2015 (interim) with project conditions. As also shown in Table 21, while the University Drive roadway segments between Rosa Drew Lane and Yale Avenue and between Rosa Drew Lane and Michelson Drive are calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 20) over a 24-hour period for year 2015 (interim) with project conditions, the associated University Drive roadway segments between Yale Avenue and Michelson Drive are operating at an acceptable LOS (LOS D or better) during both the a.m. and p.m. peak hours, which are the key to overall roadway segment operation. As also shown in Table 21, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments during both the a.m. peak hour and p.m. peak hour for year 2015 (interim) with project conditions. POST-2030 WITHOUT PROJECT CONDITIONS Post-2030 without project conditions includes addition of trips forecast to be generated by cumulative projects as identified by City staff. To determine the impacts of the proposed project, post-2030 without project conditions are examined prior to post-2030 with project conditions. Post-2030 Without Project Conditions Traffic Volumes Post-2030 without project conditions traffic volumes and forecasts are based on data provided by the City. The forecasts provided by the City reflect removal of the school uses on the project site. Exhibit 16 shows post-2030 without project conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 17 shows post- 2030 without project conditions study roadway segment ADT volumes based on data provided by the City. Post-2030 Without Project Conditions Peak Hour Intersection Level of Service Table 22 summarizes post-2030 without project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 25

Not to Scale 6/26 260/401 18/19 27/12 42/14 31/14 40/138 218/232 140/11 237/111 276/173 156/85 40/28 12/17 59/45 32/46 374/461 80/97 33/26 191/201 8/23 221/111 212/442 67/26 40/42 343/262 57/39 55/55 9/24 116/72 ROSA DREW LN YALE AVE MICHELSON DR 319/432 2267/1843 23/21 543/502 7/3 30/36 6/33 1/6 3/21 31/21 1901/2266 9/7 106/36 368/160 25/87 2439/1754 105/163 1357/2029 UNIVERSITY DR 10/23 1979/1497 373/575 21/18 79/85 62/49 742/480 64/43 69/54 46/34 1167/1842 58/70 Post-2030 Without Project AM/PM Peak Hour Intersection Volumes Exhibit 16 DEC/2010 29/16 29/18 41/36 CULVER DR 21/54 315/649 134/103 SANDBURG WAY 223/329 136/201 90/190 14/96 904/1779 143/404 AM/PM Intersection Volumes Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh16.ai 256/654 1712/802 382/355 306/322 211/220 243/208 Legend: XX/XX

45,200 39,100 Not to Scale ROSA DREW LN YALE AVE MICHELSON DR 7,900 8,200 8,300 58,800 2,000 8,500 5,200 5,000 51,000 UNIVERSITY DR Post-2030 Without Project Roadway Segment ADT DEC/2010 Exhibit 17 10,500 CULVER DR 18,100 15,700 SANDBURG WAY Legend: X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh17.ai

Table 22 Post-2030 Without Project Conditions AM & PM Peak Hour LOS of Study Intersections Study Intersection AM Peak Hour V/C Delay LOS PM Peak Hour V/C Delay LOS Culver Dr/Michelson Dr 1 0.60 N/A A 0.85 N/A D Sandburg Wy/Michelson Dr 2 N/A 13.1 B N/A 35.8 E Yale Ave/Michelson Dr 2 N/A 22.7 C N/A 32.4 D Yale Ave/University Dr 1 0.76 N/A C 0.67 N/A B Rosa Drew Ln/Michelson Dr 2 N/A 14.3 B N/A 20.4 C Ridgeline Dr-Rosa Drew Ln /University Dr 1 0.78 N/A C 0.87 N/A D Michelson Dr/University Dr 1 0.78 N/A C 0.90 N/A D Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; deficient intersection operation shown in bold. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. As shown in Table 22, the study intersections are forecast to operate at an acceptable LOS (LOS D or better) according to City of Irvine performance criteria for post-2030 without project conditions with the exception of the Sandburg Way/Michelson Drive intersection during the p.m. peak hour. Post-2030 Without Project Conditions Roadway Segment ADT Analysis Post-2030 without project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 17). The forecasts provided by the City reflect removal of the school uses on the project site. Table 23 summarizes the roadway segment ADT analysis for post-2030 without project conditions. Table 23 Post-2030 Without Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity ADT V/C LOS University Dr from Rosa Drew Ln to Yale Ave 40,000 39,100 0.98 E University Dr from Rosa Drew Ln to Michelson Dr 32,000 51,000 1.59 F Rosa Drew Ln from Michelson Dr to University Dr 13,000 2,000 0.15 A Michelson Dr west of Rosa Drew Ln 18,000 8,200 0.46 A Michelson Dr west of Yale Ave 18,000 7,900 0.44 A Note: V/C = volume to capacity ratio; deficient operation shown in bold. Source: City provided ITAM data. 26

As shown in Table 23, according to City of Irvine performance criteria, the study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) for post-2030 without project conditions with the exception of University Drive from Rosa Drew lane to Michelson Drive. Post-2030 Without Project Conditions Arterial Peak Hour Link Analysis Post-2030 without project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Table 24 summarizes post-2030 without project conditions roadway segment peak hour link analysis. Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Table 24 University Drive Post-2030 Roadway Segment Peak Hour Link Analysis Number of Lanes 2 3 2 3 2 2 3 3 Capacity 1 AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS 3,200 4,800 3,200 4,800 3,200 3,200 4,800 4,800 1,462 2,464 1,463 2,807 1,941 2,609 2,450 2,300 0.46 A 0.51 A 0.46 A 0.58 A 0.61 A 0.82 D 0.51 A 0.48 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 2,192 1,841 2,065 2,095 2,340 2,296 2,801 1,900 0.69 B 0.38 A 0.65 B 0.44 A 0.73 C 0.72 C 0.58 A 0.40 A As shown in Table 24, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for post-2030 without project conditions. As also shown in Table 24, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 23) over a 24-hour period for post-2030 without project conditions, the associated University Drive roadway segment west of Michelson Drive is forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour for post-2030 without project conditions, which are the key to overall roadway segment operation. POST-2030 WITH PROJECT CONDITIONS This section analyzes the impact of the addition of trips forecast to be generated by the proposed project to post-2030 without project conditions traffic volumes. 27

Post-2030 With Project Conditions Traffic Volumes Post-2030 with project conditions traffic volumes and forecasts are based on data provided by the City. Exhibit 18 shows post-2030 with project conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 19 shows post-2030 with project conditions study roadway segment ADT volumes based on data provided by the City. Post-2030 With Project Conditions Peak Hour Intersection Level of Service Table 25 summarizes post-2030 with project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 28

Not to Scale 6/27 258/410 19/19 27/12 42/14 29/14 39/138 225/232 144/11 232/112 278/173 159/85 41/28 12/17 56/45 31/46 385/461 80/97 33/27 190/201 8/23 223/111 217/451 71/26 ROSA DREW LN YALE AVE MICHELSON DR 319/442 2287/1852 23/21 553/503 7/3 30/36 6/33 1/6 3/21 30/22 1891/2274 9/7 105/35 369/161 25/86 2471/1759 105/164 1345/2025 UNIVERSITY DR 10/24 1997/1502 372/578 23/18 83/84 66/48 741/482 64/42 68/53 46/34 1157/1846 55/68 Post-2030 With Project AM/PM Peak Hour Intersection Volumes Exhibit 18 DEC/2010 39/42 347/262 53/39 52/55 9/24 119/72 28/16 28/18 43/36 CULVER DR 22/54 320/649 138/103 SANDBURG WAY 224/329 137/201 90/190 14/96 905/1779 143/404 AM/PM Intersection Volumes Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh18.ai 262/654 1683/802 379/355 301/322 214/220 237/208 Legend: XX/XX

45,300 Not to Scale CULVER DR 18,300 ROSA DREW LN YALE AVE MICHELSON DR 8,000 10,600 15,900 8,300 8,400 59,000 1,900 SANDBURG WAY 8,600 5,300 5,100 51,000 UNIVERSITY DR Legend: 39,100 X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh19.ai DEC/2010 Post-2030 With Project Roadway Segment ADT Exhibit 19

Table 25 Post-2030 Without Project Conditions and Post-2030 With Project Conditions AM & PM Peak Hour LOS of Study Intersections Post-2030 Without Project Conditions Post-2030 With Project Conditions Study Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour V/C Delay LOS V/C Delay LOS V/C Delay LOS Change in V/C or Delay Significant Impact? V/C Delay LOS Change in V/C or Delay Significant Impact? Culver Dr/Michelson Dr 1 0.60 N/A A 0.85 N/A D 0.60 N/A A 0.00 No 0.85 N/A D 0.00 No Sandburg Wy/Michelson Dr 2 N/A 13.1 B N/A 35.8 E N/A 13.3 B 0.20 No N/A 35.8 E 0.00 No Yale Ave/Michelson Dr 2 N/A 22.7 C N/A 32.4 D N/A 23.2 C 0.50 No N/A 34.2 D 1.80 No Yale Ave/University Dr 1 0.76 N/A C 0.67 N/A B 0.76 N/A C 0.00 No 0.67 N/A B 0.00 No Rosa Drew Ln/Michelson Dr 2 N/A 14.3 B N/A 20.4 C N/A 14.6 B 0.30 No N/A 20.7 C 0.30 No Ridgeline Dr-Rosa Drew Ln 1 0.78 N/A C 0.87 N/A D 0.80 N/A C 0.02 No 0.87 N/A D 0.00 No /University Dr Michelson Dr/University Dr 1 0.78 N/A C 0.90 N/A D 0.78 N/A C 0.00 No 0.90 N/A D 0.00 No Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; Change in V/C or Delay = change in V/C ratio or delay in seconds; deficient intersection operation shown in bold; N/A = not applicable. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. 29

As shown in Table 25, with the addition of project-generated trips, the study intersections are forecast to continue to operate at an acceptable LOS (LOS D or better) during the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for post-2030 with project conditions with the exception of the Sandburg Way/Michelson Drive intersection during the p.m. peak hour. As also shown in Table 25, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study intersections, and based on City-established thresholds of significance, the addition of project-generated trips is forecast to result in no significant impacts at the study intersections for post-2030 with project conditions since the LOS at the Rosa Drew Lane/University Drive intersection does not change with implementation of the project. Forecast for Post-2030 With Project Conditions Signal Warrant Analysis An MUTCD signal warrant analysis was prepared to determine if signalization is projected to be warranted at the Sandburg Way/Michelson Drive study intersection for the following the signal warrants: Minimum Vehicular Traffic Warrant; Interruption of Continuous Traffic Warrant; and Combinations Warrant. Table 26 summarizes the results of the post-2030 with project traffic signal warrants for the Sandburg Way/Michelson Drive study intersections; detailed traffic signal warrant sheets are contained in Appendix C. Study Intersection Table 26 Post-2030 With Project Conditions Traffic Signal Warrant Analysis Summary Minimum Vehicular Traffic Warrant Satisfied? Warrant Type Interruption of Continuous Traffic Warrant Satisfied? Combinations Warrant Satisfied? Signalization of Intersection Warranted? Sandburg Way/Michelson Drive No No No No As shown in Table 26, the traffic signal warrants are not satisfied at the Sandburg Way/Michelson Drive intersection for post-2030 with project conditions. Post-2030 With Project Conditions Roadway Segment ADT Analysis Post-2030 with project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 19). Table 27 summarizes the roadway segment ADT analysis for post-2030 with project conditions. 30

Table 27 Post-2030 Without Project Conditions and Post-2030 With Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity Post-2030 Without Project Conditions Post-2030 With Project Conditions ADT V/C LOS ADT V/C LOS Change in V/C Significant Impact? University Dr from Rosa Drew Ln to Yale Ave 40,000 39,100 0.98 E 39,100 0.98 E 0.00 No University Dr from Rosa Drew Ln to Michelson Dr 32,000 51,000 1.59 F 51,000 1.59 F 0.00 No Rosa Drew Ln from Michelson Dr to University Dr 13,000 2,000 0.15 A 1,900 0.15 A 0.00 No Michelson Dr west of Rosa Drew Ln 18,000 8,200 0.46 A 8,300 0.46 A 0.00 No Michelson Dr west of Yale Ave 18,000 7,900 0.44 A 8,000 0.44 A 0.00 No Note: V/C = volume to capacity ratio; Change in V/C = change in V/C ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 27, with the addition of project-generated trips, the study roadway segments are forecast to continue to operate at an acceptable LOS (LOS D or better) for post-2030 with project conditions with the exception of University Drive from Rosa Drew Land to Michelson Drive. As also shown in Table 27, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments for post-2030 with project conditions. Post-2030 With Project Conditions Arterial Peak Hour Link Analysis Post-2030 with project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Post-2030 with project conditions roadway segment peak hour link analysis volumes are derived by adding trips associated with the proposed project to year post-2030 without project conditions. Table 28 summarizes post-2030 with project conditions roadway segment peak hour link analysis. 31

Table 28 University Drive Post-2030 Without Project Conditions and Post-2030 With Project Conditions Roadway Segment Peak Hour Link Analysis Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Number of Lanes/ Capacity 1 2/3,200 3/4,800 2/3,200 3/4,800 2/3,200 2/3,200 3/4,800 3/4,800 Post-2030 Conditions Post-2030 With Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS Volume V/C LOS 1,462 2,464 1,463 2,807 1,941 2,609 2,450 2,300 0.46 A 0.51 A 0.46 A 0.58 A 0.61 A 0.82 D 0.51 A 0.48 A 2,192 1,841 2,065 2,095 2,340 2,296 2,801 1,900 0.69 B 0.38 A 0.65 B 0.44 A 0.73 C 0.72 C 0.58 A 0.40 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 1,450 2,496 1,450 2,840 1,930 2,629 2,450 2,320 0.45 A 0.52 A 0.45 A 0.59 A 0.60 A 0.82 D 0.51 A 0.48 A Change in V/C -0.01 0.01-0.01 0.01-0.01 0.00 0.00 0.00 Significant Impact? No No No No No No No No Volume 2,189 1,845 2,060 2,104 2,346 2,315 2,810 1,909 V/C LOS 0.68 B 0.38 A 0.64 B 0.44 A 0.73 C 0.72 C 0.59 A 0.40 A Change in V/C -0.01 0.00-0.01 0.00 0.00 0.00 0.01 0.00 Significant Impact? No No No No No No No No 32

As shown in Table 28, with the addition of project-generated trips, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for post- 2030 with project conditions. As also shown in Table 28, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 27) over a 24-hour period for post-2030 with project conditions, the associated University Drive roadway segment west of Michelson Drive is operating at an acceptable LOS (LOS D or better) during both the a.m. and p.m. peak hours, which are the key to overall roadway segment operation. As also shown in Table 28, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments during both the a.m. peak hour and p.m. peak hour for post-2030 with project conditions. POST-2030 PENDING WITHOUT PROJECT CONDITIONS Post-2030 pending without project conditions includes addition of trips forecast to be generated by cumulative projects as identified by City staff including those whoe approvals are still pending. To determine the impacts of the proposed project, post-2030 pending without project conditions are examined prior to post-2030 pending with project conditions. Post-2030 Pending Without Project Conditions Traffic Volumes Post-2030 pending without project conditions traffic volumes and forecasts are based on data provided by the City. The forecasts provided by the City reflect removal of the school uses on the project site and consideration of projects having pending approvals. Exhibit 20 shows post-2030 pending without project conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 21 shows post-2030 pending without project conditions study roadway segment ADT volumes based on data provided by the City. Post-2030 Pending Without Project Conditions Peak Hour Intersection Level of Service Table 29 summarizes post-2030 pending without project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 33

Not to Scale 6/27 247/410 19/19 28/11 43/14 28/14 39/136 206/237 133/11 235/109 277/173 156/89 43/28 13/17 54/46 31/46 378/451 78/97 32/26 192/202 8/24 229/112 213/435 69/26 39/42 326/262 54/39 29/16 29/18 41/36 CULVER DR 54/54 9/24 116/72 22/54 320/639 138/103 ROSA DREW LN YALE AVE MICHELSON DR 309/433 2286/1863 23/21 552/492 8/3 31/36 6/33 1/6 3/21 30/21 1912/2255 9/7 103/35 362/161 25/86 2458/1769 105/164 1357/2015 SANDBURG WAY 221/333 125/204 86/183 14/92 909/1782 133/406 UNIVERSITY DR 10/24 1990/1511 375/579 21/18 79/84 62/48 AM/PM Intersection Volumes Project Site Location 742/481 64/42 68/53 46/34 1167/1836 57/68 Post-2030 Pending Without Project AM/PM Peak Hour Intersection Volumes Exhibit 20 H:\pdata\10107044\Traffic\Exhibits\Exh20.ai DEC/2010 258/654 1679/796 362/370 320/325 219/214 245/201 Legend: XX/XX

45,200 39,000 Not to Scale ROSA DREW LN YALE AVE MICHELSON DR 7,800 10,400 7,100 8,200 58,800 1,900 8,500 5,000 5,200 51,000 UNIVERSITY DR Post-2030 Pending Without Project Roadway Segment ADT DEC/2010 Exhibit 21 CULVER DR 18,100 15,700 SANDBURG WAY Legend: X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh21.ai

Table 29 Post-2030 Without Project Conditions AM & PM Peak Hour LOS of Study Intersections Study Intersection AM Peak Hour V/C Delay LOS PM Peak Hour V/C Delay LOS Culver Dr/Michelson Dr 1 0.60 N/A A 0.85 N/A D Sandburg Wy/Michelson Dr 2 N/A 12.9 B N/A 33.6 D Yale Ave/Michelson Dr 2 N/A 22.5 C N/A 31.3 D Yale Ave/University Dr 1 0.75 N/A C 0.66 N/A B Rosa Drew Ln/Michelson Dr 2 N/A 14.6 B N/A 20.0 C Ridgeline Dr-Rosa Drew Ln /University Dr 1 0.79 N/A C 0.87 N/A D Michelson Dr/University Dr 1 0.78 N/A C 0.88 N/A D Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; deficient intersection operation shown in bold. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. As shown in Table 29, alll of the study intersections are forecast to operate at an acceptable LOS (LOS D or better) according to City of Irvine performance criteria for post-2030 pending without project conditions. Post-2030 Pending Without Project Conditions Roadway Segment ADT Analysis Post-2030 pending without project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 21). The forecasts provided by the City reflect removal of the school uses on the project site. Table 30 summarizes the roadway segment ADT analysis for post-2030 pending without project conditions. Table 30 Post-2030 Pending Without Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity ADT V/C LOS University Dr from Rosa Drew Ln to Yale Ave 40,000 39,000 0.98 E University Dr from Rosa Drew Ln to Michelson Dr 32,000 51,000 1.59 F Rosa Drew Ln from Michelson Dr to University Dr 13,000 1,900 0.15 A Michelson Dr west of Rosa Drew Ln 18,000 8,200 0.46 A Michelson Dr west of Yale Ave 18,000 7,800 0.43 A Note: V/C = volume to capacity ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 30, according to City of Irvine performance criteria, the study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) for post-2030 pending 34

without project conditions with the exception of University Drive from Rosa Drew lane to Michelson Drive. Post-2030 Pending Without Project Conditions Arterial Peak Hour Link Analysis Post-2030 pending without project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Table 31 summarizes post-2030 pending without project conditions roadway segment peak hour link analysis. Table 31 University Drive Post-2030 Pending Without Project Roadway Segment Peak Hour Link Analysis Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Number of Lanes 2 3 2 3 2 2 3 3 Capacity 1 AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS 3,200 4,800 3,200 4,800 3,200 3,200 4,800 4,800 1,462 2,820 1,460 2,794 1,951 2,375 2,470 2,618 0.46 A 0.59 A 0.46 A 0.58 A 0.61 A 0.74 C 0.51 A 0.55 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 2,179 1,930 2,050 2,040 2,335 2,114 2,780 2,317 0.68 B 0.40 A 0.64 B 0.43 A 0.73 C 0.66 B 0.58 A 0.48 A As shown in Table 31, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for post-2030 pending without project conditions. As also shown in Table 31, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 23) over a 24-hour period for post-2030 without project conditions, the associated University Drive roadway segment west of Michelson Drive is forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour for post-2030 pending without project conditions, which are the key to overall roadway segment operation. POST-2030 PENDING WITH PROJECT CONDITIONS This section analyzes the impact of the addition of trips forecast to be generated by the proposed project to post-2030 pending without project conditions traffic volumes. 35

Post-2030 Pending With Project Conditions Traffic Volumes Post-2030 pending with project conditions traffic volumes and forecasts are based on data provided by the City. Exhibit 22 shows post-2030 pending with project conditions a.m. peak hour and p.m. peak hour volumes at the study intersections based on data provided by the City. Exhibit 23 shows post- 2030 pending with project conditions study roadway segment ADT volumes based on data provided by the City. Post-2030 Pending With Project Conditions Peak Hour Intersection Level of Service Table 32 summarizes post-2030 pending with project conditions a.m. and p.m. peak hour LOS of the study intersections based on ICU calculations provided by the City and HCM calculations based on data supplied by the City; detailed LOS analysis worksheets are contained in Appendix B. 36

Not to Scale 6/27 249/410 18/19 28/11 42/14 29/14 41/140 218/240 139/11 241/111 273/173 155/86 42/28 12/17 56/46 32/46 394/451 81/97 33/27 191/200 8/24 228/110 216/443 68/26 34/43 341/266 55/40 29/16 29/18 42/35 CULVER DR 55/54 7/24 117/71 19/53 325/644 137/103 ROSA DREW LN YALE AVE MICHELSON DR 309/441 2276/1861 23/20 562/499 8/3 31/38 6/32 1/6 3/22 30/22 1912/2249 9/7 104/34 370/163 27/84 2450/1767 113/166 1356/2016 SANDBURG WAY 229/332 130/204 90/184 14/92 904/1783 133/405 UNIVERSITY DR 10/24 1985/1502 370/579 22/18 83/84 66/48 AM/PM Intersection Volumes Project Site Location 741/481 64/43 69/53 46/34 1167/1826 57/68 Post-2030 Pending With Project AM/PM Peak Hour Intersection Volumes Exhibit 22 H:\pdata\10107044\Traffic\Exhibits\Exh22.ai DEC/2010 257/655 1675/804 357/371 316/325 219/213 245/202 Legend: XX/XX

45,100 Not to Scale CULVER DR 18,200 ROSA DREW LN YALE AVE MICHELSON DR 8,000 10,600 15,800 7,300 8,300 58,800 1,900 SANDBURG WAY 8,600 5,100 5,300 50,800 UNIVERSITY DR Legend: 38,900 X,XXX ADT Volume Project Site Location H:\pdata\10107044\Traffic\Exhibits\Exh23.ai DEC/2010 Post-2030 Pending With Project Roadway Segment ADT Exhibit 23

Table 32 Post-2030 Pending Without Project Conditions and Post-2030 With Project Conditions AM & PM Peak Hour LOS of Study Intersections Post-2030 Pending Without Project Conditions Post-2030 Pending With Project Conditions Study Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour V/C Delay LOS V/C Delay LOS V/C Delay LOS Change in V/C or Delay Significant Impact? V/C Delay LOS Change in V/C or Delay Significant Impact? Culver Dr/Michelson Dr 1 0.60 N/A A 0.85 N/A D 0.60 N/A A 0.00 No 0.85 N/A D 0.00 No Sandburg Wy/Michelson Dr 2 N/A 12.9 B N/A 33.6 D N/A 13.3 B 0.40 No N/A 34.6 D 1.00 No Yale Ave/Michelson Dr 2 N/A 22.5 C N/A 31.3 D N/A 23.1 C 0.60 No N/A 33.1 D 1.80 No Yale Ave/University Dr 1 0.75 N/A C 0.66 N/A B 0.77 N/A C 0.02 No 0.66 N/A B 0.00 No Rosa Drew Ln/Michelson Dr 2 N/A 14.6 B N/A 20.0 C N/A 15.0 B 0.40 No N/A 20.0 C 0.00 No Ridgeline Dr-Rosa Drew Ln 1 0.79 N/A C 0.87 N/A D 0.79 N/A C 0.00 No 0.87 N/A D 0.00 No /University Dr Michelson Dr/University Dr 1 0.78 N/A C 0.88 N/A D 0.79 N/A C 0.01 No 0.89 N/A D 0.01 No Note: V/C = volume to capacity ratio; delay shown in seconds per vehicle; Change in V/C or Delay = change in V/C ratio or delay in seconds; deficient intersection operation shown in bold; N/A = not applicable. Source: City provided ITAM data for signalized intersections. 1 = Signalized intersection analyzed utilizing the ICU methodology. 2 = Unsignalized intersection analyzed utilizing the HCM methodology. 37

As shown in Table 32, with the addition of project-generated trips, all of the study intersections are forecast to continue to operate at an acceptable LOS (LOS D or better) during the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for post-2030 pending with project conditions. As also shown in Table 32, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study intersections, and based on City-established thresholds of significance, the addition of project-generated trips is forecast to result in no significant impacts at the study intersections for post-2030 pending with project conditions since the LOS at the Rosa Drew Lane/University Drive intersection does not change with implementation of the project. Post-2030 Pending With Project Conditions Signal Warrant Analysis An MUTCD signal warrant analysis was prepared to determine if signalization is projected to be warranted at the Sandburg Way/Michelson Drive study intersection for the following the signal warrants: Minimum Vehicular Traffic Warrant; Interruption of Continuous Traffic Warrant; and Combinations Warrant. Table 33 summarizes the results of the post-2030 pending with project traffic signal warrants for the Sandburg Way/Michelson Drive study intersections; detailed traffic signal warrant sheets are contained in Appendix C. Study Intersection Table 33 Post-2030 Pending With Project Conditions Traffic Signal Warrant Analysis Summary Minimum Vehicular Traffic Warrant Satisfied? Warrant Type Interruption of Continuous Traffic Warrant Satisfied? Combinations Warrant Satisfied? Signalization of Intersection Warranted? Sandburg Way/Michelson Drive No No No No As shown in Table 33, the traffic signal warrants are not satisfied at the Sandburg Way/Michelson Drive intersection for post-2030 pending with project conditions. Post-2030 Pending With Project Conditions Roadway Segment ADT Analysis Post-2030 pending with project conditions roadway segment ADT analysis has been performed using ADT volumes provided by the City (see Exhibit 23). Table 34 summarizes the roadway segment ADT analysis for post-2030 pending with project conditions. 38

Table 34 Post-2030 Pending Without Project Conditions and Post-2030 With Project Conditions Study Roadway Segment ADT Analysis Study Roadway Segment Capacity Post-2030 Without Project Conditions Post-2030 With Project Conditions ADT V/C LOS ADT V/C LOS Change in V/C Significant Impact? University Dr from Rosa Drew Ln to Yale Ave 40,000 39,000 0.98 E 38,900 0.97 E 0.00 No University Dr from Rosa Drew Ln to Michelson Dr 32,000 51,000 1.59 F 50,800 1.59 F 0.00 No Rosa Drew Ln from Michelson Dr to University Dr 13,000 1,900 0.15 A 1,900 0.15 A 0.00 No Michelson Dr west of Rosa Drew Ln 18,000 8,200 0.46 A 8,300 0.46 A 0.00 No Michelson Dr west of Yale Ave 18,000 7,800 0.43 A 8,000 0.44 A 0.00 No Note: V/C = volume to capacity ratio; Change in V/C = change in V/C ratio; deficient operation shown in bold. Source: City provided ITAM data. As shown in Table 34, with the addition of project-generated trips, the study roadway segments are forecast to continue to operate at an acceptable LOS (LOS D or better) for post-2030 pending with project conditions with the exception of University Drive from Rosa Drew Land to Michelson Drive. As also shown in Table 34, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments for post-2030 pending with project conditions. Post-2030 Pending With Project Conditions Arterial Peak Hour Link Analysis Post-2030 pending with project conditions roadway segment peak hour link analysis has been performed using peak hour volumes obtained from City provided ITAM data. Post-2030 pending with project conditions roadway segment peak hour link analysis volumes are derived by adding trips associated with the proposed project to year post-2030 pending without project conditions. Table 35 summarizes post-2030 pending with project conditions roadway segment peak hour link analysis. 39

Table 35 University Drive Post-2030 Pending Without Project Conditions and Post-2030 With Project Conditions Roadway Segment Peak Hour Link Analysis Study Roadway Segment University Dr WO Yale Ave - Eastbound - Westbound University Dr EO Yale Ave - Eastbound - Westbound University Dr SO Michelson Dr - Eastbound - Westbound University Dr NO Michelson Dr - Eastbound - Westbound Number of Lanes/ Capacity 1 2/3,200 3/4,800 2/3,200 3/4,800 2/3,200 2/3,200 3/4,800 3/4,800 Post-2030 Pending Conditions Post-2030 Pending With Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Volume V/C LOS Volume V/C LOS Volume V/C LOS 1,462 2,820 1,460 2,794 1,951 2,375 2,470 2,618 0.46 A 0.59 A 0.46 A 0.58 A 0.61 A 0.74 C 0.51 A 0.55 A 2,179 1,930 2,050 2,040 2,335 2,114 2,780 2,317 0.68 B 0.40 A 0.64 B 0.43 A 0.73 C 0.66 B 0.58 A 0.48 A Note: V/C = volume to capacity ratio; NO = north of; SO = south of; WO = west of; EO = east of. Source: City provided ITAM data. 1 = Roadway capacity assumes 1,600 vehicles/hour/lane. 1,469 2,820 1,460 2,792 1,951 2,365 2,480 2,608 0.46 A 0.59 A 0.46 A 0.58 A 0.61 A 0.74 C 0.52 A 0.54 A Change in V/C 0.00 0.00 0.00 0.00 0.00 0.00 0.01-0.01 Significant Impact? No No No No No No No No Volume 2,182 1,930 2,050 2,031 2,325 2,105 2,780 2,322 V/C LOS 0.68 B 0.40 A 0.64 B 0.42 A 0.73 C 0.66 B 0.58 A 0.48 A Change in V/C 0.00 0.00 0.00-0.01 0.00 0.00 0.00 0.00 Significant Impact? No No No No No No No No 40

As shown in Table 35, with the addition of project-generated trips, the University Drive study roadway segments are forecast to operate at an acceptable LOS (LOS D or better) during both the a.m. peak hour and p.m. peak hour according to City of Irvine performance criteria for post- 2030 pending with project conditions. As also shown in Table 35, while the University Drive roadway segment between Rosa Drew Lane and Michelson Drive is calculated as forecast to operate at a deficient LOS (LOS E or worse) (Refer to Table 27) over a 24-hour period for post-2030 pending with project conditions, the associated University Drive roadway segment west of Michelson Drive is operating at an acceptable LOS (LOS D or better) during both the a.m. and p.m. peak hours, which are the key to overall roadway segment operation. As also shown in Table 35, the addition of project-generated trips is forecast to not result in a change in the level of service at any of the study roadway segments, and based on Cityestablished thresholds of significance, the addition of project-generated trips is forecast to result in no significant impact at the study roadway segments during both the a.m. peak hour and p.m. peak hour for post-2030 pending with project conditions. 41

SPECIAL ISSUES This section discusses the special issues associated with the proposed project, which consist of the following: Access Analysis; Access Analysis Pedestrian Circulation; Bicycle Circulation; Traffic Comparison to Prior Use; Alternative Analysis Summary; and Orange County Congestion Management Program Analysis. Site access at the project site is proposed to be provided via one project access location at Michelson Drive. This section evaluates the project access location on Michelson Drive for the following criteria during post-2030 with project conditions which is considered the worst-case scenario analyzed in this report: TDP-1: Turn lane pocket lengths; TDP-2: Bay taper length; TDP-3: Left-turn in/out access; TDP-4: Right-turn lanes at the driveway access; TDP-10: Distance between the driveway access and adjacent intersections; and TDP-14: Driveway Lengths. Exhibit 24 shows post-2030 with project conditions a.m. peak hour and p.m. peak hour project access volumes utilizing the ITE-based trip generation forecasts for the proposed project and forecast trip percent distribution shown in Exhibits 8 and 9. The site access analysis is prepared for post-2030 with project conditions utilizing post-2030 with project conditions project access volumes shown in Exhibit 24. TDP-1: Turn Lane Pocket Length Evaluation An evaluation of left-turn storage capacity has been prepared in accordance with Transportation Design Procedures 1 (TDP-1) of the City of Irvine Transportation Design Procedures (February 2007) for the following left-turn movement: Westbound Michelson Drive onto Project Access. The evaluation of left-turn storage capacity has been prepared for post-2030 with project conditions. 42

401/439 8/25 210/380 5/17 22/14 15/10 Legend: XX/XX AM/PM Intersection Volumes Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh24.ai Post-2030 With Project Conditions AM/PM Peak Hour Driveway Volumes DEC/2010 Exhibit 24

Table 36 shows the results of the turn lane pocket length evaluation for post-2030 with project conditions in accordance with TDP-1 of the City of Irvine Transportation Design Procedures (February 2007). Table 36 Post-2030 With Project Conditions Turn Lane Pocket Length Evaluation Location Peak Hour Volume (Vehicles) Minimum Turn- Pocket Length Desired Turn- Pocket Length 1 Available Turn- Pocket Length Adequate Turn- Pocket Length Provided? AM Peak Hour Westbound Michelson Left-Turn at Proj Access 5 90 feet 2 90 Feet 2 150 feet Yes PM Peak Hour Westbound Michelson Left-Turn at Proj Access 17 90 feet 2 90 feet 2 150 feet Yes Notes: 1 = Source: City of Irvine Transportation Design Procedures (February 2007). 2 = Minimum required length of 90 feet for Commuter Street governs. As shown in Table 36, based on TDP-1 of the City of Irvine Transportation Design Procedures (February 2007), it is recommended the westbound Michelson Drive left-turn lane at the project access be 90 feet to accommodate minimum required turn-pocket length for post-2030 with project a.m. peak hour traffic volumes. TDP-2: Bay Taper Length Evaluation Inclusion of a bay taper length at the eastbound Michelson Drive left-turn at the full-access driveway on Michelson Drive has been considered in accordance with TDP-2 of the City of Irvine Transportation Design Procedures (February 2007). Since the existing dedicated westbound Michelson Drive left-turn lane pocket will not conflict with the eastbound Michelson Drive left-turn lane pocket at Jordan Avenue-Rosa Drew Lane, further consideration of the bay taper length evaluation is not applicable. TDP-3: Left-Turn In/Out Access Evaluation TDP-3 of the City of Irvine Transportation Design Procedures (February 2007 considers left-turn in/out access along Major, Primary, Secondary and Commuter Streets. While Michelson Drive is classified as a Commuter Street, the procedure for considering left-turn in/out access as outlined in Figure 3.1 of TDP-3 is concerned with four-lane roadways. Since Michelson Drive is a two-lane roadway, the evaluation of TDP-3 is not applicable for the proposed project since evaluation of TDP-3 is required for four-lane arterial roadways. TDP-4: Right-Turn Lanes at Driveways Right lanes at driveways are required by the City of Irvine when the turn volumes and through volumes could conflict. An evaluation of the project access location on Michelson Drive has been prepared in accordance with TDP-4 of the City of Irvine Transportation Design Procedures (February 2007) to determine whether a right-turn deceleration lane is required at the access location. Table 37 shows the criteria to satisfy installation of a right-turn lane based on section TDP-4 of the City of Irvine Transportation Design Procedures (February 2007). 43

Table 37 Right-Turn Lane Warrant Highway Major Primary Secondary Right-Turn Lane All Peak Hourly Volume > 100 vehicles Peak Hourly Volume > 200 vehicles Commuter Not Required Source: City of Irvine Transportation Design Procedures (February 2007). Since Michelson Drive is a Commuter Street, a right-turn lane is not required at the project access location. As shown in Exhibit 24, approximately 8 right-turning a.m. peak hour trips and 25 right-turning p.m. peak hour trips are forecast to occur at the project access location on Michelson Drive. TDP-10: Intersection Spacing Evaluation Table 38 shows the recommended minimum spacing between a driveway and an intersection or two driveways based on section TDP-10 of the City of Irvine Transportation Design Procedures (February 2007). Table 38 Distance Between Driveways & Intersections Classification Major Primary Secondary Commuter Local Recommended Minimum Separation (feet) 335 feet 230 feet 185 feet 150 feet 105 feet Private Way 90 feet Source: City of Irvine Transportation Design Procedures (February 2007). Table 39 summarizes the distances between the proposed project access location and adjacent intersections or driveways. 44

Table 39 Forecast Distance Between Driveways Summary Location Approximate Distance (feet) Recommended Minimum Separation (feet) Meet Recommended Spacing? Michelson Drive Project Access Distance to Royce Rd 425 feet 150 feet Yes Distance to Rosa Drew Lane 450 feet 150 feet Yes As shown in Table 39, the project access distance meets the minimum distances per TDP-10. TDP-14: Driveway Length Evaluation Since access to the project site is by a roadway and not a driveway where parking aisles are present, evaluation of TDP-14 is not applicable to this project. Pedestrian Circulation As shown on Exhibit 7, the proposed project site is planned to link the existing pedestrian circulation system at the project access point. Pedestrian conditions will be incrementally enhanced along the project frontage on Michelson Drive since the proposed project plans to remove one of the existing project site driveways, thereby reducing the number of locations where potential conflicts between pedestrians and vehicles entering/exiting the project site occur. Sidewalks (approximately 5 feet in width) are currently constructed along Rosa Drew Lane and Michelson Drive along the project frontage, as well as at adjacent properties. Therefore, since a connective sidewalk system already exists on Rosa Drew Lane and Michelson Drive, the pedestrian facilities will be maintained upon completion of the proposed project and as such, will maintain consistency with Circulation Objective B-3. Additionally, sidewalk widths adjacent the project frontage will be constructed in accordance with City of Irvine standards. Bicycle Circulation As shown on Exhibit 7, the proposed project site is planned to link the existing bicycle circulation system at the project access point. Bicyclist conditions will be incrementally enhanced along the project frontage on Michelson Drive since the proposed project plans to remove one of the existing project site driveways, thereby reducing the number of locations where potential conflicts between bicyclists and vehicles entering/exiting the project site occur. A Class II (on-street) bicycle trail (approximately 7 feet in width) currently exists on Michelson Drive. The proposed Vista Verde project does not entail any changes to the City of Irvine General Plan Circulation Element Trails Network. Therefore, since a connective bicycle circulation system already exists on Michelson Drive, the bicycle facilities will be maintained upon completion of the project and as such, will maintain consistency with Circulation Objective B-4. Additionally, bicycle facilities adjacent the project frontage will be constructed in accordance with City of Irvine standards. 45

Traffic Comparison To Prior Use As previously noted, this analysis when determining potential project impacts and any related mitigation measures, assumed the project site to have no existing land use and related trip generation. Recognizing the proposed project site was previously utilized as a school site, which generated trips that used to utilize the roadways in this area and were included in the ITAM traffic model projections, this section compares the trip generation associated with that prior use with the forecast trip generation of the proposed project as a point of historical comparison. Trip generation for schools is based on the number of students the site serves. Therefore, the Irvine Unified School District (IUSD) was contacted to obtain their records of student enrollment; IUSD reported enrollment at the former Vista Verde Elementary School had been 667 students. Additionally, the ITAM assumptions for the site were researched, revealing the ITAM modeling assumed an elementary school with 722 students. Hence, ITAM assumed a higher student population, addressing a worst-case scenario for long-range planning purposes. With this as a background, the comparison of the project s trip generation to that associated with IUSD s student enrollment number would be most appropriate for consideration of the existing and short-term conditions, while comparison with the higher number of students in the ITAM model would be most appropriate for references relative to buildout conditions. The proposed project s 66 detached single-family dwelling units are forecast to generate 50 a.m. peak hour, 66 p.m. peak hour, and 632 daily trips based on ITE trip generation rates for single family detached housing. Table 40 shows the net trip generation of the proposed project when accounting for the existing elementary school land use based on attendance information received from the IUSD. Land Use Elementary School Table 40 Preliminary Trip Generation Comparison of Vista Verde School Site Conversion Based on IUSD Information AM Peak Hour Trips PM Peak Hour Trips In Out Total In Out Total Daily Trips Generation Rates 1 0.25 0.20 0.45 0.07 0.08 0.15 1.29 667 Students 2 167 133 300 47 53 100 860 Single-Family Residential 3 Generation Rates 0.19 0.56 0.75 0.64 0.37 1.01 9.57 66 Dwelling Units 13 37 50 42 24 66 632 Difference -154-96 -250-5 -29-34 -228 1 The rates are established per student from ITE Trip Generation 8 th Edition. 2 Attendance information received from Irvine Unified School District. 3 The rates are established per dwelling unit from ITE Trip Generation 8 th Edition. As shown in Table 40, the proposed residential project when compared to the former elementary school at the project site is forecast to generate 250 less a.m. peak hour trips, 34 less p.m. peak hour trips, and 228 less daily trips based on IUSD attendance information. 46

Therefore, it can be concluded that the proposed land use will result in reduced trip generation compared to the prior site use. In the current ITAM model, the land use assumed for the proposed project site is a 722 student elementary school. Table 41 shows the net trip generation of the proposed project when accounting for the elementary school land use assumed in the ITAM model. Table 41 Preliminary Trip Generation Comparison of Vista Verde School Site Conversion Based on ITAM Model Assumptions Land Use Elementary School AM Peak Hour Trips PM Peak Hour Trips In Out Total In Out Total Daily Trips Generation Rates 1 0.25 0.20 0.45 0.07 0.08 0.15 1.29 722 Students 2 180 144 324 50 58 108 931 Single-Family Residential 3 Generation Rates 0.19 0.56 0.75 0.64 0.37 1.01 9.57 66 Dwelling Units 13 37 50 42 24 66 632 Difference -167-107 -274-8 -34-42 -299 1 The rates are established per student from ITE Trip Generation 8 th Edition 2 Data from current ITAM land use assumptions 3 The rates are established per dwelling unit from ITE Trip Generation 8 th Edition As shown in Table 41, the proposed residential project when compared to the former elementary school at the project site is forecast to generate 274 less a.m. peak hour trips, 42 less p.m. peak hour trips, and 299 less daily trips based on the ITAM model. Therefore, it can be concluded that the proposed land use will result in reduced trip generation compared to the prior General Plan assumptions for the project site. It is shown in both cases the proposed project is forecast to generate less trips than the prior use as a school site during both a.m. and p.m. peak hours, as well as on a daily basis. Lower Density Alternative Analysis Summary A lower density project alternative is being considered that would result in the number of units on the subject site being reduced to 54 detached single-family homes. Site access for the alternative plan would be provided via one full access at Michelson Drive, as is the case for the proposed project. Exhibit 25 shows the lower density alternative project site plan containing 54 dwelling units. Table 42 summarizes the ITE trip generation and net forecast trip generation of the proposed Vista Verde project lower density alternative utilizing the applicable ITE trip generation rates. 47

Source: William Lyon Homes (Charles Hartman and Associates), May 11, 2010 Not to Scale H:\pdata\10107044\Traffic\Exhibits\Exh25.ai Proposed Project Site Plan - Lower Density Alternative DEC/2010 Exhibit 25

Table 42 Vista Verde Project Lower Density Alternative Trip Generation Comparison Land Use AM Peak Hour Trips PM Peak Hour Trips Daily Trips In Out Total In Out Total ITE Trip Generation Rates Single-Family Dwelling Unit (ITE 210) 0.19 0.56 0.75 0.64 0.37 1.01 9.57 Forecast Net Trip Generation of Project Lower Density Project Alternative 66 Detached Single-Family dwelling units -13-37 -50-42 -24-66 -632 54 Detached Single-Family dwelling units 10 30 40 35 20 55 517 Trip Generation Difference -3-7 -10-7 -4-11 -115 Source: 2008 ITE Trip Generation Manual, 8 th Edition; du = dwelling unit As shown in Table 42, the lower density proposed 54 detached single-family dwelling unit project alternative will generate 115 less daily trips, which consist of 10 less a.m. peak hour trips and 11 less p.m. peak hour trips. Therefore, any potential impacts caused by the proposed 54 detached single-family dwelling unit alternative project will be the same as or less than the proposed 66 detached single-family dwelling unit project. Table 43 summarizes the distances between the proposed project access location and adjacent intersections or driveways for the lower density alternative. Table 43 Forecast Distance Between Driveways Summary Location Approximate Distance (feet) Recommended Minimum Separation (feet) Meet Recommended Spacing? Michelson Drive Project Access Distance to Royce Rd 405 feet 150 feet Yes Distance to Rosa Drew Lane 470 feet 150 feet Yes Orange County Congestion Management Program Analysis The purpose of the Orange County Congestion Management Program (CMP) is to develop a coordinated approach to managing and decreasing traffic congestion by linking the various transportation, land use and air quality planning program throughout the County. The program is consistent with that of the Southern California Association of Governments (SCAG). The CMP requires review of substantial individual projects that might on their own impact the CMP transportation system. 48

The Orange County CMP states that if a project generating 1,600 or more trips/day will directly access, or is in close proximity to, a CMP Highway System link, a CMP traffic impact analysis is required. As previously noted in this report, the proposed project is forecast to generate 632 trips per day based on application of the ITE trip generation rates; therefore, no CMP traffic impact analysis is required for the proposed project. MITIGATION MEASURES Based on City of Irvine thresholds of significance, no mitigation measures are required for the proposed project. 49

CONCLUSIONS The proposed 66 detached single-family dwelling unit project is forecast to generate 632 daily trips, which include 50 a.m. peak hour trips and 66 p.m. peak hour trips based on application of standard ITE trip generation rates. Trip generation based on the ITAM model forecast results in generation of 567 daily trips, which include 48 a.m. peak hour trips and 48 p.m. peak hour trips. The addition of project-generated trips is forecast to not result in a change in the level of service at any of the study intersections or study roadway segments for either short-term or buildout forecasts. Based on City-established thresholds of significance, the addition of projectgenerated trips is forecast to result in no significant impacts at the study intersections or roadways for any of the analysis scenarios; hence, no mitigation measures are required for the proposed project since the LOS for any intersection operating at a deficient LOS (LOS E or worse) does not change with implementation of the proposed project. The proposed project site is planned to link the existing pedestrian circulation system at the project access point. Pedestrian and bicyclist conditions will be improved along the project frontage on Michelson Drive since the proposed project plans to remove one of the existing project site driveways, thereby reducing the number of locations where potential conflicts between pedestrians/bicyclists and vehicles entering/exiting the project site occur. Additionally, since a connective pedestrian and bicycle trail already exists, implementation will enhance both the pedestrian and bicycle circulation system consistent with Circulation Objectives B-3 and B-4. The proposed lower density 54 detached single-family dwelling unit project alternative will generate 115 less daily trips, which consist of 10 less a.m. peak hour trips and 11 less p.m. peak hour trips compared to the 66 detached dwelling units. Therefore, any potential impacts caused by the proposed 54 detached single-family dwelling unit alternative project will be the same as or less than the proposed 66 detached single-family dwelling unit project. H:\pdata\10107044\Traffic\Admin\_Revised-Analysis_VV_12-15-2010\Vista Verde TIA_12-20-2010.doc 50

APPENDIX A Existing Count Data

Intersection Count Data

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/18/09 NORTH & SOUTH: CULVER LOCATION #: 1 WEDNESDAY EAST & WEST: MICHELSON CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS CULVER CULVER MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 0 2 3 1 2 1 1 1 2 1 X X X X 7:00 AM 30 178 5 35 323 54 20 11 38 21 16 41 772 0 7:15 AM 42 318 6 38 323 59 31 11 28 37 10 40 943 0 7:30 AM 48 285 10 55 244 72 49 23 18 24 31 77 936 0 7:45 AM 41 265 0 56 332 95 48 65 25 16 52 65 1,060 0 8:00 AM 35 231 3 56 285 114 46 16 20 29 71 79 985 0 8:15 AM 41 286 4 63 316 114 39 16 13 21 39 63 1,015 0 8:30 AM 41 241 5 51 314 91 61 21 25 35 44 61 990 0 8:45 AM 43 279 4 61 309 125 47 17 36 21 47 64 1,053 0 VOLUMES 321 2,083 37 415 2,446 724 341 180 203 204 310 490 7,754 0 0 0 0 0 APPROACH % 13% 85% 2% 12% 68% 20% 47% 25% 28% 20% 31% 49% APP/DEPART 2,441 / 2,914 3,585 / 2,853 724 / 632 1,004 / 1,355 0 BEGIN PEAK HR VOLUMES 158 7:45 AM 1,023 12 226 1,247 414 194 118 83 101 206 268 4,050 APPROACH % 13% 86% 1% 12% 66% 22% 49% 30% 21% 18% 36% 47% PEAK HR FACTOR 0.901 0.957 0.716 0.803 0.955 APP/DEPART 1,193 / 1,485 1,887 / 1,431 395 / 356 575 / 778 0 4:00 PM 53 319 5 102 241 61 95 44 32 15 23 63 1,053 0 4:15 PM 45 336 10 113 243 67 102 55 47 47 25 65 1,155 0 4:30 PM 44 318 5 106 210 53 123 49 39 31 28 57 1,063 0 4:45 PM 45 30 9 113 241 61 95 44 32 15 26 60 771 0 5:00 PM 34 330 10 123 217 54 157 79 47 25 28 56 1,160 0 5:15 PM 59 429 9 129 282 59 163 82 68 33 43 59 1,415 0 5:30 PM 59 330 15 106 211 43 163 107 40 29 26 39 1,168 0 5:45 PM 62 377 9 142 320 62 146 107 46 22 25 44 1,362 0 VOLUMES 401 2,469 72 934 1,965 460 1,044 567 351 217 224 443 9,147 0 0 0 0 0 APPROACH % 14% 84% 2% 28% 58% 14% 53% 29% 18% 25% 25% 50% APP/DEPART 2,942 / 3,956 3,359 / 2,533 1,962 / 1,573 884 / 1,085 0 BEGIN PEAK HR VOLUMES 214 5:00 PM 1,466 43 500 1,030 218 629 375 201 109 122 198 5,105 APPROACH % 12% 85% 2% 29% 59% 12% 52% 31% 17% 25% 28% 46% PEAK HR FACTOR 0.867 0.834 0.962 0.794 0.902 APP/DEPART 1,723 / 2,293 1,748 / 1,340 1,205 / 918 429 / 554 0 CULVER NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE CULVER PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: CULVER LOCATION #: 1 THURSDAY EAST & WEST: MICHELSON CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS CULVER CULVER MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 3 0 2 3 1 2 1 1 1 2 1 X X X X 7:00 AM 10 123 0 39 158 53 26 18 8 6 16 34 491 0 7:15 AM 23 177 1 47 214 53 32 15 9 22 18 50 661 0 7:30 AM 30 188 3 53 266 72 44 30 22 20 37 75 840 0 7:45 AM 43 286 1 78 393 119 42 60 38 33 41 65 1,199 0 8:00 AM 48 257 2 62 409 118 51 46 44 46 65 89 1,237 0 8:15 AM 52 379 8 73 480 133 42 23 31 31 45 75 1,372 0 8:30 AM 51 341 12 55 324 108 52 12 21 31 62 92 1,161 0 8:45 AM 50 356 10 65 379 115 49 12 30 33 50 89 1,238 0 VOLUMES 307 2,107 37 472 2,623 771 338 216 203 222 334 569 8,199 0 0 0 0 0 APPROACH % 13% 86% 2% 12% 68% 20% 45% 29% 27% 20% 30% 51% APP/DEPART 2,451 / 3,014 3,866 / 3,048 757 / 725 1,125 / 1,412 0 BEGIN PEAK HR VOLUMES 201 8:00 AM 1,333 32 255 1,592 474 194 93 126 141 222 345 5,008 APPROACH % 13% 85% 2% 11% 69% 20% 47% 23% 31% 20% 31% 49% PEAK HR FACTOR 0.892 0.846 0.732 0.885 0.913 APP/DEPART 1,566 / 1,872 2,321 / 1,859 413 / 380 708 / 897 0 4:00 PM 28 297 13 115 225 44 129 32 24 33 26 61 1,027 0 4:15 PM 29 277 8 92 201 32 130 38 27 29 36 46 945 0 4:30 PM 30 304 7 100 254 50 111 62 37 29 31 46 1,061 0 4:45 PM 36 315 4 104 282 50 106 50 42 44 31 71 1,135 0 5:00 PM 40 336 11 110 265 48 138 92 44 30 42 68 1,224 0 5:15 PM 38 322 8 106 265 50 125 74 44 41 37 53 1,163 0 5:30 PM 35 370 10 96 250 72 142 98 51 35 39 68 1,266 0 5:45 PM 36 364 9 105 260 64 133 87 45 45 35 56 1,239 0 VOLUMES 272 2,585 70 828 2,002 410 1,014 533 314 286 277 469 9,060 0 0 0 0 0 APPROACH % 9% 88% 2% 26% 62% 13% 54% 29% 17% 28% 27% 45% APP/DEPART 2,927 / 4,068 3,240 / 2,602 1,861 / 1,431 1,032 / 959 0 BEGIN PEAK HR VOLUMES 149 5:00 PM 1,392 38 417 1,040 234 538 351 184 151 153 245 4,892 APPROACH % 9% 88% 2% 25% 62% 14% 50% 33% 17% 28% 28% 45% PEAK HR FACTOR 0.951 0.985 0.922 0.967 0.966 APP/DEPART 1,579 / 2,175 1,691 / 1,375 1,073 / 806 549 / 536 0 CULVER NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE CULVER PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: SANBURG LOCATION #: 2 THURSDAY EAST & WEST: MICHELSON CONTROL: 4-WAY STOP NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS SANBURG SANBURG MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 X X X X 7:00 AM 13 1 4 1 12 7 1 18 10 8 44 3 122 0 7:15 AM 11 4 6 2 7 8 2 29 12 8 60 4 153 0 7:30 AM 16 2 1 6 9 6 5 24 28 6 73 1 177 0 7:45 AM 37 4 17 9 8 11 5 44 51 33 56 18 293 0 8:00 AM 55 2 11 5 15 11 2 53 29 13 83 15 294 0 8:15 AM 22 3 9 4 8 9 6 23 18 12 62 8 184 0 8:30 AM 16 2 5 2 9 10 8 20 20 10 48 5 155 0 8:45 AM 20 4 8 2 7 9 5 19 16 13 60 7 170 0 VOLUMES 190 22 61 31 75 71 34 230 184 103 486 61 1,548 0 0 0 0 0 APPROACH % 70% 8% 22% 18% 42% 40% 8% 51% 41% 16% 75% 9% APP/DEPART 273 / 117 177 / 362 448 / 322 650 / 747 0 BEGIN PEAK HR VOLUMES 130 7:30 AM 11 38 24 40 37 18 144 126 64 274 42 948 APPROACH % 73% 6% 21% 24% 40% 37% 6% 50% 44% 17% 72% 11% PEAK HR FACTOR 0.658 0.815 0.720 0.856 0.806 APP/DEPART 179 / 71 101 / 230 288 / 206 380 / 441 0 4:00 PM 18 6 10 3 5 10 8 65 12 4 40 6 187 0 4:15 PM 21 8 11 2 5 5 2 82 15 7 44 9 211 0 4:30 PM 17 6 11 5 4 9 12 88 18 6 33 5 214 0 4:45 PM 20 9 18 9 5 9 5 108 26 6 46 8 269 0 5:00 PM 22 9 22 5 6 5 9 112 28 8 51 10 287 0 5:15 PM 12 5 16 2 6 4 15 121 33 9 42 6 271 0 5:30 PM 15 8 9 6 5 10 11 131 18 10 44 9 276 0 5:45 PM 17 10 9 2 2 9 16 122 22 9 33 12 263 0 VOLUMES 142 61 106 34 38 61 78 829 172 59 333 65 1,978 0 0 0 0 0 APPROACH % 46% 20% 34% 26% 29% 46% 7% 77% 16% 13% 73% 14% APP/DEPART 309 / 204 133 / 269 1,079 / 969 457 / 536 0 BEGIN PEAK HR VOLUMES 69 4:45 PM 31 65 22 22 28 40 472 105 33 183 33 1,103 APPROACH % 42% 19% 39% 31% 31% 39% 6% 76% 17% 13% 73% 13% PEAK HR FACTOR 0.778 0.783 0.913 0.902 0.961 APP/DEPART 165 / 104 72 / 160 617 / 559 249 / 280 0 SANBURG NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE SANBURG PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/18/09 NORTH & SOUTH: SANDBURG LOCATION #: 2 WEDNESDAY EAST & WEST: MICHELSON CONTROL: 4-WAY STOP NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS SANDBURG SANDBURG MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 X X X X 7:00 AM 11 2 4 1 16 8 1 10 10 8 46 2 119 0 7:15 AM 8 4 5 0 10 6 1 20 12 6 47 2 121 0 7:30 AM 14 2 7 4 11 10 2 26 27 14 64 6 187 0 7:45 AM 39 3 12 3 12 12 2 36 62 29 66 13 289 0 8:00 AM 51 4 16 5 5 7 4 24 13 8 67 9 213 0 8:15 AM 17 1 4 0 8 12 5 36 13 9 70 4 179 0 8:30 AM 15 3 5 1 5 10 7 27 14 7 39 6 139 0 8:45 AM 24 6 3 2 10 11 6 25 19 11 64 3 184 0 VOLUMES 179 25 56 16 77 76 28 204 170 92 463 45 1,431 0 0 0 0 0 APPROACH % 69% 10% 22% 9% 46% 45% 7% 51% 42% 15% 77% 8% APP/DEPART 260 / 98 169 / 339 402 / 276 600 / 718 0 BEGIN PEAK HR VOLUMES 121 7:30 AM 10 39 12 36 41 13 122 115 60 267 32 868 APPROACH % 71% 6% 23% 13% 40% 46% 5% 49% 46% 17% 74% 9% PEAK HR FACTOR 0.599 0.824 0.625 0.831 0.751 APP/DEPART 170 / 55 89 / 211 250 / 173 359 / 429 0 4:00 PM 17 5 11 2 6 7 7 71 15 3 32 5 181 0 4:15 PM 16 4 14 1 2 10 6 88 20 8 41 8 218 0 4:30 PM 14 11 10 6 5 2 8 95 23 5 36 4 219 0 4:45 PM 16 6 8 4 3 10 11 99 19 7 40 12 235 0 5:00 PM 17 9 16 1 9 8 11 118 33 8 47 5 282 0 5:15 PM 18 9 7 6 3 7 20 125 22 6 40 9 272 0 5:30 PM 17 5 10 2 4 7 11 120 20 8 49 10 263 0 5:45 PM 22 6 16 3 4 11 14 136 27 7 38 10 294 0 VOLUMES 137 55 92 25 36 62 88 852 179 52 323 63 1,964 0 0 0 0 0 APPROACH % 48% 19% 32% 20% 29% 50% 8% 76% 16% 12% 74% 14% APP/DEPART 284 / 206 123 / 267 1,119 / 969 438 / 522 0 BEGIN PEAK HR VOLUMES 74 5:00 PM 29 49 12 20 33 56 499 102 29 174 34 1,111 APPROACH % 49% 19% 32% 18% 31% 51% 9% 76% 16% 12% 73% 14% PEAK HR FACTOR 0.864 0.903 0.928 0.884 0.945 APP/DEPART 152 / 119 65 / 151 657 / 560 237 / 281 0 SANDBURG NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE SANDBURG PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-03 11/18/09 NORTH & SOUTH: YALE LOCATION #: 3 WEDNESDAY EAST & WEST: MICHELSON CONTROL: 4-WAY STOP NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS YALE YALE MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 X X X X 7:00 AM 1 0 3 0 0 0 1 12 12 0 17 0 46 0 7:15 AM 6 0 2 0 0 1 3 15 6 2 28 0 63 0 7:30 AM 5 1 1 0 0 2 5 19 4 5 27 0 69 0 7:45 AM 0 1 3 3 0 0 3 44 9 5 68 0 136 0 8:00 AM 4 3 5 1 0 1 4 56 11 2 27 1 115 0 8:15 AM 3 1 2 2 0 2 4 40 2 2 30 0 88 0 8:30 AM 2 1 2 2 0 0 0 25 6 2 37 0 77 0 8:45 AM 1 0 4 4 1 2 2 30 3 2 44 0 93 0 VOLUMES 22 7 22 12 1 8 22 241 53 20 278 1 687 0 0 0 0 0 APPROACH % 43% 14% 43% 57% 5% 38% 7% 76% 17% 7% 93% 0% APP/DEPART 51 / 30 21 / 74 316 / 275 299 / 308 0 BEGIN PEAK HR VOLUMES 9 7:45 AM 6 12 8 0 3 11 165 28 11 162 1 416 APPROACH % 33% 22% 44% 73% 0% 27% 5% 81% 14% 6% 93% 1% PEAK HR FACTOR 0.563 0.688 0.718 0.596 0.765 APP/DEPART 27 / 18 11 / 39 204 / 185 174 / 174 0 4:00 PM 3 2 0 0 2 2 0 62 1 8 28 0 108 0 4:15 PM 4 0 1 1 0 0 1 70 4 2 37 0 120 0 4:30 PM 2 0 8 0 0 1 2 77 7 3 42 0 142 0 4:45 PM 9 0 3 0 0 0 1 71 3 3 55 0 145 0 5:00 PM 3 0 2 2 0 0 1 91 2 3 39 0 143 0 5:15 PM 5 1 5 0 0 0 0 97 6 2 53 0 169 0 5:30 PM 5 1 6 0 0 1 0 96 3 4 56 0 172 0 5:45 PM 2 0 2 0 0 0 6 101 4 2 52 0 169 0 VOLUMES 33 4 27 3 2 4 11 665 30 27 362 0 1,168 0 0 0 0 0 APPROACH % 52% 6% 42% 33% 22% 44% 2% 94% 4% 7% 93% 0% APP/DEPART 64 / 15 9 / 59 706 / 695 389 / 399 0 BEGIN PEAK HR VOLUMES 15 5:00 PM 2 15 2 0 1 7 385 15 11 200 0 653 APPROACH % 47% 6% 47% 67% 0% 33% 2% 95% 4% 5% 95% 0% PEAK HR FACTOR 0.667 0.375 0.917 0.879 0.949 APP/DEPART 32 / 9 3 / 26 407 / 402 211 / 216 0 YALE NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE YALE PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: YALE LOCATION #: 3 THURSDAY EAST & WEST: MICHELSON CONTROL: 4-WAY STOP NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS YALE YALE MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 X X X X 7:00 AM 0 0 1 0 0 1 1 14 1 0 17 0 35 0 7:15 AM 1 3 10 4 0 2 3 25 3 10 37 1 99 0 7:30 AM 1 2 3 1 0 2 6 23 4 5 36 0 83 0 7:45 AM 0 5 3 0 2 7 13 46 12 3 52 0 143 0 8:00 AM 2 28 9 10 21 14 27 51 19 22 52 2 257 0 8:15 AM 4 30 12 34 23 44 33 35 9 29 67 6 326 0 8:30 AM 7 1 3 7 4 4 0 38 6 3 46 0 119 0 8:45 AM 4 0 6 1 0 2 3 28 3 0 42 0 89 0 VOLUMES 19 69 47 57 50 76 86 260 57 72 349 9 1,151 0 0 0 0 0 APPROACH % 14% 51% 35% 31% 27% 42% 21% 65% 14% 17% 81% 2% APP/DEPART 135 / 164 183 / 179 403 / 364 430 / 444 0 BEGIN PEAK HR VOLUMES 13 7:45 AM 64 27 51 50 69 73 170 46 57 217 8 845 APPROACH % 13% 62% 26% 30% 29% 41% 25% 59% 16% 20% 77% 3% PEAK HR FACTOR 0.565 0.421 0.745 0.691 0.648 APP/DEPART 104 / 145 170 / 153 289 / 248 282 / 299 0 4:00 PM 3 1 3 3 0 8 6 55 4 9 38 0 130 0 4:15 PM 1 1 2 1 0 2 3 64 3 4 53 0 134 0 4:30 PM 5 3 5 0 1 2 2 69 1 15 37 0 140 0 4:45 PM 8 0 3 0 0 1 0 75 1 1 49 0 138 0 5:00 PM 2 0 1 0 0 0 0 86 4 2 57 0 152 0 5:15 PM 3 0 2 0 0 0 0 103 1 3 58 0 170 0 5:30 PM 7 0 9 0 0 1 0 105 6 0 53 0 181 0 5:45 PM 3 0 1 0 0 0 0 100 4 0 49 0 157 0 VOLUMES 32 5 26 4 1 14 11 657 24 34 394 0 1,202 0 0 0 0 0 APPROACH % 51% 8% 41% 21% 5% 74% 2% 95% 3% 8% 92% 0% APP/DEPART 63 / 16 19 / 59 692 / 687 428 / 440 0 BEGIN PEAK HR VOLUMES 15 5:00 PM 0 13 0 0 1 0 394 15 5 217 0 660 APPROACH % 54% 0% 46% 0% 0% 100% 0% 96% 4% 2% 98% 0% PEAK HR FACTOR 0.438 0.250 0.921 0.910 0.912 APP/DEPART 28 / 0 1 / 20 409 / 407 222 / 233 0 YALE NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE YALE PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-02 11/18/09 NORTH & SOUTH: YALE LOCATION #: 4 WEDNESDAY EAST & WEST: UNIVERSITY CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS YALE YALE UNIVERSITY UNIVERSITY NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 1 X 1 1 2 X X 2 0 X X X X 7:00 AM 12 13 1 99 229 0 354 0 7:15 AM 11 5 10 204 294 1 525 0 7:30 AM 3 11 9 205 420 3 651 0 7:45 AM 13 20 3 197 416 0 649 0 8:00 AM 3 21 8 222 466 9 729 0 8:15 AM 7 13 7 202 510 5 744 0 8:30 AM 6 10 5 235 510 10 776 0 8:45 AM 10 8 7 185 463 3 676 0 VOLUMES 0 0 0 65 0 101 50 1,549 0 0 3,308 31 5,104 0 0 0 0 0 APPROACH % 0% 0% 0% 39% 0% 61% 3% 97% 0% 0% 99% 1% APP/DEPART 0 / 81 166 / 0 1,599 / 1,614 3,339 / 3,409 0 BEGIN PEAK HR VOLUMES 0 8:00 AM 0 0 26 0 52 27 844 0 0 1,949 27 2,925 APPROACH % 0% 0% 0% 33% 0% 67% 3% 97% 0% 0% 99% 1% PEAK HR FACTOR 0.000 0.813 0.907 0.950 0.942 APP/DEPART 0 / 54 78 / 0 871 / 870 1,976 / 2,001 0 4:00 PM 3 10 6 364 191 6 580 0 4:15 PM 5 5 10 358 223 6 607 0 4:30 PM 2 5 5 339 240 9 600 0 4:45 PM 6 14 9 423 214 5 671 0 5:00 PM 2 4 7 474 278 6 771 0 5:15 PM 4 12 8 542 271 6 843 0 5:30 PM 5 10 15 459 298 8 795 0 5:45 PM 3 8 8 469 301 7 796 0 VOLUMES 0 0 0 30 0 68 68 3,428 0 0 2,016 53 5,663 0 0 0 0 0 APPROACH % 0% 0% 0% 31% 0% 69% 2% 98% 0% 0% 97% 3% APP/DEPART 0 / 121 98 / 0 3,496 / 3,458 2,069 / 2,084 0 BEGIN PEAK HR VOLUMES 0 5:00 PM 0 0 14 0 34 38 1,944 0 0 1,148 27 3,205 APPROACH % 0% 0% 0% 29% 0% 71% 2% 98% 0% 0% 98% 2% PEAK HR FACTOR 0.000 0.750 0.901 0.954 0.950 APP/DEPART 0 / 65 48 / 0 1,982 / 1,958 1,175 / 1,182 0 YALE NORTH SIDE UNIVERSITY WEST SIDE EAST SIDE UNIVERSITY SOUTH SIDE YALE PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: YALE LOCATION #: 4 THURSDAY EAST & WEST: UNIVERSITY CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS YALE YALE UNIVERSITY UNIVERSITY NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 1 X 1 1 2 X X 2 0 X X X X 7:00 AM 8 10 3 90 251 2 364 0 7:15 AM 12 7 6 103 448 5 581 0 7:30 AM 7 17 4 171 427 1 627 0 7:45 AM 12 27 7 225 472 5 748 0 8:00 AM 18 58 37 208 453 15 789 0 8:15 AM 46 43 32 283 527 10 941 0 8:30 AM 5 18 11 279 492 4 809 0 8:45 AM 4 11 5 209 492 2 723 0 VOLUMES 0 0 0 112 0 191 105 1,568 0 0 3,562 44 5,582 0 0 0 0 0 APPROACH % 0% 0% 0% 37% 0% 63% 6% 94% 0% 0% 99% 1% APP/DEPART 0 / 149 303 / 0 1,673 / 1,680 3,606 / 3,753 0 BEGIN PEAK HR VOLUMES 0 7:45 AM 0 0 81 0 146 87 995 0 0 1,944 34 3,287 APPROACH % 0% 0% 0% 36% 0% 64% 8% 92% 0% 0% 98% 2% PEAK HR FACTOR 0.000 0.638 0.859 0.921 0.873 APP/DEPART 0 / 121 227 / 0 1,082 / 1,076 1,978 / 2,090 0 4:00 PM 5 11 9 322 178 9 534 0 4:15 PM 5 11 8 377 256 8 665 0 4:30 PM 5 11 8 365 246 8 643 0 4:45 PM 1 12 3 374 246 4 640 0 5:00 PM 11 13 8 505 328 5 870 0 5:15 PM 8 9 17 551 320 8 913 0 5:30 PM 4 9 13 455 330 12 823 0 5:45 PM 7 13 18 501 326 9 874 0 VOLUMES 0 0 0 46 0 89 84 3,450 0 0 2,230 63 5,962 0 0 0 0 0 APPROACH % 0% 0% 0% 34% 0% 66% 2% 98% 0% 0% 97% 3% APP/DEPART 0 / 147 135 / 0 3,534 / 3,496 2,293 / 2,319 0 BEGIN PEAK HR VOLUMES 0 5:00 PM 0 0 30 0 44 56 2,012 0 0 1,304 34 3,480 APPROACH % 0% 0% 0% 41% 0% 59% 3% 97% 0% 0% 97% 3% PEAK HR FACTOR 0.000 0.771 0.910 0.978 0.953 APP/DEPART 0 / 90 74 / 0 2,068 / 2,042 1,338 / 1,348 0 YALE NORTH SIDE UNIVERSITY WEST SIDE EAST SIDE UNIVERSITY SOUTH SIDE YALE PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/18/09 NORTH & SOUTH: ROSA DREW LOCATION #: 5 WEDNESDAY EAST & WEST: MICHELSON CONTROL: 4-WAY STOP NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS ROSA DREW ROSA DREW MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 X X X X 7:00 AM 2 3 5 8 10 4 0 13 4 5 13 2 69 0 7:15 AM 7 7 3 6 6 2 2 19 3 3 19 2 79 0 7:30 AM 3 4 13 6 3 8 0 24 4 6 22 1 94 0 7:45 AM 12 3 8 6 7 13 1 40 3 2 47 3 145 0 8:00 AM 5 2 5 10 10 1 13 49 8 4 31 2 140 0 8:15 AM 2 5 7 10 4 3 6 37 4 1 26 2 107 0 8:30 AM 4 2 6 7 2 4 1 34 2 1 36 2 101 0 8:45 AM 3 2 3 14 6 5 1 44 2 0 37 2 119 0 VOLUMES 38 28 50 67 48 40 24 260 30 22 231 16 854 0 0 0 0 0 APPROACH % 33% 24% 43% 43% 31% 26% 8% 83% 10% 8% 86% 6% APP/DEPART 116 / 68 155 / 100 314 / 377 269 / 309 0 BEGIN PEAK HR VOLUMES 23 7:45 AM 12 26 33 23 21 21 160 17 8 140 9 493 APPROACH % 38% 20% 43% 43% 30% 27% 11% 81% 9% 5% 89% 6% PEAK HR FACTOR 0.663 0.740 0.707 0.755 0.850 APP/DEPART 61 / 42 77 / 48 198 / 219 157 / 184 0 4:00 PM 12 7 4 6 3 2 5 51 11 4 24 7 136 0 4:15 PM 4 4 6 6 3 3 7 46 12 4 35 4 134 0 4:30 PM 1 2 8 6 1 6 11 67 14 7 39 5 167 0 4:45 PM 5 2 2 2 3 1 8 64 10 2 44 2 145 0 5:00 PM 4 7 6 6 5 2 7 75 12 1 42 9 176 0 5:15 PM 6 4 3 2 2 3 10 81 14 4 55 7 191 0 5:30 PM 2 7 2 1 1 4 11 89 14 3 55 6 195 0 5:45 PM 6 2 7 9 1 3 15 78 5 1 69 8 204 0 VOLUMES 40 35 38 38 19 24 74 551 92 26 363 48 1,348 0 0 0 0 0 APPROACH % 35% 31% 34% 47% 23% 30% 10% 77% 13% 6% 83% 11% APP/DEPART 113 / 157 81 / 137 717 / 627 437 / 427 0 BEGIN PEAK HR VOLUMES 18 5:00 PM 20 18 18 9 12 43 323 45 9 221 30 766 APPROACH % 32% 36% 32% 46% 23% 31% 10% 79% 11% 3% 85% 12% PEAK HR FACTOR 0.824 0.750 0.901 0.833 0.939 APP/DEPART 56 / 93 39 / 63 411 / 359 260 / 251 0 ROSA DREW NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE ROSA DREW PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: ROSA DREW LOCATION #: 5 THURSDAY EAST & WEST: MICHELSON CONTROL: 4- WAY STOP NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS ROSA DREW ROSA DREW MICHELSON MICHELSON NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 1 0 1 1 0 X X X X 7:00 AM 6 6 6 7 8 4 1 10 6 7 20 3 84 0 7:15 AM 5 5 6 7 5 4 1 22 6 3 16 2 82 0 7:30 AM 7 5 10 9 2 10 4 21 3 5 20 1 97 0 7:45 AM 10 4 7 5 9 12 3 38 5 4 33 7 137 0 8:00 AM 6 8 9 11 15 8 9 51 4 1 45 3 170 0 8:15 AM 3 4 10 15 10 2 10 44 4 5 44 4 155 0 8:30 AM 2 4 5 12 5 2 7 35 5 2 32 1 112 0 8:45 AM 4 1 5 6 5 5 2 40 2 1 22 1 94 0 VOLUMES 43 37 58 72 59 47 37 261 35 28 232 22 931 0 0 0 0 0 APPROACH % 31% 27% 42% 40% 33% 26% 11% 78% 11% 10% 82% 8% APP/DEPART 138 / 96 178 / 122 333 / 391 282 / 322 0 BEGIN PEAK HR VOLUMES 21 7:45 AM 20 31 43 39 24 29 168 18 12 154 15 574 APPROACH % 29% 28% 43% 41% 37% 23% 13% 78% 8% 7% 85% 8% PEAK HR FACTOR 0.783 0.779 0.840 0.854 0.844 APP/DEPART 72 / 64 106 / 69 215 / 242 181 / 199 0 4:00 PM 9 2 5 5 2 3 3 40 10 6 20 4 109 0 4:15 PM 10 5 6 4 1 3 3 55 9 6 33 5 140 0 4:30 PM 5 9 9 4 2 7 7 60 15 8 40 6 172 0 4:45 PM 8 4 9 5 4 2 9 70 15 2 46 6 180 0 5:00 PM 5 4 5 2 8 0 12 78 8 2 41 3 168 0 5:15 PM 4 2 4 2 1 8 8 88 9 1 50 7 184 0 5:30 PM 3 1 3 8 3 1 9 84 12 2 66 9 201 0 5:45 PM 8 2 7 2 2 2 12 80 10 5 60 10 200 0 VOLUMES 52 29 48 32 23 26 63 555 88 32 356 50 1,354 0 0 0 0 0 APPROACH % 40% 22% 37% 40% 28% 32% 9% 79% 12% 7% 81% 11% APP/DEPART 129 / 142 81 / 143 706 / 635 438 / 434 0 BEGIN PEAK HR VOLUMES 20 5:00 PM 9 19 14 14 11 41 330 39 10 217 29 753 APPROACH % 42% 19% 40% 36% 36% 28% 10% 80% 10% 4% 85% 11% PEAK HR FACTOR 0.706 0.813 0.976 0.831 0.937 APP/DEPART 48 / 79 39 / 63 410 / 363 256 / 248 0 ROSA DREW NORTH SIDE MICHELSON WEST SIDE EAST SIDE MICHELSON SOUTH SIDE ROSA DREW PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/18/09 NORTH & SOUTH: ROSA DREW LOCATION #: 6 WEDNESDAY EAST & WEST: UNIVERSITY CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS ROSA DREW ROSA DREW UNIVERSITY UNIVERSITY NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 1 1 1 0 1 2 0 2 2 0 X X X X 7:00 AM 5 4 96 3 17 13 3 94 14 127 225 1 602 0 7:15 AM 10 13 128 3 11 5 13 174 19 159 285 2 822 0 7:30 AM 10 5 159 5 7 8 6 219 8 85 405 2 919 0 7:45 AM 10 11 185 4 8 12 4 192 12 103 392 2 935 0 8:00 AM 21 8 190 3 10 12 4 216 6 97 455 3 1,025 0 8:15 AM 10 3 161 4 6 9 3 184 11 130 478 1 1,000 0 8:30 AM 13 4 134 4 4 9 7 234 10 87 495 5 1,006 0 8:45 AM 13 8 161 4 3 12 2 171 8 96 427 2 907 0 VOLUMES 92 56 1,214 30 66 80 42 1,484 88 884 3,162 18 7,216 0 0 0 0 0 APPROACH % 7% 4% 89% 17% 38% 45% 3% 92% 5% 22% 78% 0% APP/DEPART 1,362 / 116 176 / 1,038 1,614 / 2,728 4,064 / 3,334 0 BEGIN PEAK HR VOLUMES 54 7:45 AM 26 670 15 28 42 18 826 39 417 1,820 11 3,966 APPROACH % 7% 3% 89% 18% 33% 49% 2% 94% 4% 19% 81% 0% PEAK HR FACTOR 0.856 0.850 0.879 0.923 0.967 APP/DEPART 750 / 55 85 / 484 883 / 1,511 2,248 / 1,916 0 4:00 PM 8 7 88 5 8 4 5 336 11 101 184 7 764 0 4:15 PM 12 10 105 3 13 5 8 320 12 117 203 5 813 0 4:30 PM 9 9 126 4 12 6 4 329 17 112 232 8 868 0 4:45 PM 15 10 131 6 15 9 7 404 19 126 228 7 977 0 5:00 PM 10 7 108 6 18 12 7 485 12 108 240 9 1,022 0 5:15 PM 9 12 141 5 21 11 10 503 14 119 269 7 1,121 0 5:30 PM 5 8 115 8 16 8 11 449 14 126 295 6 1,061 0 5:45 PM 8 10 123 9 11 9 15 457 5 122 284 8 1,061 0 VOLUMES 76 73 937 46 114 64 67 3,283 104 931 1,935 57 7,687 0 0 0 0 0 APPROACH % 7% 7% 86% 21% 51% 29% 2% 95% 3% 32% 66% 2% APP/DEPART 1,086 / 197 224 / 1,149 3,454 / 4,266 2,923 / 2,075 0 BEGIN PEAK HR VOLUMES 32 5:00 PM 37 487 28 66 40 43 1,894 45 475 1,088 30 4,265 APPROACH % 6% 7% 88% 21% 49% 30% 2% 96% 2% 30% 68% 2% PEAK HR FACTOR 0.858 0.905 0.940 0.933 0.951 APP/DEPART 556 / 110 134 / 586 1,982 / 2,409 1,593 / 1,160 0 ROSA DREW NORTH SIDE UNIVERSITY WEST SIDE EAST SIDE UNIVERSITY SOUTH SIDE ROSA DREW PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: ROSA DREW LOCATION #: 6 THURSDAY EAST & WEST: UNIVERSITY CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS ROSA DREW ROSA DREW UNIVERSITY UNIVERSITY NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 1 1 1 0 1 2 0 2 2 0 X X X X 7:00 AM 6 5 88 6 12 7 7 110 10 131 235 0 617 0 7:15 AM 9 10 131 6 18 9 8 138 8 162 396 1 896 0 7:30 AM 8 6 168 3 16 9 10 151 9 90 442 1 913 0 7:45 AM 12 8 180 2 9 15 6 208 9 131 432 3 1,015 0 8:00 AM 18 9 199 1 5 16 8 212 6 108 466 5 1,053 0 8:15 AM 20 9 187 5 5 12 9 318 5 126 468 2 1,166 0 8:30 AM 16 5 172 2 4 6 10 259 11 90 505 2 1,082 0 8:45 AM 9 4 142 4 6 8 6 184 6 88 477 1 935 0 VOLUMES 98 56 1,267 29 75 82 64 1,580 64 926 3,421 15 7,677 0 0 0 0 0 APPROACH % 7% 4% 89% 16% 40% 44% 4% 93% 4% 21% 78% 0% APP/DEPART 1,421 / 135 186 / 1,065 1,708 / 2,876 4,362 / 3,601 0 BEGIN PEAK HR VOLUMES 66 7:45 AM 31 738 10 23 49 33 997 31 455 1,871 12 4,316 APPROACH % 8% 4% 88% 12% 28% 60% 3% 94% 3% 19% 80% 1% PEAK HR FACTOR 0.924 0.788 0.799 0.979 0.925 APP/DEPART 835 / 76 82 / 509 1,061 / 1,745 2,338 / 1,986 0 4:00 PM 6 6 98 6 7 6 10 313 10 98 195 5 760 0 4:15 PM 6 9 115 6 10 6 9 336 15 121 226 6 865 0 4:30 PM 15 9 141 2 10 7 9 351 11 118 213 8 894 0 4:45 PM 22 12 130 2 9 5 6 395 9 131 251 9 981 0 5:00 PM 16 15 118 5 9 10 5 495 18 118 306 9 1,124 0 5:15 PM 11 20 151 8 15 9 12 513 20 122 311 11 1,203 0 5:30 PM 4 8 118 2 20 9 9 448 16 135 325 5 1,099 0 5:45 PM 4 12 109 9 11 5 10 460 11 120 319 4 1,074 0 VOLUMES 84 91 980 40 91 57 70 3,311 110 963 2,146 57 8,000 0 0 0 0 0 APPROACH % 7% 8% 85% 21% 48% 30% 2% 95% 3% 30% 68% 2% APP/DEPART 1,155 / 218 188 / 1,164 3,491 / 4,331 3,166 / 2,287 0 BEGIN PEAK HR VOLUMES 35 5:00 PM 55 496 24 55 33 36 1,916 65 495 1,261 29 4,500 APPROACH % 6% 9% 85% 21% 49% 29% 2% 95% 3% 28% 71% 2% PEAK HR FACTOR 0.805 0.875 0.925 0.960 0.935 APP/DEPART 586 / 120 112 / 615 2,017 / 2,436 1,785 / 1,329 0 ROSA DREW NORTH SIDE UNIVERSITY WEST SIDE EAST SIDE UNIVERSITY SOUTH SIDE ROSA DREW PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/18/09 NORTH & SOUTH: MICHELSON LOCATION #: 7 WEDNESDAY EAST & WEST: UNIVERSITY CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS MICHELSON MICHELSON UNIVERSITY UNIVERSITY NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 1 1 1 2 0 1 3 0 X X X X 7:00 AM 0 0 2 49 0 10 0 185 1 1 340 13 601 0 7:15 AM 0 0 2 58 1 8 1 290 1 6 425 31 823 0 7:30 AM 1 1 0 69 0 6 9 351 8 5 465 25 940 0 7:45 AM 1 0 5 73 2 2 5 379 1 3 501 39 1,011 0 8:00 AM 0 1 5 82 0 9 1 384 2 3 553 43 1,083 0 8:15 AM 1 0 3 70 1 7 5 354 1 2 595 34 1,073 0 8:30 AM 1 0 2 69 0 11 2 360 2 5 556 44 1,052 0 8:45 AM 0 0 5 74 1 3 2 330 4 5 505 36 965 0 VOLUMES 4 2 24 544 5 56 25 2,633 20 30 3,940 265 7,548 0 0 0 0 0 APPROACH % 13% 7% 80% 90% 1% 9% 1% 98% 1% 1% 93% 6% APP/DEPART 30 / 292 605 / 55 2,678 / 3,201 4,235 / 4,000 0 BEGIN PEAK HR VOLUMES 3 7:45 AM 1 15 294 3 29 13 1,477 6 13 2,205 160 4,219 APPROACH % 16% 5% 79% 90% 1% 9% 1% 99% 0% 1% 93% 7% PEAK HR FACTOR 0.792 0.896 0.966 0.942 0.974 APP/DEPART 19 / 174 326 / 22 1,496 / 1,786 2,378 / 2,237 0 4:00 PM 2 0 11 73 1 7 2 440 2 3 262 48 851 0 4:15 PM 2 1 9 80 1 11 7 435 1 5 324 64 940 0 4:30 PM 4 0 6 84 2 9 4 436 2 2 336 65 950 0 4:45 PM 2 0 12 71 2 10 2 508 3 3 329 54 996 0 5:00 PM 7 1 14 88 0 10 8 574 0 3 352 56 1,113 0 5:15 PM 2 1 15 83 0 7 7 637 0 1 417 82 1,252 0 5:30 PM 1 0 8 99 1 8 5 598 1 1 391 62 1,175 0 5:45 PM 1 0 7 114 2 10 3 571 0 2 389 98 1,197 0 VOLUMES 21 3 82 692 9 72 38 4,199 9 20 2,800 529 8,474 0 0 0 0 0 APPROACH % 20% 3% 77% 90% 1% 9% 1% 99% 0% 1% 84% 16% APP/DEPART 106 / 570 773 / 38 4,246 / 4,973 3,349 / 2,893 0 BEGIN PEAK HR VOLUMES 11 5:00 PM 2 44 384 3 35 23 2,380 1 7 1,549 298 4,737 APPROACH % 19% 4% 77% 91% 1% 8% 1% 99% 0% 0% 84% 16% PEAK HR FACTOR 0.648 0.837 0.933 0.927 0.946 APP/DEPART 57 / 323 422 / 11 2,404 / 2,808 1,854 / 1,595 0 MICHELSON NORTH SIDE UNIVERSITY WEST SIDE EAST SIDE UNIVERSITY SOUTH SIDE MICHELSON PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

AM PM AM PM INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: PACIFIC TRAFFIC DATA SERVICES DATE: LOCATION: IRVINE PROJECT #: CA09-1120-3 11/19/09 NORTH & SOUTH: MICHELSON LOCATION #: 7 THURSDAY EAST & WEST: UNIVERSITY CONTROL: SIGNAL NOTES: AM PM N MD W E OTHER S OTHER NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND U-TURNS MICHELSON MICHELSON UNIVERSITY UNIVERSITY NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 1 0 1 1 1 1 2 0 1 3 0 X X X X 7:00 AM 2 1 0 55 0 7 2 195 2 4 366 22 656 0 7:15 AM 1 2 1 50 0 12 1 284 2 2 513 28 896 0 7:30 AM 1 2 2 68 1 6 5 336 6 2 526 21 976 0 7:45 AM 0 0 2 77 2 5 5 384 8 6 539 33 1,061 0 8:00 AM 0 0 3 74 2 5 8 404 5 6 572 39 1,118 0 8:15 AM 1 0 2 84 1 4 6 442 1 2 587 45 1,175 0 8:30 AM 0 1 6 63 0 8 2 377 1 1 584 41 1,084 0 8:45 AM 2 0 2 70 1 6 1 366 3 2 564 40 1,057 0 VOLUMES 7 6 18 541 7 53 30 2,788 28 25 4,251 269 8,023 0 0 0 0 0 APPROACH % 23% 19% 58% 90% 1% 9% 1% 98% 1% 1% 94% 6% APP/DEPART 31 / 305 601 / 60 2,846 / 3,347 4,545 / 4,311 0 BEGIN PEAK HR VOLUMES 1 7:45 AM 1 13 298 5 22 21 1,607 15 15 2,282 158 4,438 APPROACH % 7% 7% 87% 92% 2% 7% 1% 98% 1% 1% 93% 6% PEAK HR FACTOR 0.536 0.913 0.915 0.968 0.944 APP/DEPART 15 / 180 325 / 35 1,643 / 1,918 2,455 / 2,305 0 4:00 PM 1 0 8 65 0 8 8 419 1 2 284 41 837 0 4:15 PM 1 0 10 88 0 8 8 426 1 2 336 55 935 0 4:30 PM 5 1 12 95 2 12 5 487 3 5 318 60 1,005 0 4:45 PM 1 1 15 99 5 15 2 495 5 8 384 65 1,095 0 5:00 PM 2 2 22 90 1 18 4 594 2 6 422 61 1,224 0 5:15 PM 6 1 9 72 2 19 6 634 1 2 404 75 1,231 0 5:30 PM 2 0 7 95 0 5 2 595 1 1 428 84 1,220 0 5:45 PM 0 0 10 90 2 7 5 562 0 2 430 79 1,187 0 VOLUMES 18 5 93 694 12 92 40 4,212 14 28 3,006 520 8,734 0 0 0 0 0 APPROACH % 16% 4% 80% 87% 2% 12% 1% 99% 0% 1% 85% 15% APP/DEPART 116 / 565 798 / 54 4,266 / 4,999 3,554 / 3,116 0 BEGIN PEAK HR VOLUMES 10 5:00 PM 3 48 347 5 49 17 2,385 4 11 1,684 299 4,862 APPROACH % 16% 5% 79% 87% 1% 12% 1% 99% 0% 1% 84% 15% PEAK HR FACTOR 0.587 0.920 0.938 0.972 0.987 APP/DEPART 61 / 319 401 / 20 2,406 / 2,780 1,994 / 1,743 0 MICHELSON NORTH SIDE UNIVERSITY WEST SIDE EAST SIDE UNIVERSITY SOUTH SIDE MICHELSON PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS BICYCLE CROSSINGS N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0 7:15 AM 0 0 0 7:30 AM 0 0 0 7:45 AM 0 0 0 8:00 AM 0 0 0 8:15 AM 0 0 0 8:30 AM 0 0 0 8:45 AM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

ADT Count Data

Average Daily Traffic Volumes WEDNESDAY - NOVEMBER 18, 2009 CITY: IRVINE PROJECT: CA09-1120-3-001 ROSA DREW BTWN MICHELSON & UNIVERSITY Prepared by: Field Data Services of Arizona, Inc. AM Period NB SB EB WB PM Period NB SB EB WB 00:00 2 2 12:00 9 9 00:15 4 1 12:15 15 4 00:30 4 5 12:30 12 5 00:45 3 13 1 9 22 12:45 10 46 8 26 72 01:00 3 1 13:00 9 8 01:15 1 3 13:15 8 8 01:30 2 0 13:30 10 10 01:45 0 6 0 4 10 13:45 10 37 13 39 76 02:00 0 1 14:00 17 12 02:15 3 0 14:15 22 11 02:30 0 0 14:30 17 8 02:45 0 3 0 1 4 14:45 28 84 4 35 119 03:00 0 0 15:00 43 9 03:15 0 1 15:15 20 29 03:30 0 0 15:30 15 21 03:45 0 0 0 1 1 15:45 13 91 15 74 165 04:00 0 0 16:00 20 18 04:15 0 0 16:15 15 20 04:30 0 1 16:30 11 23 04:45 1 1 0 1 2 16:45 11 57 18 79 136 05:00 1 0 17:00 18 19 05:15 1 0 17:15 15 20 05:30 0 0 17:30 10 17 05:45 1 3 2 2 5 17:45 15 58 10 66 124 06:00 2 0 18:00 16 13 06:15 0 1 18:15 16 13 06:30 3 0 18:30 9 14 06:45 4 9 3 4 13 18:45 5 46 21 61 107 07:00 10 20 19:00 14 14 07:15 18 13 19:15 9 14 07:30 21 15 19:30 10 10 07:45 22 71 10 58 129 19:45 9 42 14 52 94 08:00 10 26 20:00 8 9 08:15 15 9 20:15 11 7 08:30 11 8 20:30 9 6 08:45 9 45 6 49 94 20:45 5 33 4 26 59 09:00 29 9 21:00 6 5 09:15 71 11 21:15 4 3 09:30 33 27 21:30 11 4 09:45 11 144 9 56 200 21:45 4 25 5 17 42 10:00 8 12 22:00 6 2 10:15 7 5 22:15 6 7 10:30 4 4 22:30 3 8 10:45 7 26 14 35 61 22:45 6 21 4 21 42 11:00 8 7 23:00 5 4 11:15 5 4 23:15 7 6 11:30 8 7 23:30 4 6 11:45 5 26 10 28 54 23:45 2 18 0 16 34 Total Vol. 347 248 595 558 512 1070 Daily Totals NB SB EB WB Combined 905 760 1665 AM PM Split % 58.3% 41.7% 35.7% 52.1% 47.9% 64.3% Peak Hour 09:00 07:15 09:00 14:15 15:15 14:45 Volume 144 64 200 110 83 169 P.H.F. 0.51 0.62 0.61 0.85 0.72 0.81 PACIFIC TRAFFIC & TRANSIT DATA SERVICES

Average Daily Traffic Volumes THURSDAY - NOVEMBER 19, 2009 CITY: IRVINE PROJECT: CA09-1120-3-001 ROSA DREW BTWN MICHELSON & UNIVERSITY Prepared by: Field Data Services of Arizona, Inc. AM Period NB SB EB WB PM Period NB SB EB WB 00:00 2 3 12:00 10 6 00:15 6 2 12:15 9 5 00:30 2 1 12:30 8 8 00:45 4 14 1 7 21 12:45 13 40 5 24 64 01:00 1 0 13:00 13 8 01:15 1 1 13:15 13 6 01:30 2 0 13:30 3 8 01:45 0 4 1 2 6 13:45 9 38 8 30 68 02:00 0 1 14:00 16 10 02:15 1 0 14:15 13 7 02:30 1 2 14:30 14 15 02:45 0 2 0 3 5 14:45 19 62 14 46 108 03:00 0 1 15:00 52 12 03:15 1 0 15:15 35 27 03:30 0 2 15:30 23 20 03:45 0 1 2 5 6 15:45 14 124 6 65 189 04:00 1 1 16:00 18 20 04:15 0 0 16:15 21 16 04:30 0 0 16:30 22 28 04:45 0 1 1 2 3 16:45 24 85 20 84 169 05:00 1 0 17:00 15 15 05:15 0 1 17:15 9 10 05:30 1 1 17:30 8 18 05:45 1 3 3 5 8 17:45 16 48 16 59 107 06:00 2 2 18:00 13 15 06:15 0 2 18:15 7 9 06:30 1 4 18:30 17 19 06:45 6 9 5 13 22 18:45 14 51 16 59 110 07:00 22 22 19:00 8 12 07:15 15 15 19:15 8 9 07:30 20 11 19:30 9 9 07:45 23 80 19 67 147 19:45 13 38 5 35 73 08:00 21 21 20:00 12 10 08:15 18 20 20:15 5 6 08:30 10 11 20:30 8 8 08:45 11 60 9 61 121 20:45 8 33 4 28 61 09:00 7 10 21:00 7 6 09:15 11 15 21:15 4 4 09:30 6 22 21:30 1 2 09:45 8 32 16 63 95 21:45 16 28 5 17 45 10:00 6 11 22:00 5 3 10:15 11 9 22:15 4 8 10:30 8 5 22:30 6 3 10:45 11 36 12 37 73 22:45 6 21 7 21 42 11:00 7 6 23:00 6 7 11:15 8 10 23:15 3 3 11:30 8 3 23:30 5 4 11:45 11 34 4 23 57 23:45 4 18 2 16 34 Total Vol. 276 288 564 586 484 1070 Daily Totals NB SB EB WB Combined 862 772 1634 AM PM Split % 48.9% 51.1% 34.5% 54.8% 45.2% 65.5% Peak Hour 07:30 07:30 07:30 14:45 16:00 14:45 Volume 82 71 153 129 84 202 P.H.F. 0.89 0.85 0.91 0.68 0.75 0.79 PACIFIC TRAFFIC & TRANSIT DATA SERVICES

WEDNESDAY - NOVEMBER 18, 2009 Average Daily CITY: IRVINE Traffic Volumes PROJECT: MICHELSON E-O YALE Prepared by: Field Data Services of Arizona, Inc. AM Period NB SB EB WB PM Period NB SB EB WB 00:00 1 7 12:00 30 28 00:15 3 5 12:15 42 25 00:30 4 2 12:30 31 36 00:45 1 9 2 16 25 12:45 41 144 26 115 259 01:00 2 1 13:00 38 31 01:15 1 3 13:15 38 35 01:30 1 3 13:30 41 35 01:45 2 6 1 8 14 13:45 60 177 41 142 319 02:00 0 1 14:00 41 30 02:15 0 3 14:15 43 37 02:30 2 0 14:30 36 27 02:45 0 2 2 6 8 14:45 50 170 38 132 302 03:00 0 1 15:00 55 61 03:15 1 0 15:15 78 52 03:30 0 1 15:30 58 41 03:45 2 3 0 2 5 15:45 51 242 42 196 438 04:00 0 1 16:00 61 33 04:15 1 1 16:15 77 40 04:30 1 2 16:30 80 42 04:45 3 5 3 7 12 16:45 75 293 55 170 463 05:00 0 2 17:00 91 41 05:15 6 1 17:15 101 56 05:30 3 5 17:30 105 62 05:45 2 11 2 10 21 17:45 100 397 51 210 607 06:00 9 6 18:00 100 44 06:15 3 4 18:15 65 47 06:30 14 11 18:30 72 42 06:45 17 43 10 31 74 18:45 62 299 46 179 478 07:00 16 18 19:00 64 32 07:15 17 33 19:15 49 41 07:30 20 31 19:30 39 34 07:45 48 101 71 153 254 19:45 34 186 20 127 313 08:00 66 32 20:00 30 17 08:15 47 29 20:15 33 25 08:30 29 38 20:30 36 23 08:45 36 178 44 143 321 20:45 22 121 33 98 219 09:00 40 47 21:00 26 14 09:15 87 51 21:15 14 12 09:30 68 76 21:30 13 24 09:45 30 225 23 197 422 21:45 11 64 16 66 130 10:00 22 27 22:00 10 9 10:15 28 15 22:15 13 17 10:30 34 22 22:30 8 11 10:45 31 115 35 99 214 22:45 6 37 11 48 85 11:00 31 28 23:00 8 13 11:15 31 26 23:15 3 2 11:30 38 28 23:30 6 4 11:45 34 134 27 109 243 23:45 9 26 3 22 48 Total Vol. 832 781 1613 2156 1505 3661 Daily Totals NB SB EB WB Combined 2988 2286 5274 AM PM Split % 51.6% 48.4% 30.6% 58.9% 41.1% 69.4% Peak Hour 08:45 08:45 08:45 17:15 16:45 17:15 Volume 231 218 449 406 214 619 P.H.F. 0.66 0.72 0.78 0.97 0.86 0.93 PACIFIC TRAFFIC & TRANSIT DATA SERVICES CA09-1120-3-002

THURSDAY - NOVEMBER 19, 2009 Average Daily CITY: IRVINE Traffic Volumes PROJECT: MICHELSON E-O YALE Prepared by: Field Data Services of Arizona, Inc. AM Period NB SB EB WB PM Period NB SB EB WB 00:00 2 5 12:00 31 30 00:15 4 4 12:15 31 48 00:30 2 2 12:30 33 28 00:45 2 10 4 15 25 12:45 36 131 41 147 278 01:00 3 1 13:00 55 45 01:15 2 0 13:15 36 27 01:30 0 4 13:30 43 27 01:45 2 7 1 6 13 13:45 44 178 28 127 305 02:00 1 1 14:00 30 32 02:15 0 2 14:15 34 36 02:30 1 1 14:30 61 56 02:45 0 2 0 4 6 14:45 58 183 57 181 364 03:00 1 0 15:00 51 45 03:15 0 0 15:15 67 67 03:30 0 1 15:30 46 42 03:45 1 2 0 1 3 15:45 58 222 40 194 416 04:00 0 1 16:00 61 44 04:15 1 0 16:15 61 56 04:30 2 0 16:30 76 51 04:45 0 3 1 2 5 16:45 79 277 55 206 483 05:00 3 2 17:00 84 63 05:15 1 1 17:15 109 58 05:30 4 6 17:30 112 52 05:45 6 14 5 14 28 17:45 103 408 46 219 627 06:00 4 4 18:00 87 52 06:15 8 9 18:15 75 45 06:30 6 11 18:30 74 47 06:45 15 33 14 38 71 18:45 73 309 34 178 487 07:00 17 18 19:00 45 33 07:15 38 46 19:15 46 27 07:30 25 42 19:30 27 31 07:45 44 124 53 159 283 19:45 23 141 30 121 262 08:00 72 77 20:00 24 29 08:15 84 105 20:15 22 17 08:30 44 50 20:30 18 21 08:45 36 236 41 273 509 20:45 22 86 20 87 173 09:00 39 30 21:00 23 20 09:15 37 26 21:15 17 14 09:30 31 27 21:30 19 19 09:45 33 140 36 119 259 21:45 13 72 15 68 140 10:00 35 23 22:00 10 13 10:15 26 19 22:15 19 13 10:30 31 21 22:30 17 6 10:45 37 129 34 97 226 22:45 11 57 9 41 98 11:00 33 21 23:00 11 9 11:15 34 41 23:15 5 8 11:30 34 28 23:30 5 5 11:45 47 148 31 121 269 23:45 4 25 3 25 50 Total Vol. 848 849 1697 2089 1594 3683 Daily Totals NB SB EB WB Combined 2937 2443 5380 AM PM Split % 50.0% 50.0% 31.5% 56.7% 43.3% 68.5% Peak Hour 07:45 07:45 07:45 17:15 16:45 17:00 Volume 244 285 529 411 228 627 P.H.F. 0.73 0.68 0.70 0.92 0.90 0.94 PACIFIC TRAFFIC & TRANSIT DATA SERVICES CA09-1120-3-002

WEDNESDAY - NOVEMBER 18, 2009 Average Daily CITY: IRVINE Traffic Volumes PROJECT: MICHELSON E-O ROSA DREW Prepared by: Field Data Services of Arizona, Inc. AM Period NB SB EB WB PM Period NB SB EB WB 00:00 0 6 12:00 28 33 00:15 2 9 12:15 33 31 00:30 6 3 12:30 41 40 00:45 2 10 5 23 33 12:45 44 146 32 136 282 01:00 3 0 13:00 42 30 01:15 0 6 13:15 48 32 01:30 1 6 13:30 41 44 01:45 3 7 3 15 22 13:45 66 197 45 151 348 02:00 1 2 14:00 51 36 02:15 0 5 14:15 55 46 02:30 3 4 14:30 39 32 02:45 1 5 0 11 16 14:45 48 193 41 155 348 03:00 0 1 15:00 44 66 03:15 0 0 15:15 80 58 03:30 0 2 15:30 66 46 03:45 3 3 1 4 7 15:45 52 242 40 210 452 04:00 1 2 16:00 66 38 04:15 2 2 16:15 54 41 04:30 0 0 16:30 80 55 04:45 4 7 4 8 15 16:45 70 270 46 180 450 05:00 1 6 17:00 88 51 05:15 7 5 17:15 86 62 05:30 5 9 17:30 90 68 05:45 3 16 11 31 47 17:45 95 359 77 258 617 06:00 11 9 18:00 108 55 06:15 15 15 18:15 60 51 06:30 18 18 18:30 70 60 06:45 22 66 22 64 130 18:45 55 293 48 214 507 07:00 25 21 19:00 68 35 07:15 30 23 19:15 51 44 07:30 44 30 19:30 45 32 07:45 51 150 51 125 275 19:45 38 202 33 144 346 08:00 66 36 20:00 35 18 08:15 58 32 20:15 30 22 08:30 46 39 20:30 41 28 08:45 62 232 42 149 381 20:45 25 131 31 99 230 09:00 44 51 21:00 20 20 09:15 89 55 21:15 18 15 09:30 62 70 21:30 16 11 09:45 35 230 35 211 441 21:45 9 63 18 64 127 10:00 32 30 22:00 8 10 10:15 33 20 22:15 9 9 10:30 31 18 22:30 12 8 10:45 30 126 33 101 227 22:45 8 37 6 33 70 11:00 29 29 23:00 6 8 11:15 45 32 23:15 5 6 11:30 44 35 23:30 2 5 11:45 46 164 30 126 290 23:45 4 17 2 21 38 Total Vol. 1016 868 1884 2150 1665 3815 Daily Totals NB SB EB WB Combined 3166 2533 5699 AM PM Split % 53.9% 46.1% 33.1% 56.4% 43.6% 66.9% Peak Hour 08:45 08:45 08:45 17:15 17:15 17:15 Volume 257 218 475 379 262 641 P.H.F. 0.72 0.78 0.82 0.88 0.85 0.93 PACIFIC TRAFFIC & TRANSIT DATA SERVICES CA09-1120-3-003

THURSDAY - NOVEMBER 19, 2009 Average Daily CITY: IRVINE Traffic Volumes PROJECT: MICHELSON E-O ROSA DREW Prepared by: Field Data Services of Arizona, Inc. AM Period NB SB EB WB PM Period NB SB EB WB 00:00 1 6 12:00 33 33 00:15 5 5 12:15 41 48 00:30 2 8 12:30 30 29 00:45 1 9 2 21 30 12:45 39 143 33 143 286 01:00 1 1 13:00 58 48 01:15 5 0 13:15 41 30 01:30 0 2 13:30 52 33 01:45 2 8 0 3 11 13:45 50 201 36 147 348 02:00 2 0 14:00 41 39 02:15 0 1 14:15 30 41 02:30 1 2 14:30 55 59 02:45 0 3 3 6 9 14:45 68 194 60 199 393 03:00 0 2 15:00 55 48 03:15 1 0 15:15 69 61 03:30 2 2 15:30 44 48 03:45 3 6 1 5 11 15:45 58 226 44 201 427 04:00 2 3 16:00 51 31 04:15 1 0 16:15 66 48 04:30 2 1 16:30 74 55 04:45 1 6 2 6 12 16:45 81 272 51 185 457 05:00 3 3 17:00 85 48 05:15 4 10 17:15 99 57 05:30 6 9 17:30 96 76 05:45 8 21 11 33 54 17:45 88 368 73 254 622 06:00 9 18 18:00 90 51 06:15 5 11 18:15 88 50 06:30 10 15 18:30 70 55 06:45 18 42 31 75 117 18:45 71 319 30 186 505 07:00 23 31 19:00 55 36 07:15 33 25 19:15 51 31 07:30 41 25 19:30 30 33 07:45 55 152 44 125 277 19:45 33 169 39 139 308 08:00 70 46 20:00 28 32 08:15 66 55 20:15 20 20 08:30 53 32 20:30 16 26 08:45 50 239 25 158 397 20:45 28 92 22 100 192 09:00 44 36 21:00 21 18 09:15 41 31 21:15 20 15 09:30 38 30 21:30 18 21 09:45 42 165 32 129 294 21:45 22 81 11 65 146 10:00 31 26 22:00 11 18 10:15 33 20 22:15 9 15 10:30 38 18 22:30 15 11 10:45 42 144 36 100 244 22:45 16 51 9 53 104 11:00 44 31 23:00 9 5 11:15 41 44 23:15 5 8 11:30 36 29 23:30 8 2 11:45 44 165 32 136 301 23:45 3 25 5 20 45 Total Vol. 960 797 1757 2141 1692 3833 Daily Totals NB SB EB WB Combined 3101 2489 5590 AM PM Split % 54.6% 45.4% 31.4% 55.9% 44.1% 68.6% Peak Hour 07:45 07:45 07:45 17:15 17:15 17:15 Volume 244 177 421 373 257 630 P.H.F. 0.87 0.80 0.87 0.94 0.85 0.92 PACIFIC TRAFFIC & TRANSIT DATA SERVICES CA09-1120-3-003

Counts Unlimited, Inc. 25286 Jaclyn Avenue Moreno Valley, CA 92557 City of Irvine File Name: 236 Michelson Drive Site Code: 192-9245 B/ Culver Drive - Yale Avenue Date: Eastbound 24 Hour Directional Volume Count Westbound 9/23/2009 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 17 52 4 56 12:15 8 59 7 48 12:30 12 61 4 50 12:45 7 51 44 223 4 46 19 200 63 423 1:00 7 70 5 70 1:15 7 81 9 53 1:30 7 85 3 73 1:45 0 84 21 320 2 69 19 265 40 585 2:00 4 61 2 47 2:15 2 68 0 72 2:30 4 88 3 64 2:45 3 88 13 305 3 35 8 218 21 523 3:00 1 89 1 116 3:15 1 73 2 87 3:30 1 69 4 61 3:45 2 86 5 317 3 44 10 308 15 625 4:00 1 89 2 55 4:15 6 98 1 60 4:30 1 123 5 48 4:45 1 109 9 419 2 59 10 222 19 641 5:00 5 109 6 56 5:15 1 128 9 72 5:30 4 155 7 75 5:45 4 139 14 531 21 62 43 265 57 796 6:00 9 131 18 64 6:15 8 127 19 63 6:30 15 97 29 64 6:45 22 88 54 443 34 53 100 244 154 687 7:00 15 101 51 66 7:15 29 70 63 49 7:30 33 60 85 63 7:45 80 58 157 289 116 38 315 216 472 505 8:00 74 65 80 29 8:15 26 54 70 30 8:30 43 36 90 43 8:45 57 57 200 212 99 40 339 142 539 354 9:00 84 35 84 14 9:15 81 48 128 23 9:30 41 51 67 21 9:45 47 30 253 164 68 19 347 77 600 241 10:00 36 41 38 17 10:15 34 39 51 24 10:30 46 12 37 15 10:45 43 32 159 124 49 15 175 71 334 195 11:00 43 15 62 13 11:15 46 12 67 10 11:30 62 8 51 5 11:45 47 11 198 46 57 2 237 30 435 76 Totals 1127 3393 1622 2258 Combined Totals 4520 3880 ADT 8400 AM Peak Hour 830 AM 830 AM Volume 265 401 P.H.F. 0.789 0.783 PM Peak Hour 515 PM 300 PM Volume 553 308 P.H.F. 0.892 0.664 Percentage 24.9% 75.1% 41.8% 58.2% Phone: 951-485-7934 counts@countsunlimited.com Fax: 951-243-3124

Counts Unlimited, Inc. 25286 Jaclyn Avenue Moreno Valley, CA 92557 City of Irvine File Name: 236 Michelson Drive Site Code: 192-9245 B/ Culver Drive - Yale Avenue 24 Hour Directional Volume Count Date: Eastbound Westbound 9/24/2009 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 16 55 9 49 12:15 10 58 7 53 12:30 9 60 7 53 12:45 9 51 44 224 7 56 30 211 74 435 1:00 4 60 4 53 1:15 3 56 2 51 1:30 3 95 1 69 1:45 5 89 15 300 2 62 9 235 24 535 2:00 4 57 1 53 2:15 3 68 2 49 2:30 1 66 2 51 2:45 1 94 9 285 2 60 7 213 16 498 3:00 1 90 1 117 3:15 1 70 3 83 3:30 0 88 2 47 3:45 1 72 3 320 0 52 6 299 9 619 4:00 1 69 3 50 4:15 3 98 3 41 4:30 1 87 8 57 4:45 0 126 5 380 5 74 19 222 24 602 5:00 5 137 5 66 5:15 3 178 9 67 5:30 3 145 12 88 5:45 4 141 15 601 26 78 52 299 67 900 6:00 5 127 17 65 6:15 5 109 22 56 6:30 16 111 27 74 6:45 17 97 43 444 38 75 104 270 147 714 7:00 37 93 42 57 7:15 42 73 69 59 7:30 37 78 71 32 7:45 86 62 202 306 128 47 310 195 512 501 8:00 88 60 109 34 8:15 72 73 149 29 8:30 62 68 82 36 8:45 53 65 275 266 93 33 433 132 708 398 9:00 44 41 69 23 9:15 42 35 60 21 9:30 42 37 50 19 9:45 40 44 168 157 55 19 234 82 402 239 10:00 55 32 45 23 10:15 47 22 43 11 10:30 35 32 50 14 10:45 39 23 176 109 52 7 190 55 366 164 11:00 41 23 57 16 11:15 44 13 62 15 11:30 53 23 33 14 11:45 63 13 201 72 42 5 194 50 395 122 Totals 1156 3464 1588 2263 Combined Totals 4620 3851 ADT 8471 AM Peak Hour 745 AM 745 AM Volume 308 468 P.H.F. 0.875 0.785 PM Peak Hour 500 PM 230 PM Volume 601 311 P.H.F. 0.844 0.665 Percentage 25.0% 75.0% 41.2% 58.8% Phone: 951-485-7934 counts@countsunlimited.com Fax: 951-243-3124

Counts Unlimited, Inc. 25286 Jaclyn Avenue Moreno Valley, CA 92557 City of Irvine File Name: 278 University Drive Site Code: 192-9245 B/ Yale Avenue - Ridgeline Drive Date: Eastbound 24 Hour Directional Volume Count Westbound 10/21/2009 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 32 254 19 153 12:15 18 260 12 197 12:30 34 179 20 187 12:45 18 174 102 867 10 197 61 734 163 1601 1:00 17 205 9 205 1:15 24 212 8 193 1:30 11 190 8 168 1:45 8 207 60 814 7 236 32 802 92 1616 2:00 5 209 3 225 2:15 11 256 5 185 2:30 11 227 7 174 2:45 11 216 38 908 9 195 24 779 62 1687 3:00 8 257 2 187 3:15 8 311 3 195 3:30 4 276 2 208 3:45 2 296 22 1140 6 172 13 762 35 1902 4:00 1 305 5 174 4:15 2 370 3 234 4:30 2 364 11 188 4:45 4 442 9 1481 7 259 26 855 35 2336 5:00 12 405 19 257 5:15 16 540 22 373 5:30 15 446 42 341 5:45 21 467 64 1858 66 334 149 1305 213 3163 6:00 19 461 48 246 6:15 39 415 73 244 6:30 62 391 115 209 6:45 108 348 228 1615 190 254 426 953 654 2568 7:00 98 275 188 139 7:15 165 209 322 209 7:30 237 206 355 138 7:45 217 185 717 875 506 137 1371 623 2088 1498 8:00 237 152 470 129 8:15 241 135 456 109 8:30 196 157 466 103 8:45 217 143 891 587 483 95 1875 436 2766 1023 9:00 223 142 360 98 9:15 246 166 346 94 9:30 154 150 342 90 9:45 172 146 795 604 312 78 1360 360 2155 964 10:00 175 150 172 69 10:15 159 107 183 55 10:30 149 67 208 40 10:45 135 58 618 382 178 29 741 193 1359 575 11:00 188 56 177 34 11:15 177 53 182 34 11:30 139 27 206 26 11:45 197 29 701 165 194 16 759 110 1460 275 Totals 4245 11296 6837 7912 Combined Totals 15541 14749 ADT 30290 AM Peak Hour 730 AM 745 AM Volume 932 1898 P.H.F. 0.967 0.938 PM Peak Hour 515 PM 500 PM Volume 1914 1305 P.H.F. 0.886 0.875 Percentage 27.3% 72.7% 46.4% 53.6% Phone: 951-485-7934 counts@countsunlimited.com Fax: 951-243-3124

Counts Unlimited, Inc. 25286 Jaclyn Avenue Moreno Valley, CA 92557 City of Irvine File Name: 278 University Drive Site Code: 192-9245 B/ Yale Avenue - Ridgeline Drive 24 Hour Directional Volume Count Date: Eastbound Westbound 10/22/2009 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 39 189 19 209 12:15 29 180 8 191 12:30 19 222 9 209 12:45 21 180 108 771 16 209 52 818 160 1589 1:00 22 225 17 194 1:15 20 200 16 186 1:30 10 166 6 197 1:45 11 192 63 783 4 172 43 749 106 1532 2:00 13 224 8 183 2:15 8 230 7 160 2:30 3 193 4 174 2:45 4 226 28 873 7 222 26 739 54 1612 3:00 6 252 3 247 3:15 5 313 4 196 3:30 3 310 2 203 3:45 2 362 16 1237 9 176 18 822 34 2059 4:00 4 303 4 174 4:15 2 352 4 207 4:30 5 330 8 240 4:45 2 301 13 1286 8 278 24 899 37 2185 5:00 9 443 15 280 5:15 16 480 31 330 5:30 15 395 37 290 5:45 24 356 64 1674 67 314 150 1214 214 2888 6:00 25 381 59 276 6:15 36 435 70 230 6:30 40 402 103 214 6:45 92 382 193 1600 171 213 403 933 596 2533 7:00 83 245 190 156 7:15 113 232 259 141 7:30 142 187 363 144 7:45 221 159 559 823 545 104 1357 545 1916 1368 8:00 264 139 453 111 8:15 292 180 531 108 8:30 271 118 474 112 8:45 285 140 1112 577 576 100 2034 431 3146 1008 9:00 179 127 466 102 9:15 170 150 390 86 9:30 169 115 275 82 9:45 168 125 686 517 264 61 1395 331 2081 848 10:00 167 123 188 73 10:15 146 102 186 66 10:30 150 80 190 44 10:45 167 90 630 395 190 36 754 219 1384 614 11:00 187 48 154 41 11:15 158 47 164 30 11:30 184 41 186 30 11:45 187 34 716 170 165 24 669 125 1385 295 Totals 4188 10706 6925 7825 Combined Totals 14894 14750 ADT 29644 AM Peak Hour 800 AM 815 AM Volume 1112 2047 P.H.F. 0.952 0.888 PM Peak Hour 500 PM 500 PM Volume 1674 1214 P.H.F. 0.872 0.920 Percentage 28.1% 71.9% 46.9% 53.1% Phone: 951-485-7934 counts@countsunlimited.com Fax: 951-243-3124

Counts Unlimited, Inc. 25286 Jaclyn Avenue Moreno Valley, CA 92557 City of Irvine File Name: 279 University Drive Site Code: 192-9245 B/ Ridgeline Drive - Michelson Drive Date: Eastbound 24 Hour Directional Volume Count Westbound 10/21/2009 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 40 342 27 252 12:15 25 349 22 261 12:30 31 284 26 253 12:45 20 256 116 1231 16 281 91 1047 207 2278 1:00 20 319 17 305 1:15 23 294 8 289 1:30 16 277 12 279 1:45 10 349 69 1239 8 315 45 1188 114 2427 2:00 6 336 5 337 2:15 12 381 6 277 2:30 12 328 13 257 2:45 12 303 42 1348 7 288 31 1159 73 2507 3:00 7 355 6 283 3:15 9 398 6 273 3:30 7 377 6 297 3:45 4 399 27 1529 13 257 31 1110 58 2639 4:00 2 413 7 262 4:15 4 456 2 312 4:30 6 498 11 341 4:45 11 547 23 1914 10 327 30 1242 53 3156 5:00 21 501 18 390 5:15 30 577 24 449 5:30 41 556 42 455 5:45 57 541 149 2175 71 459 155 1753 304 3928 6:00 44 609 53 380 6:15 69 470 84 352 6:30 100 510 140 336 6:45 170 413 383 2002 214 356 491 1424 874 3426 7:00 171 349 284 277 7:15 275 270 476 297 7:30 389 261 456 239 7:45 383 248 1218 1128 534 228 1750 1041 2968 2169 8:00 408 217 529 186 8:15 414 183 514 181 8:30 323 226 572 186 8:45 378 199 1523 825 471 182 2086 735 3609 1560 9:00 384 190 422 149 9:15 358 200 424 170 9:30 266 180 381 135 9:45 273 167 1281 737 324 135 1551 589 2832 1326 10:00 285 186 248 149 10:15 251 119 217 96 10:30 261 87 267 73 10:45 237 78 1034 470 270 57 1002 375 2036 845 11:00 271 70 241 52 11:15 252 49 245 56 11:30 236 35 278 41 11:45 286 33 1045 187 255 31 1019 180 2064 367 Totals 6910 14785 8282 11843 Combined Totals 21695 20125 ADT 41820 AM Peak Hour 730 AM 745 AM Volume 1594 2149 P.H.F. 0.963 0.939 PM Peak Hour 515 PM 500 PM Volume 2283 1753 P.H.F. 0.937 0.955 Percentage 31.9% 68.1% 41.2% 58.8% Phone: 951-485-7934 counts@countsunlimited.com Fax: 951-243-3124

Counts Unlimited, Inc. 25286 Jaclyn Avenue Moreno Valley, CA 92557 City of Irvine File Name: 279 University Drive Site Code: 192-9245 B/ Ridgeline Drive - Michelson Drive 24 Hour Directional Volume Count Date: Eastbound Westbound 10/22/2009 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 48 285 29 273 12:15 31 270 21 281 12:30 21 299 18 275 12:45 23 286 123 1140 27 291 95 1120 218 2260 1:00 21 292 23 253 1:15 20 282 21 284 1:30 18 263 10 280 1:45 14 279 73 1116 5 284 59 1101 132 2217 2:00 17 331 11 244 2:15 12 323 14 261 2:30 3 274 7 261 2:45 7 336 39 1264 8 323 40 1089 79 2353 3:00 7 326 2 327 3:15 5 453 6 276 3:30 2 438 4 264 3:45 4 472 18 1689 15 273 27 1140 45 2829 4:00 5 417 8 269 4:15 2 439 7 300 4:30 6 456 10 359 4:45 8 401 21 1713 9 359 34 1287 55 3000 5:00 18 534 13 408 5:15 27 522 30 416 5:30 33 507 46 409 5:45 48 443 126 2006 75 434 164 1667 290 3673 6:00 49 497 73 393 6:15 80 515 89 354 6:30 103 495 134 323 6:45 156 448 388 1955 195 288 491 1358 879 3313 7:00 153 342 241 294 7:15 240 267 340 252 7:30 256 246 486 243 7:45 359 218 1008 1073 535 214 1602 1003 2610 2076 8:00 388 192 593 175 8:15 417 236 576 186 8:30 464 169 571 176 8:45 461 210 1730 807 597 180 2337 717 4067 1524 9:00 311 160 535 191 9:15 281 187 436 172 9:30 289 150 296 145 9:45 293 144 1174 641 294 124 1561 632 2735 1273 10:00 266 166 254 127 10:15 246 121 249 105 10:30 257 88 244 80 10:45 269 111 1038 486 262 70 1009 382 2047 868 11:00 269 59 224 65 11:15 244 52 245 64 11:30 246 55 236 42 11:45 267 50 1026 216 246 43 951 214 1977 430 Totals 6764 14106 8370 11710 Combined Totals 20870 20080 ADT 40950 AM Peak Hour 800 AM 800 AM Volume 1730 2337 P.H.F. 0.932 0.979 PM Peak Hour 500 PM 500 PM Volume 2006 1667 P.H.F. 0.939 0.960 Percentage 32.4% 67.6% 41.7% 58.3% Phone: 951-485-7934 counts@countsunlimited.com Fax: 951-243-3124

APPENDIX B LOS Analysis Sheets

Existing Conditions

EX-AM Thu May 13, 2010 11:37:33 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.430 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.4 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 126 11 39 18 38 39 16 133 121 62 271 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 126 11 39 18 38 39 16 133 121 62 271 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 126 11 39 18 38 39 16 133 121 62 271 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 11 39 18 38 39 16 133 121 62 271 37 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 126 11 39 18 38 39 16 133 121 62 271 37 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.72 0.06 0.22 0.19 0.40 0.41 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 434 38 134 114 240 246 560 610 692 578 630 716 Capacity Analysis Module: Vol/Sat: 0.29 0.29 0.29 0.16 0.16 0.16 0.03 0.22 0.17 0.11 0.43 0.05 Crit Moves: **** **** **** **** Delay/Veh: 10.6 10.6 10.6 9.4 9.4 9.4 9.0 9.9 8.7 9.4 12.2 7.8 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.6 10.6 10.6 9.4 9.4 9.4 9.0 9.9 8.7 9.4 12.2 7.8 LOS by Move: B B B A A A A A A A B A ApproachDel: 10.6 9.4 9.3 11.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.6 9.4 9.3 11.3 LOS by Appr: B A A B AllWayAvgQ: 0.3 0.3 0.3 0.2 0.2 0.2 0.0 0.3 0.2 0.1 0.7 0.1 Note: Queue reported is the number of cars per lane. EX-AM Thu May 13, 2010 11:37:33 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.378 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.6 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 13 64 27 51 50 69 73 170 46 57 217 8 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 64 27 51 50 69 73 170 46 57 217 8 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 64 27 51 50 69 73 170 46 57 217 8 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 64 27 51 50 69 73 170 46 57 217 8 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 64 27 51 50 69 73 170 46 57 217 8 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.17 0.83 1.00 0.50 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 89 440 597 267 262 614 527 571 638 528 573 638 Capacity Analysis Module: Vol/Sat: 0.15 0.15 0.05 0.19 0.19 0.11 0.14 0.30 0.07 0.11 0.38 0.01 Crit Moves: **** **** **** **** Delay/Veh: 10.0 10.0 8.5 10.5 10.5 8.8 10.2 11.1 8.4 10.0 12.2 8.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.0 10.0 8.5 10.5 10.5 8.8 10.2 11.1 8.4 10.0 12.2 8.1 LOS by Move: B B A B B A B B A A B A ApproachDel: 9.7 9.8 10.5 11.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.7 9.8 10.5 11.6 LOS by Appr: A A B B AllWayAvgQ: 0.1 0.1 0.0 0.2 0.2 0.1 0.1 0.4 0.1 0.1 0.5 0.0 Note: Queue reported is the number of cars per lane.

EX-AM Thu May 13, 2010 11:37:33 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.258 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 8.9 Optimal Cycle: 0 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 22 16 29 38 31 23 25 164 18 10 147 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 16 29 38 31 23 25 164 18 10 147 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 16 29 38 31 23 25 164 18 10 147 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 16 29 38 31 23 25 164 18 10 147 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 16 29 38 31 23 25 164 18 10 147 12 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.33 0.24 0.43 0.41 0.34 0.25 1.00 0.90 0.10 1.00 0.92 0.08 Final Sat.: 233 169 307 289 236 175 635 637 70 629 646 53 Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.13 0.13 0.13 0.04 0.26 0.26 0.02 0.23 0.23 Crit Moves: **** **** **** **** Delay/Veh: 8.2 8.2 8.2 8.5 8.5 8.5 8.5 9.3 9.3 8.4 9.1 9.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.2 8.2 8.2 8.5 8.5 8.5 8.5 9.3 9.3 8.4 9.1 9.1 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.2 8.5 9.2 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.2 8.5 9.2 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.3 0.3 0.0 0.3 0.3 Note: Queue reported is the number of cars per lane.

EX-PM Thu May 13, 2010 11:37:39 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.750 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 15.3 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 70 31 53 14 20 31 54 493 102 33 172 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 31 53 14 20 31 54 493 102 33 172 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 31 53 14 20 31 54 493 102 33 172 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 31 53 14 20 31 54 493 102 33 172 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 31 53 14 20 31 54 493 102 33 172 36 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.46 0.20 0.34 0.21 0.31 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 259 115 196 118 168 261 599 658 750 546 593 666 Capacity Analysis Module: Vol/Sat: 0.27 0.27 0.27 0.12 0.12 0.12 0.09 0.75 0.14 0.06 0.29 0.05 Crit Moves: **** **** **** **** Delay/Veh: 10.8 10.8 10.8 9.6 9.6 9.6 9.2 22.1 8.1 9.4 10.8 8.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.8 10.8 10.8 9.6 9.6 9.6 9.2 22.1 8.1 9.4 10.8 8.1 LOS by Move: B B B A A A A C A A B A ApproachDel: 10.8 9.6 18.8 10.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.8 9.6 18.8 10.2 LOS by Appr: B A C B AllWayAvgQ: 0.3 0.3 0.3 0.1 0.1 0.1 0.1 2.5 0.2 0.1 0.4 0.1 Note: Queue reported is the number of cars per lane. EX-PM Thu May 13, 2010 11:37:39 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.565 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 12.5 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 15 0 13 0 0 1 0 394 15 5 217 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 0 13 0 0 1 0 394 15 5 217 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 0 13 0 0 1 0 394 15 5 217 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 0 13 0 0 1 0 394 15 5 217 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 0 13 0 0 1 0 394 15 5 217 0 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 510 0 615 0 542 606 631 697 799 584 641 725 Capacity Analysis Module: Vol/Sat: 0.03 xxxx 0.02 xxxx 0.00 0.00 0.00 0.56 0.02 0.01 0.34 0.00 Crit Moves: **** **** **** **** Delay/Veh: 9.4 0.0 8.1 0.0 0.0 8.1 0.0 14.0 7.2 8.7 10.8 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.4 0.0 8.1 0.0 0.0 8.1 0.0 14.0 7.2 8.7 10.8 0.0 LOS by Move: A * A * * A * B A A B * ApproachDel: 8.8 8.1 13.8 10.7 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 8.1 13.8 10.7 LOS by Appr: A A B B AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.5 0.0 Note: Queue reported is the number of cars per lane.

EX-PM Thu May 13, 2010 11:37:39 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.494 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.9 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 19 15 19 16 12 12 42 327 32 10 219 30 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 15 19 16 12 12 42 327 32 10 219 30 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 19 15 19 16 12 12 42 327 32 10 219 30 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 19 15 19 16 12 12 42 327 32 10 219 30 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 19 15 19 16 12 12 42 327 32 10 219 30 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.36 0.28 0.36 0.40 0.30 0.30 1.00 0.91 0.09 1.00 0.88 0.12 Final Sat.: 220 173 220 241 181 181 649 661 65 631 622 85 Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.07 0.07 0.07 0.06 0.49 0.49 0.02 0.35 0.35 Crit Moves: **** **** **** **** Delay/Veh: 8.8 8.8 8.8 8.7 8.7 8.7 8.5 12.2 12.2 8.4 10.3 10.3 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.8 8.8 8.8 8.7 8.7 8.7 8.5 12.2 12.2 8.4 10.3 10.3 LOS by Move: A A A A A A A B B A B B ApproachDel: 8.8 8.7 11.8 10.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 8.7 11.8 10.2 LOS by Appr: A A B B AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.9 0.9 0.0 0.5 0.5 Note: Queue reported is the number of cars per lane.

Existing Plus Project Conditions

EXWP-AM Thu May 13, 2010 11:38:08 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.453 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.5 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 126 11 39 18 38 39 16 139 121 62 285 37 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 126 11 39 18 38 39 16 139 121 62 285 37 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 126 11 39 18 38 39 16 139 121 62 285 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 11 39 18 38 39 16 139 121 62 285 37 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 126 11 39 18 38 39 16 139 121 62 285 37 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.72 0.06 0.22 0.19 0.40 0.41 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 430 38 133 112 237 243 558 607 688 577 629 714 Capacity Analysis Module: Vol/Sat: 0.29 0.29 0.29 0.16 0.16 0.16 0.03 0.23 0.18 0.11 0.45 0.05 Crit Moves: **** **** **** **** Delay/Veh: 10.7 10.7 10.7 9.5 9.5 9.5 9.1 10.0 8.7 9.5 12.6 7.8 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.7 10.7 10.7 9.5 9.5 9.5 9.1 10.0 8.7 9.5 12.6 7.8 LOS by Move: B B B A A A A A A A B A ApproachDel: 10.7 9.5 9.4 11.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.7 9.5 9.4 11.6 LOS by Appr: B A A B AllWayAvgQ: 0.3 0.3 0.3 0.2 0.2 0.2 0.0 0.3 0.2 0.1 0.8 0.1 Note: Queue reported is the number of cars per lane. EXWP-AM Thu May 13, 2010 11:38:08 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.406 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.9 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 13 64 28 51 50 69 73 174 47 62 232 8 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 13 64 28 51 50 69 73 174 47 62 232 8 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 13 64 28 51 50 69 73 174 47 62 232 8 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 13 64 28 51 50 69 73 174 47 62 232 8 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 13 64 28 51 50 69 73 174 47 62 232 8 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.17 0.83 1.00 0.50 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 88 434 588 264 259 605 522 566 631 526 572 636 Capacity Analysis Module: Vol/Sat: 0.15 0.15 0.05 0.19 0.19 0.11 0.14 0.31 0.07 0.12 0.41 0.01 Crit Moves: **** **** **** **** Delay/Veh: 10.1 10.1 8.6 10.6 10.6 8.9 10.3 11.3 8.5 10.1 12.6 8.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.1 10.1 8.6 10.6 10.6 8.9 10.3 11.3 8.5 10.1 12.6 8.1 LOS by Move: B B A B B A B B A B B A ApproachDel: 9.7 9.9 10.6 12.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.7 9.9 10.6 12.0 LOS by Appr: A A B B AllWayAvgQ: 0.1 0.1 0.0 0.2 0.2 0.1 0.1 0.4 0.1 0.1 0.6 0.0 Note: Queue reported is the number of cars per lane.

EXWP-AM Thu May 13, 2010 11:38:08 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.275 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 9.0 Optimal Cycle: 0 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 22 17 29 38 32 23 25 175 19 10 147 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 22 17 29 38 32 23 25 175 19 10 147 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 17 29 38 32 23 25 175 19 10 147 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 17 29 38 32 23 25 175 19 10 147 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 22 17 29 38 32 23 25 175 19 10 147 12 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.32 0.25 0.43 0.41 0.34 0.25 1.00 0.90 0.10 1.00 0.92 0.08 Final Sat.: 227 175 299 283 239 172 634 637 69 627 643 53 Capacity Analysis Module: Vol/Sat: 0.10 0.10 0.10 0.13 0.13 0.13 0.04 0.27 0.27 0.02 0.23 0.23 Crit Moves: **** **** **** **** Delay/Veh: 8.2 8.2 8.2 8.5 8.5 8.5 8.5 9.5 9.5 8.4 9.2 9.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.2 8.2 8.2 8.5 8.5 8.5 8.5 9.5 9.5 8.4 9.2 9.2 LOS by Move: A A A A A A A A A A A A ApproachDel: 8.2 8.5 9.4 9.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.2 8.5 9.4 9.1 LOS by Appr: A A A A AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.4 0.4 0.0 0.3 0.3 Note: Queue reported is the number of cars per lane.

EXWP-PM Thu May 13, 2010 11:38:28 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.759 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 15.6 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 70 31 54 14 20 31 54 498 102 33 178 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 70 31 54 14 20 31 54 498 102 33 178 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 31 54 14 20 31 54 498 102 33 178 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 31 54 14 20 31 54 498 102 33 178 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 31 54 14 20 31 54 498 102 33 178 36 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.45 0.20 0.35 0.21 0.31 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 256 113 198 117 168 260 598 656 748 544 592 666 Capacity Analysis Module: Vol/Sat: 0.27 0.27 0.27 0.12 0.12 0.12 0.09 0.76 0.14 0.06 0.30 0.05 Crit Moves: **** **** **** **** Delay/Veh: 10.9 10.9 10.9 9.7 9.7 9.7 9.2 22.7 8.2 9.5 10.9 8.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.9 10.9 10.9 9.7 9.7 9.7 9.2 22.7 8.2 9.5 10.9 8.1 LOS by Move: B B B A A A A C A A B A ApproachDel: 10.9 9.7 19.3 10.3 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.9 9.7 19.3 10.3 LOS by Appr: B A C B AllWayAvgQ: 0.3 0.3 0.3 0.1 0.1 0.1 0.1 2.7 0.2 0.1 0.4 0.1 Note: Queue reported is the number of cars per lane. EXWP-PM Thu May 13, 2010 11:38:28 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.574 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 12.7 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 15 0 17 0 0 1 0 398 18 7 224 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 15 0 17 0 0 1 0 398 18 7 224 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 15 0 17 0 0 1 0 398 18 7 224 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 15 0 17 0 0 1 0 398 18 7 224 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 15 0 17 0 0 1 0 398 18 7 224 0 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 507 0 611 0 537 599 626 693 792 581 637 721 Capacity Analysis Module: Vol/Sat: 0.03 xxxx 0.03 xxxx 0.00 0.00 0.00 0.57 0.02 0.01 0.35 0.00 Crit Moves: **** **** **** **** Delay/Veh: 9.4 0.0 8.2 0.0 0.0 8.1 0.0 14.3 7.2 8.7 11.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.4 0.0 8.2 0.0 0.0 8.1 0.0 14.3 7.2 8.7 11.0 0.0 LOS by Move: A * A * * A * B A A B * ApproachDel: 8.8 8.1 14.0 10.9 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 8.1 14.0 10.9 LOS by Appr: A A B B AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.5 0.0 Note: Queue reported is the number of cars per lane.

EXWP-PM Thu May 13, 2010 11:38:28 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE EXISTING WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.509 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 11.1 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 19 16 19 16 12 12 42 327 43 10 229 30 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 16 19 16 12 12 42 327 43 10 229 30 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 19 16 19 16 12 12 42 327 43 10 229 30 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 19 16 19 16 12 12 42 327 43 10 229 30 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 19 16 19 16 12 12 42 327 43 10 229 30 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.35 0.30 0.35 0.40 0.30 0.30 1.00 0.88 0.12 1.00 0.88 0.12 Final Sat.: 213 180 213 239 179 179 648 642 84 629 623 82 Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.07 0.07 0.07 0.06 0.51 0.51 0.02 0.37 0.37 Crit Moves: **** **** **** **** Delay/Veh: 8.8 8.8 8.8 8.8 8.8 8.8 8.6 12.4 12.4 8.4 10.5 10.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 8.8 8.8 8.8 8.8 8.8 8.8 8.6 12.4 12.4 8.4 10.5 10.5 LOS by Move: A A A A A A A B B A B B ApproachDel: 8.8 8.8 12.1 10.4 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 8.8 8.8 12.1 10.4 LOS by Appr: A A B B AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1.0 1.0 0.0 0.5 0.5 Note: Queue reported is the number of cars per lane.

Year 2015 Without Project Conditions

2015-AM Sat May 15, 2010 12:56:50 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.626 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 13.0 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 126 9 45 24 30 45 20 240 130 60 379 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 126 9 45 24 30 45 20 240 130 60 379 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 126 9 45 24 30 45 20 240 130 60 379 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 9 45 24 30 45 20 240 130 60 379 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 126 9 45 24 30 45 20 240 130 60 379 41 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.70 0.05 0.25 0.24 0.30 0.46 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 383 27 137 129 161 242 539 586 660 556 606 682 Capacity Analysis Module: Vol/Sat: 0.33 0.33 0.33 0.19 0.19 0.19 0.04 0.41 0.20 0.11 0.63 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.7 11.7 11.7 10.3 10.3 10.3 9.4 12.5 9.2 9.8 17.3 8.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.7 11.7 11.7 10.3 10.3 10.3 9.4 12.5 9.2 9.8 17.3 8.1 LOS by Move: B B B B B B A B A A C A ApproachDel: 11.7 10.3 11.2 15.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.7 10.3 11.2 15.5 LOS by Appr: B B B C AllWayAvgQ: 0.4 0.4 0.4 0.2 0.2 0.2 0.0 0.6 0.2 0.1 1.5 0.1 Note: Queue reported is the number of cars per lane. 2015-AM Sat May 15, 2010 12:56:50 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.593 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 13.5 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 14 69 27 54 46 80 111 241 58 68 320 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 14 69 27 54 46 80 111 241 58 68 320 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 14 69 27 54 46 80 111 241 58 68 320 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 69 27 54 46 80 111 241 58 68 320 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 14 69 27 54 46 80 111 241 58 68 320 12 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.17 0.83 1.00 0.54 0.46 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 80 393 525 257 219 544 495 535 590 496 540 592 Capacity Analysis Module: Vol/Sat: 0.18 0.18 0.05 0.21 0.21 0.15 0.22 0.45 0.10 0.14 0.59 0.02 Crit Moves: **** **** **** **** Delay/Veh: 11.1 11.1 9.3 11.6 11.6 9.8 11.6 14.1 9.1 10.8 17.7 8.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.1 11.1 9.3 11.6 11.6 9.8 11.6 14.1 9.1 10.8 17.7 8.6 LOS by Move: B B A B B A B B A B C A ApproachDel: 10.7 10.8 12.7 16.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.7 10.8 12.7 16.2 LOS by Appr: B B B C AllWayAvgQ: 0.2 0.2 0.0 0.2 0.2 0.1 0.3 0.7 0.1 0.1 1.3 0.0 Note: Queue reported is the number of cars per lane.

2015-AM Sat May 15, 2010 12:56:50 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.434 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.8 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 31 11 27 28 36 26 28 255 45 19 263 10 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 11 27 28 36 26 28 255 45 19 263 10 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 11 27 28 36 26 28 255 45 19 263 10 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 11 27 28 36 26 28 255 45 19 263 10 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 11 27 28 36 26 28 255 45 19 263 10 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.45 0.16 0.39 0.31 0.40 0.29 1.00 0.85 0.15 1.00 0.96 0.04 Final Sat.: 272 96 237 189 244 176 617 587 104 612 650 25 Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.15 0.15 0.15 0.05 0.43 0.43 0.03 0.40 0.40 Crit Moves: **** **** **** **** Delay/Veh: 9.0 9.0 9.0 9.2 9.2 9.2 8.7 11.5 11.5 8.6 11.3 11.3 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.0 9.0 9.0 9.2 9.2 9.2 8.7 11.5 11.5 8.6 11.3 11.3 LOS by Move: A A A A A A A B B A B B ApproachDel: 9.0 9.2 11.3 11.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.0 9.2 11.3 11.1 LOS by Appr: A A B B AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.7 0.7 0.0 0.6 0.6 Note: Queue reported is the number of cars per lane.

2015-PM Sat May 15, 2010 12:56:53 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.955 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 28.0 Optimal Cycle: 0 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 76 26 58 18 18 34 51 604 105 37 270 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 76 26 58 18 18 34 51 604 105 37 270 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 76 26 58 18 18 34 51 604 105 37 270 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 76 26 58 18 18 34 51 604 105 37 270 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 76 26 58 18 18 34 51 604 105 37 270 43 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.48 0.16 0.36 0.26 0.26 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 258 88 197 133 133 252 577 633 714 531 574 645 Capacity Analysis Module: Vol/Sat: 0.29 0.29 0.29 0.14 0.14 0.14 0.09 0.95 0.15 0.07 0.47 0.07 Crit Moves: **** **** **** **** Delay/Veh: 11.9 11.9 11.9 10.5 10.5 10.5 9.5 48.0 8.5 9.8 13.9 8.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.9 11.9 11.9 10.5 10.5 10.5 9.5 48.0 8.5 9.8 13.9 8.5 LOS by Move: B B B B B B A E A A B A ApproachDel: 11.9 10.5 40.0 12.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.9 10.5 40.0 12.8 LOS by Appr: B B E B AllWayAvgQ: 0.4 0.4 0.4 0.1 0.1 0.1 0.1 7.0 0.2 0.1 0.8 0.1 Note: Queue reported is the number of cars per lane. 2015-PM Sat May 15, 2010 12:56:53 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.721 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 16.9 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 20 2 8 3 9 7 5 469 51 10 322 3 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 2 8 3 9 7 5 469 51 10 322 3 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 2 8 3 9 7 5 469 51 10 322 3 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 2 8 3 9 7 5 469 51 10 322 3 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 2 8 3 9 7 5 469 51 10 322 3 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.91 0.09 1.00 0.25 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 426 43 550 121 364 546 588 651 733 549 604 673 Capacity Analysis Module: Vol/Sat: 0.05 0.05 0.01 0.02 0.02 0.01 0.01 0.72 0.07 0.02 0.53 0.00 Crit Moves: **** **** **** **** Delay/Veh: 10.1 10.1 8.7 9.6 9.6 8.7 8.7 20.5 7.8 9.1 14.6 7.8 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.1 10.1 8.7 9.6 9.6 8.7 8.7 20.5 7.8 9.1 14.6 7.8 LOS by Move: B B A A A A A C A A B A ApproachDel: 9.7 9.3 19.2 14.4 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.7 9.3 19.2 14.4 LOS by Appr: A A C B AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.1 0.0 1.0 0.0 Note: Queue reported is the number of cars per lane.

2015-PM Sat May 15, 2010 12:56:53 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.725 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 15.8 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 24 14 22 15 12 12 45 452 63 15 324 32 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 14 22 15 12 12 45 452 63 15 324 32 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 14 22 15 12 12 45 452 63 15 324 32 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 14 22 15 12 12 45 452 63 15 324 32 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 14 22 15 12 12 45 452 63 15 324 32 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.40 0.23 0.37 0.38 0.31 0.31 1.00 0.88 0.12 1.00 0.91 0.09 Final Sat.: 217 127 199 205 164 164 631 623 87 608 618 61 Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.07 0.07 0.07 0.07 0.73 0.73 0.02 0.52 0.52 Crit Moves: **** **** **** **** Delay/Veh: 9.6 9.6 9.6 9.4 9.4 9.4 8.7 19.6 19.6 8.6 13.4 13.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.6 9.6 9.6 9.4 9.4 9.4 8.7 19.6 19.6 8.6 13.4 13.4 LOS by Move: A A A A A A A C C A B B ApproachDel: 9.6 9.4 18.7 13.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.6 9.4 18.7 13.2 LOS by Appr: A A C B AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.1 2.3 2.3 0.0 1.0 1.0 Note: Queue reported is the number of cars per lane.

Year 2015 With Project Conditions

2015WP-AM Sat May 15, 2010 12:56:56 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.635 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 13.2 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 125 9 46 25 30 44 19 241 129 63 385 42 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 125 9 46 25 30 44 19 241 129 63 385 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 125 9 46 25 30 44 19 241 129 63 385 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 125 9 46 25 30 44 19 241 129 63 385 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 125 9 46 25 30 44 19 241 129 63 385 42 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.69 0.05 0.26 0.25 0.30 0.45 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 380 27 140 134 160 235 538 585 657 556 606 681 Capacity Analysis Module: Vol/Sat: 0.33 0.33 0.33 0.19 0.19 0.19 0.04 0.41 0.20 0.11 0.64 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.8 11.8 11.8 10.3 10.3 10.3 9.4 12.5 9.2 9.8 17.6 8.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.8 11.8 11.8 10.3 10.3 10.3 9.4 12.5 9.2 9.8 17.6 8.1 LOS by Move: B B B B B B A B A A C A ApproachDel: 11.8 10.3 11.3 15.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.8 10.3 11.3 15.8 LOS by Appr: B B B C AllWayAvgQ: 0.4 0.4 0.4 0.2 0.2 0.2 0.0 0.6 0.2 0.1 1.5 0.1 Note: Queue reported is the number of cars per lane. 2015WP-AM Sat May 15, 2010 12:56:56 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.608 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 13.8 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 14 68 28 56 46 78 109 246 55 69 328 12 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 14 68 28 56 46 78 109 246 55 69 328 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 14 68 28 56 46 78 109 246 55 69 328 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 14 68 28 56 46 78 109 246 55 69 328 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 14 68 28 56 46 78 109 246 55 69 328 12 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.17 0.83 1.00 0.55 0.45 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 80 391 523 260 214 542 493 533 587 496 539 592 Capacity Analysis Module: Vol/Sat: 0.17 0.17 0.05 0.22 0.22 0.14 0.22 0.46 0.09 0.14 0.61 0.02 Crit Moves: **** **** **** **** Delay/Veh: 11.2 11.2 9.3 11.7 11.7 9.8 11.6 14.4 9.1 10.8 18.2 8.6 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.2 11.2 9.3 11.7 11.7 9.8 11.6 14.4 9.1 10.8 18.2 8.6 LOS by Move: B B A B B A B B A B C A ApproachDel: 10.7 10.9 13.0 16.7 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.7 10.9 13.0 16.7 LOS by Appr: B B B C AllWayAvgQ: 0.2 0.2 0.0 0.2 0.2 0.1 0.3 0.8 0.1 0.1 1.4 0.0 Note: Queue reported is the number of cars per lane.

2015WP-AM Sat May 15, 2010 12:56:56 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.446 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 10.8 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 31 11 28 28 36 25 29 264 45 18 254 10 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 11 28 28 36 25 29 264 45 18 254 10 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 11 28 28 36 25 29 264 45 18 254 10 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 11 28 28 36 25 29 264 45 18 254 10 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 11 28 28 36 25 29 264 45 18 254 10 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.44 0.16 0.40 0.31 0.41 0.28 1.00 0.85 0.15 1.00 0.96 0.04 Final Sat.: 268 95 242 191 246 171 618 591 101 611 648 26 Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.12 0.15 0.15 0.15 0.05 0.45 0.45 0.03 0.39 0.39 Crit Moves: **** **** **** **** Delay/Veh: 9.0 9.0 9.0 9.2 9.2 9.2 8.7 11.7 11.7 8.6 11.1 11.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.0 9.0 9.0 9.2 9.2 9.2 8.7 11.7 11.7 8.6 11.1 11.1 LOS by Move: A A A A A A A B B A B B ApproachDel: 9.0 9.2 11.4 11.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.0 9.2 11.4 11.0 LOS by Appr: A A B B AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.7 0.7 0.0 0.6 0.6 Note: Queue reported is the number of cars per lane.

2015WP-PM Sat May 15, 2010 12:56:58 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.972 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 29.9 Optimal Cycle: 0 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 76 26 60 19 18 34 50 612 104 38 280 44 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 76 26 60 19 18 34 50 612 104 38 280 44 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 76 26 60 19 18 34 50 612 104 38 280 44 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 76 26 60 19 18 34 50 612 104 38 280 44 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 76 26 60 19 18 34 50 612 104 38 280 44 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.47 0.16 0.37 0.27 0.25 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 253 87 200 137 130 246 574 630 709 530 573 644 Capacity Analysis Module: Vol/Sat: 0.30 0.30 0.30 0.14 0.14 0.14 0.09 0.97 0.15 0.07 0.49 0.07 Crit Moves: **** **** **** **** Delay/Veh: 12.0 12.0 12.0 10.6 10.6 10.6 9.5 52.1 8.6 9.9 14.4 8.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 12.0 12.0 12.0 10.6 10.6 10.6 9.5 52.1 8.6 9.9 14.4 8.5 LOS by Move: B B B B B B A F A A B A ApproachDel: 12.0 10.6 43.4 13.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 12.0 10.6 43.4 13.2 LOS by Appr: B B E B AllWayAvgQ: 0.4 0.4 0.4 0.1 0.1 0.1 0.1 7.6 0.2 0.1 0.9 0.1 Note: Queue reported is the number of cars per lane. 2015WP-PM Sat May 15, 2010 12:56:58 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.738 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 17.5 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 20 3 9 4 10 7 5 478 50 10 323 3 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 20 3 9 4 10 7 5 478 50 10 323 3 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 20 3 9 4 10 7 5 478 50 10 323 3 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 3 9 4 10 7 5 478 50 10 323 3 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 20 3 9 4 10 7 5 478 50 10 323 3 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.87 0.13 1.00 0.29 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 407 61 549 138 346 545 586 648 730 546 599 668 Capacity Analysis Module: Vol/Sat: 0.05 0.05 0.02 0.03 0.03 0.01 0.01 0.74 0.07 0.02 0.54 0.00 Crit Moves: **** **** **** **** Delay/Veh: 10.1 10.1 8.7 9.7 9.7 8.7 8.7 21.5 7.8 9.2 14.8 7.9 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.1 10.1 8.7 9.7 9.7 8.7 8.7 21.5 7.8 9.2 14.8 7.9 LOS by Move: B B A A A A A C A A B A ApproachDel: 9.7 9.4 20.1 14.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.7 9.4 20.1 14.6 LOS by Appr: A A C B AllWayAvgQ: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.1 0.0 1.0 0.0 Note: Queue reported is the number of cars per lane.

2015WP-PM Sat May 15, 2010 12:56:58 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2015 WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.711 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 15.6 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 24 13 22 15 11 13 45 447 57 13 336 32 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 13 22 15 11 13 45 447 57 13 336 32 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 13 22 15 11 13 45 447 57 13 336 32 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 13 22 15 11 13 45 447 57 13 336 32 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 13 22 15 11 13 45 447 57 13 336 32 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.41 0.22 0.37 0.39 0.28 0.33 1.00 0.89 0.11 1.00 0.91 0.09 Final Sat.: 220 119 202 204 150 177 631 628 80 609 621 59 Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.07 0.07 0.07 0.07 0.71 0.71 0.02 0.54 0.54 Crit Moves: **** **** **** **** Delay/Veh: 9.5 9.5 9.5 9.4 9.4 9.4 8.8 18.9 18.9 8.6 13.7 13.7 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 9.5 9.5 9.5 9.4 9.4 9.4 8.8 18.9 18.9 8.6 13.7 13.7 LOS by Move: A A A A A A A C C A B B ApproachDel: 9.5 9.4 18.1 13.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 9.5 9.4 18.1 13.5 LOS by Appr: A A C B AllWayAvgQ: 0.1 0.1 0.1 0.1 0.1 0.1 0.1 2.2 2.2 0.0 1.1 1.1 Note: Queue reported is the number of cars per lane.

Year 2030 Without Project Conditions

Roadway Segment Limits ITAM ID Classification No of Lanes Capacity No Project With Project Volume V/C LOS Volume V/C LOS Yale Michelson to Royce 277 Secondary 4U 28,000 5,000 0.18 A 5,100 0.18 A Yale s/o Michelson 278 Secondary 4U 28,000 5,200 0.19 A 5,300 0.19 A Michleson Culver to Angel 851 Commuter 2U+2 Aux 26,000 18,100 0.70 B 18,300 0.70 B Mann to Sandburg 2555 Commuter 2D 18,000 15,700 0.87 D 15,900 0.88 D Sandburg to Royce 2553 Commuter 2D 18,000 10,500 0.58 A 10,600 0.59 A w/o Yale 852 Commuter 2D 18,000 7,900 0.44 A 8,000 0.44 A Yale to Royce 853 Commuter 2D 18,000 7,200 0.40 A 7,400 0.41 A w/o Rosa Drew 2558 Commuter 2D 18,000 8,200 0.46 A 8,300 0.46 A Rosa Drew to Jordon (East) 1552 Commuter 2D 18,000 8,300 0.46 A 8,400 0.47 A Jordon (East) to University 301 Commuter 2U+2 Aux 26,000 8,500 0.33 A 8,600 0.33 A University w/o Yale 884 Primary 5D 40,000 45,200 1.13 F 45,300 1.13 F e/o Yale 885 Primary 5D 40,000 39,100 0.98 E 39,100 0.98 E e/o Ridgeline 886 Primary 4D 32,000 51,000 1.59 F 51,000 1.59 F n/o Michelson 347 Major 6D 54,000 58,800 1.09 F 59,000 1.09 F Rosa Drew n/o University 1043 Commuter 2U 13,000 2,000 0.15 A 1,900 0.15 A PA:05/14/10 Post 2030 No Project and With Project Arterial Roadway LOS Analysis

Post 2030 Arterial Peak Hour Link Analysis Roadway Segment Eastbound Westbound No Project With Project No Project With Project Lanes Capacity AM AM VC LOS PM PM VC LOS0 AM AM VC LOS PM PM VC LOS Lanes Capacity AM AM VC LOS PM PM VC LOS AM AM VC LOS PM PM VC LOS University w/o Yale 2 3200 1462 0.46 A 2192 0.69 B 1450 0.45 A 2189 0.68 B 3 4800 2464 0.51 A 1841 0.38 A 2496 0.52 A 1845 0.38 A University e/o Yale 2 3200 1463 0.46 A 2065 0.65 B 1450 0.45 A 2060 0.64 B 3 4800 2807 0.58 A 2095 0.44 A 2840 0.59 A 2104 0.44 A University s/o Michelson 2 3200 1941 0.61 A 2340 0.73 C 1930 0.60 A 2346 0.73 C 2 3200 2609 0.82 D 2296 0.72 C 2629 0.82 D 2315 0.72 C University n/o Michelson 3 4800 2450 0.51 A 2801 0.58 A 2450 0.51 A 2810 0.59 A 3 4800 2300 0.48 A 1900 0.40 A 2320 0.48 A 1909 0.40 A

2030AM Wed May 26, 2010 07:52:15 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.579 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 13.1 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 116 9 55 29 29 41 21 315 134 57 343 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 116 9 55 29 29 41 21 315 134 57 343 40 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 116 9 55 29 29 41 21 315 134 57 343 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 116 9 55 29 29 41 21 315 134 57 343 40 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 116 9 55 29 29 41 21 315 134 57 343 40 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.64 0.05 0.31 0.29 0.29 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 350 27 166 152 152 215 545 593 667 545 592 665 Capacity Analysis Module: Vol/Sat: 0.33 0.33 0.33 0.19 0.19 0.19 0.04 0.53 0.20 0.10 0.58 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.8 11.8 11.8 10.5 10.5 10.5 9.4 14.8 9.2 9.9 16.0 8.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.8 11.8 11.8 10.5 10.5 10.5 9.4 14.8 9.2 9.9 16.0 8.2 LOS by Move: B B B B B B A B A A C A ApproachDel: 11.8 10.5 12.9 14.5 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.8 10.5 12.9 14.5 LOS by Appr: B B B B AllWayAvgQ: 0.4 0.4 0.4 0.2 0.2 0.2 0.0 1.0 0.2 0.1 1.2 0.1 Note: Queue reported is the number of cars per lane. 2030AM Wed May 26, 2010 07:52:15 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.692 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 22.7 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 8 191 33 237 276 156 221 212 67 140 218 40 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 8 191 33 237 276 156 221 212 67 140 218 40 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 191 33 237 276 156 221 212 67 140 218 40 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 8 191 33 237 276 156 221 212 67 140 218 40 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 191 33 237 276 156 221 212 67 140 218 40 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 317 343 356 376 399 423 361 378 397 344 366 380 Capacity Analysis Module: Vol/Sat: 0.03 0.56 0.09 0.63 0.69 0.37 0.61 0.56 0.17 0.41 0.59 0.11 Crit Moves: **** **** **** **** Delay/Veh: 13.4 23.3 12.8 25.8 28.2 15.2 25.6 22.2 12.8 18.8 24.1 12.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 13.4 23.3 12.8 25.8 28.2 15.2 25.6 22.2 12.8 18.8 24.1 12.4 LOS by Move: B C B D D C D C B C C B ApproachDel: 21.5 24.3 22.5 21.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 21.5 24.3 22.5 21.1 LOS by Appr: C C C C AllWayAvgQ: 0.0 1.0 0.1 1.4 1.8 0.5 1.3 1.1 0.2 0.6 1.2 0.1 Note: Queue reported is the number of cars per lane.

2030AM Wed May 26, 2010 07:52:15 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.679 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 14.3 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 59 12 40 27 42 31 32 374 80 18 260 6 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 59 12 40 27 42 31 32 374 80 18 260 6 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 59 12 40 27 42 31 32 374 80 18 260 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 59 12 40 27 42 31 32 374 80 18 260 6 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 59 12 40 27 42 31 32 374 80 18 260 6 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.53 0.11 0.36 0.27 0.42 0.31 1.00 0.82 0.18 1.00 0.98 0.02 Final Sat.: 292 59 198 148 230 170 595 550 118 568 608 14 Capacity Analysis Module: Vol/Sat: 0.20 0.20 0.20 0.18 0.18 0.18 0.05 0.68 0.68 0.03 0.43 0.43 Crit Moves: **** **** **** **** Delay/Veh: 10.2 10.2 10.2 10.0 10.0 10.0 9.0 18.0 18.0 9.0 12.2 12.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.2 10.2 10.2 10.0 10.0 10.0 9.0 18.0 18.0 9.0 12.2 12.2 LOS by Move: B B B B B B A C C A B B ApproachDel: 10.2 10.0 17.4 12.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.2 10.0 17.4 12.0 LOS by Appr: B B C B AllWayAvgQ: 0.2 0.2 0.2 0.2 0.2 0.2 0.1 1.9 1.9 0.0 0.7 0.7 Note: Queue reported is the number of cars per lane.

2030PM Wed May 26, 2010 07:52:17 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 1.017 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 35.8 Optimal Cycle: 0 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 72 24 55 16 18 36 54 649 103 39 262 42 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 72 24 55 16 18 36 54 649 103 39 262 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 72 24 55 16 18 36 54 649 103 39 262 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 72 24 55 16 18 36 54 649 103 39 262 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 72 24 55 16 18 36 54 649 103 39 262 42 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.48 0.16 0.36 0.23 0.26 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 259 86 198 120 135 270 582 638 721 535 578 650 Capacity Analysis Module: Vol/Sat: 0.28 0.28 0.28 0.13 0.13 0.13 0.09 1.02 0.14 0.07 0.45 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.8 11.8 11.8 10.5 10.5 10.5 9.5 62.8 8.4 9.8 13.7 8.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.8 11.8 11.8 10.5 10.5 10.5 9.5 62.8 8.4 9.8 13.7 8.5 LOS by Move: B B B B B B A F A A B A ApproachDel: 11.8 10.5 52.3 12.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.8 10.5 52.3 12.6 LOS by Appr: B B F B AllWayAvgQ: 0.4 0.4 0.4 0.1 0.1 0.1 0.1 9.7 0.2 0.1 0.8 0.1 Note: Queue reported is the number of cars per lane. 2030PM Wed May 26, 2010 07:52:17 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.999 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 32.4 Optimal Cycle: 0 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 23 201 26 111 173 85 111 442 26 11 232 138 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 23 201 26 111 173 85 111 442 26 11 232 138 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 23 201 26 111 173 85 111 442 26 11 232 138 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 201 26 111 173 85 111 442 26 11 232 138 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 201 26 111 173 85 111 442 26 11 232 138 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 360 385 409 376 399 429 404 442 460 377 405 436 Capacity Analysis Module: Vol/Sat: 0.06 0.52 0.06 0.30 0.43 0.20 0.27 1.00 0.06 0.03 0.57 0.32 Crit Moves: **** **** **** **** Delay/Veh: 12.9 20.7 11.6 15.6 17.7 12.7 14.4 71.1 10.6 12.1 21.8 14.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 12.9 20.7 11.6 15.6 17.7 12.7 14.4 71.1 10.6 12.1 21.8 14.2 LOS by Move: B C B C C B B F B B C B ApproachDel: 19.1 15.9 57.5 18.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 19.1 15.9 57.5 18.8 LOS by Appr: C C F C AllWayAvgQ: 0.1 1.0 0.1 0.4 0.7 0.2 0.3 7.4 0.1 0.0 1.2 0.4 Note: Queue reported is the number of cars per lane.

2030PM Wed May 26, 2010 07:52:17 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.815 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 20.4 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 45 17 28 12 14 14 46 461 97 19 401 26 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 17 28 12 14 14 46 461 97 19 401 26 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 17 28 12 14 14 46 461 97 19 401 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 17 28 12 14 14 46 461 97 19 401 26 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 17 28 12 14 14 46 461 97 19 401 26 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.50 0.19 0.31 0.30 0.35 0.35 1.00 0.83 0.17 1.00 0.94 0.06 Final Sat.: 262 99 163 152 177 177 605 566 119 586 612 40 Capacity Analysis Module: Vol/Sat: 0.17 0.17 0.17 0.08 0.08 0.08 0.08 0.81 0.81 0.03 0.66 0.66 Crit Moves: **** **** **** **** Delay/Veh: 10.4 10.4 10.4 9.8 9.8 9.8 9.0 26.2 26.2 8.9 17.5 17.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.4 10.4 10.4 9.8 9.8 9.8 9.0 26.2 26.2 8.9 17.5 17.5 LOS by Move: B B B A A A A D D A C C ApproachDel: 10.4 9.8 24.9 17.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.4 9.8 24.9 17.2 LOS by Appr: B A C C AllWayAvgQ: 0.2 0.2 0.2 0.1 0.1 0.1 0.1 3.5 3.5 0.0 1.7 1.7 Note: Queue reported is the number of cars per lane.

Year 2030 With Project Conditions

2030WP-AM Wed May 26, 2010 07:52:19 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.587 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 13.3 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 119 9 52 28 28 43 22 320 138 53 347 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 119 9 52 28 28 43 22 320 138 53 347 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 119 9 52 28 28 43 22 320 138 53 347 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 119 9 52 28 28 43 22 320 138 53 347 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 119 9 52 28 28 43 22 320 138 53 347 39 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.66 0.05 0.29 0.28 0.28 0.44 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 357 27 156 147 147 225 546 593 668 543 591 663 Capacity Analysis Module: Vol/Sat: 0.33 0.33 0.33 0.19 0.19 0.19 0.04 0.54 0.21 0.10 0.59 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.9 11.9 11.9 10.5 10.5 10.5 9.4 15.0 9.2 9.8 16.3 8.3 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.9 11.9 11.9 10.5 10.5 10.5 9.4 15.0 9.2 9.8 16.3 8.3 LOS by Move: B B B B B B A B A A C A ApproachDel: 11.9 10.5 13.1 14.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.9 10.5 13.1 14.8 LOS by Appr: B B B B AllWayAvgQ: 0.4 0.4 0.4 0.2 0.2 0.2 0.0 1.0 0.2 0.1 1.3 0.1 Note: Queue reported is the number of cars per lane. 2030WP-AM Wed May 26, 2010 07:52:19 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.703 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 23.2 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 8 190 33 232 278 159 223 217 71 144 225 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 8 190 33 232 278 159 223 217 71 144 225 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 190 33 232 278 159 223 217 71 144 225 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 8 190 33 232 278 159 223 217 71 144 225 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 190 33 232 278 159 223 217 71 144 225 39 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 314 340 352 373 395 418 359 376 394 343 365 377 Capacity Analysis Module: Vol/Sat: 0.03 0.56 0.09 0.62 0.70 0.38 0.62 0.58 0.18 0.42 0.62 0.10 Crit Moves: **** **** **** **** Delay/Veh: 13.5 23.6 13.0 25.6 29.2 15.5 26.3 23.0 13.0 19.3 25.3 12.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 13.5 23.6 13.0 25.6 29.2 15.5 26.3 23.0 13.0 19.3 25.3 12.5 LOS by Move: B C B D D C D C B C D B ApproachDel: 21.8 24.7 23.0 22.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 21.8 24.7 23.0 22.0 LOS by Appr: C C C C AllWayAvgQ: 0.0 1.0 0.1 1.4 1.9 0.5 1.4 1.2 0.2 0.6 1.3 0.1 Note: Queue reported is the number of cars per lane.

2030WP-AM Wed May 26, 2010 07:52:19 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITH PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.694 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 14.6 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 56 12 41 27 42 29 31 385 80 19 258 6 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 56 12 41 27 42 29 31 385 80 19 258 6 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 56 12 41 27 42 29 31 385 80 19 258 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 56 12 41 27 42 29 31 385 80 19 258 6 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 56 12 41 27 42 29 31 385 80 19 258 6 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.51 0.11 0.38 0.27 0.43 0.30 1.00 0.83 0.17 1.00 0.98 0.02 Final Sat.: 282 60 206 150 233 161 596 555 115 568 609 14 Capacity Analysis Module: Vol/Sat: 0.20 0.20 0.20 0.18 0.18 0.18 0.05 0.69 0.69 0.03 0.42 0.42 Crit Moves: **** **** **** **** Delay/Veh: 10.1 10.1 10.1 10.0 10.0 10.0 8.9 18.7 18.7 9.0 12.2 12.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.1 10.1 10.1 10.0 10.0 10.0 8.9 18.7 18.7 9.0 12.2 12.2 LOS by Move: B B B B B B A C C A B B ApproachDel: 10.1 10.0 18.0 12.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.1 10.0 18.0 12.0 LOS by Appr: B B C B AllWayAvgQ: 0.2 0.2 0.2 0.2 0.2 0.2 0.1 2.0 2.0 0.0 0.7 0.7 Note: Queue reported is the number of cars per lane.

2030WP-PM Wed May 26, 2010 07:52:22 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 1.017 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 35.8 Optimal Cycle: 0 Level Of Service: E Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 72 24 55 16 18 36 54 649 103 39 262 42 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 72 24 55 16 18 36 54 649 103 39 262 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 72 24 55 16 18 36 54 649 103 39 262 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 72 24 55 16 18 36 54 649 103 39 262 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 72 24 55 16 18 36 54 649 103 39 262 42 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.48 0.16 0.36 0.23 0.26 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 259 86 198 120 135 270 582 638 721 535 578 650 Capacity Analysis Module: Vol/Sat: 0.28 0.28 0.28 0.13 0.13 0.13 0.09 1.02 0.14 0.07 0.45 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.8 11.8 11.8 10.5 10.5 10.5 9.5 62.8 8.4 9.8 13.7 8.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.8 11.8 11.8 10.5 10.5 10.5 9.5 62.8 8.4 9.8 13.7 8.5 LOS by Move: B B B B B B A F A A B A ApproachDel: 11.8 10.5 52.3 12.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.8 10.5 52.3 12.6 LOS by Appr: B B F B AllWayAvgQ: 0.4 0.4 0.4 0.1 0.1 0.1 0.1 9.7 0.2 0.1 0.8 0.1 Note: Queue reported is the number of cars per lane. 2030WP-PM Wed May 26, 2010 07:52:22 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 1.021 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 34.2 Optimal Cycle: 0 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 23 201 27 112 173 85 111 451 26 11 232 138 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 23 201 27 112 173 85 111 451 26 11 232 138 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 23 201 27 112 173 85 111 451 26 11 232 138 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 23 201 27 112 173 85 111 451 26 11 232 138 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 23 201 27 112 173 85 111 451 26 11 232 138 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 360 385 410 376 399 429 403 442 459 377 406 436 Capacity Analysis Module: Vol/Sat: 0.06 0.52 0.07 0.30 0.43 0.20 0.28 1.02 0.06 0.03 0.57 0.32 Crit Moves: **** **** **** **** Delay/Veh: 12.9 20.8 11.7 15.7 17.8 12.7 14.5 76.9 10.6 12.2 21.9 14.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 12.9 20.8 11.7 15.7 17.8 12.7 14.5 76.9 10.6 12.2 21.9 14.2 LOS by Move: B C B C C B B F B B C B ApproachDel: 19.1 16.0 62.2 18.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 19.1 16.0 62.2 18.8 LOS by Appr: C C F C AllWayAvgQ: 0.1 1.0 0.1 0.4 0.7 0.2 0.3 8.1 0.1 0.0 1.2 0.4 Note: Queue reported is the number of cars per lane.

2030WP-PM Wed May 26, 2010 07:52:22 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE 2030 WITH PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.816 Loss Time (sec): 0 (Y+R=4.0 sec) Average Delay (sec/veh): 20.7 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 45 17 28 12 14 14 46 461 97 19 410 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 17 28 12 14 14 46 461 97 19 410 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 17 28 12 14 14 46 461 97 19 410 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 45 17 28 12 14 14 46 461 97 19 410 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 45 17 28 12 14 14 46 461 97 19 410 27 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.50 0.19 0.31 0.30 0.35 0.35 1.00 0.83 0.17 1.00 0.94 0.06 Final Sat.: 261 99 163 151 176 176 604 565 119 586 612 40 Capacity Analysis Module: Vol/Sat: 0.17 0.17 0.17 0.08 0.08 0.08 0.08 0.82 0.82 0.03 0.67 0.67 Crit Moves: **** **** **** **** Delay/Veh: 10.5 10.5 10.5 9.9 9.9 9.9 9.0 26.4 26.4 8.9 18.1 18.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.5 10.5 10.5 9.9 9.9 9.9 9.0 26.4 26.4 8.9 18.1 18.1 LOS by Move: B B B A A A A D D A C C ApproachDel: 10.5 9.9 25.1 17.8 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.5 9.9 25.1 17.8 LOS by Appr: B A D C AllWayAvgQ: 0.2 0.2 0.2 0.1 0.1 0.1 0.1 3.5 3.5 0.0 1.8 1.8 Note: Queue reported is the number of cars per lane.

Year 2030 Pending Without Project Conditions

2030AM Mon Dec 13, 2010 06:54:29 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE POST-2030 PENDING WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.552 Loss Time (sec): 0 Average Delay (sec/veh): 12.9 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 116 9 54 29 29 41 22 320 138 54 326 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 116 9 54 29 29 41 22 320 138 54 326 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 116 9 54 29 29 41 22 320 138 54 326 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 116 9 54 29 29 41 22 320 138 54 326 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 116 9 54 29 29 41 22 320 138 54 326 39 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.65 0.05 0.30 0.29 0.29 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 354 27 165 153 153 217 549 598 673 543 591 664 Capacity Analysis Module: Vol/Sat: 0.33 0.33 0.33 0.19 0.19 0.19 0.04 0.53 0.21 0.10 0.55 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.7 11.7 11.7 10.4 10.4 10.4 9.3 14.8 9.1 9.8 15.3 8.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.7 11.7 11.7 10.4 10.4 10.4 9.3 14.8 9.1 9.8 15.3 8.2 LOS by Move: B B B B B B A B A A C A ApproachDel: 11.7 10.4 12.9 13.9 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.7 10.4 12.9 13.9 LOS by Appr: B B B B AllWayAvgQ: 0.4 0.4 0.4 0.2 0.2 0.2 0.0 1.0 0.2 0.1 1.1 0.1 Note: Queue reported is the number of cars per lane. 2030AM Mon Dec 13, 2010 06:54:29 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE POST-2030 PENDING WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.690 Loss Time (sec): 0 Average Delay (sec/veh): 22.5 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 8 192 32 235 277 156 229 213 69 133 206 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 8 192 32 235 277 156 229 213 69 133 206 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 8 192 32 235 277 156 229 213 69 133 206 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 8 192 32 235 277 156 229 213 69 133 206 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 192 32 235 277 156 229 213 69 133 206 39 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 319 345 358 379 402 426 365 382 402 343 365 379 Capacity Analysis Module: Vol/Sat: 0.03 0.56 0.09 0.62 0.69 0.37 0.63 0.56 0.17 0.39 0.57 0.10 Crit Moves: **** **** **** **** Delay/Veh: 13.4 23.2 12.7 25.3 27.9 15.1 26.3 21.9 12.7 18.4 22.8 12.4 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 13.4 23.2 12.7 25.3 27.9 15.1 26.3 21.9 12.7 18.4 22.8 12.4 LOS by Move: B C B D D C D C B C C B ApproachDel: 21.4 24.0 22.6 20.2 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 21.4 24.0 22.6 20.2 LOS by Appr: C C C C AllWayAvgQ: 0.0 1.0 0.1 1.4 1.8 0.5 1.4 1.1 0.2 0.5 1.1 0.1 Note: Queue reported is the number of cars per lane. Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE

2030AM Mon Dec 13, 2010 06:54:29 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE POST-2030 PENDING WITHOUT PROJECT CONDITIONS AM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.694 Loss Time (sec): 0 Average Delay (sec/veh): 14.6 Optimal Cycle: 0 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 54 13 73 28 43 28 31 378 78 19 247 6 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 54 13 73 28 43 28 31 378 78 19 247 6 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 54 13 73 28 43 28 31 378 78 19 247 6 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 54 13 73 28 43 28 31 378 78 19 247 6 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 54 13 73 28 43 28 31 378 78 19 247 6 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.39 0.09 0.52 0.28 0.44 0.28 1.00 0.83 0.17 1.00 0.98 0.02 Final Sat.: 218 52 295 152 234 152 587 544 112 556 594 14 Capacity Analysis Module: Vol/Sat: 0.25 0.25 0.25 0.18 0.18 0.18 0.05 0.69 0.69 0.03 0.42 0.42 Crit Moves: **** **** **** **** Delay/Veh: 10.4 10.4 10.4 10.1 10.1 10.1 9.0 18.8 18.8 9.1 12.2 12.2 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.4 10.4 10.4 10.1 10.1 10.1 9.0 18.8 18.8 9.1 12.2 12.2 LOS by Move: B B B B B B A C C A B B ApproachDel: 10.4 10.1 18.2 12.0 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.4 10.1 18.2 12.0 LOS by Appr: B B C B AllWayAvgQ: 0.3 0.3 0.3 0.2 0.2 0.2 0.1 2.0 2.0 0.0 0.6 0.6 Note: Queue reported is the number of cars per lane.

2030PM Mon Dec 13, 2010 06:55:56 Page 2-1 -------------------------------------------------------------------------------- VISTA VERDE POST-2030 PENDING WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #2 SANDBURG/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 1.000 Loss Time (sec): 0 Average Delay (sec/veh): 33.6 Optimal Cycle: 0 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 72 24 54 16 18 36 54 639 103 39 262 42 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 72 24 54 16 18 36 54 639 103 39 262 42 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 72 24 54 16 18 36 54 639 103 39 262 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 72 24 54 16 18 36 54 639 103 39 262 42 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 72 24 54 16 18 36 54 639 103 39 262 42 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.48 0.16 0.36 0.23 0.26 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 261 87 196 120 135 270 582 639 721 535 578 651 Capacity Analysis Module: Vol/Sat: 0.28 0.28 0.28 0.13 0.13 0.13 0.09 1.00 0.14 0.07 0.45 0.06 Crit Moves: **** **** **** **** Delay/Veh: 11.7 11.7 11.7 10.5 10.5 10.5 9.5 58.6 8.4 9.8 13.6 8.5 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 11.7 11.7 11.7 10.5 10.5 10.5 9.5 58.6 8.4 9.8 13.6 8.5 LOS by Move: B B B B B B A F A A B A ApproachDel: 11.7 10.5 48.8 12.6 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 11.7 10.5 48.8 12.6 LOS by Appr: B B E B AllWayAvgQ: 0.4 0.4 0.4 0.1 0.1 0.1 0.1 8.9 0.2 0.1 0.8 0.1 Note: Queue reported is the number of cars per lane. 2030PM Mon Dec 13, 2010 06:55:56 Page 3-1 -------------------------------------------------------------------------------- VISTA VERDE POST-2030 PENDING WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #3 YALE/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.988 Loss Time (sec): 0 Average Delay (sec/veh): 31.3 Optimal Cycle: 0 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 Volume Module: Base Vol: 24 202 26 109 173 89 112 435 26 11 237 136 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 24 202 26 109 173 89 112 435 26 11 237 136 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 202 26 109 173 89 112 435 26 11 237 136 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 202 26 109 173 89 112 435 26 11 237 136 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 202 26 109 173 89 112 435 26 11 237 136 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Sat.: 359 384 408 376 398 428 402 440 458 377 405 435 Capacity Analysis Module: Vol/Sat: 0.07 0.53 0.06 0.29 0.43 0.21 0.28 0.99 0.06 0.03 0.59 0.31 Crit Moves: **** **** **** **** Delay/Veh: 12.9 20.8 11.6 15.6 17.7 12.8 14.5 67.9 10.6 12.1 22.3 14.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 12.9 20.8 11.6 15.6 17.7 12.8 14.5 67.9 10.6 12.1 22.3 14.1 LOS by Move: B C B C C B B F B B C B ApproachDel: 19.1 15.9 54.9 19.1 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 19.1 15.9 54.9 19.1 LOS by Appr: C C F C AllWayAvgQ: 0.1 1.0 0.1 0.4 0.7 0.2 0.4 7.0 0.1 0.0 1.2 0.4 Note: Queue reported is the number of cars per lane. Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE

2030PM Mon Dec 13, 2010 06:55:56 Page 4-1 -------------------------------------------------------------------------------- VISTA VERDE POST-2030 PENDING WITHOUT PROJECT CONDITIONS PM PEAK HOUR -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM 4-Way Stop Method (Base Volume Alternative) Intersection #4 ROSA DREW/MICHELSON Cycle (sec): 100 Critical Vol./Cap.(X): 0.801 Loss Time (sec): 0 Average Delay (sec/veh): 20.0 Optimal Cycle: 0 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Stop Sign Stop Sign Stop Sign Stop Sign Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 46 17 28 11 14 14 46 451 97 19 410 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 46 17 28 11 14 14 46 451 97 19 410 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 46 17 28 11 14 14 46 451 97 19 410 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 46 17 28 11 14 14 46 451 97 19 410 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 46 17 28 11 14 14 46 451 97 19 410 27 Saturation Flow Module: Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.50 0.19 0.31 0.28 0.36 0.36 1.00 0.82 0.18 1.00 0.94 0.06 Final Sat.: 264 98 161 142 181 181 604 563 121 587 613 40 Capacity Analysis Module: Vol/Sat: 0.17 0.17 0.17 0.08 0.08 0.08 0.08 0.80 0.80 0.03 0.67 0.67 Crit Moves: **** **** **** **** Delay/Veh: 10.4 10.4 10.4 9.8 9.8 9.8 9.0 25.1 25.1 8.9 18.1 18.1 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 10.4 10.4 10.4 9.8 9.8 9.8 9.0 25.1 25.1 8.9 18.1 18.1 LOS by Move: B B B A A A A D D A C C ApproachDel: 10.4 9.8 23.9 17.7 Delay Adj: 1.00 1.00 1.00 1.00 ApprAdjDel: 10.4 9.8 23.9 17.7 LOS by Appr: B A C C AllWayAvgQ: 0.2 0.2 0.2 0.1 0.1 0.1 0.1 3.3 3.3 0.0 1.8 1.8 Note: Queue reported is the number of cars per lane.