APPENDIX I TRAFFIC IMPACT ANALYSIS

I NITIAL S TUDY/MITIGATED NEGATIVE D ECLARATION NO. 1844 15 M ARCH 2018 K ILLEFER SQUARE A PARTMENTS C ITY OF ORANGE, COUNTY OF ORANGE, CALIFORNIA APPENDIX I TRAFFIC IMPACT ANALYSIS P:\WSH1601\March 2018\Killefer ISMND _City Comments_2018 03 09.docx «03/08/18»

November 22, 2017 BERKELEY CARLSBAD FRESNO IRVINE LOS ANGELES PALM SPRINGS POINT RICHMOND RIVERSIDE ROSEVILLE SAN LUIS OBISPO Doug Keys City of Orange Traffic Engineering 300 E. Chapman Avenue Orange, CA 92866 Subject: Killefer Square Apartments Traffic Impact Analysis Dear Mr. Keys: LSA had previously submitted this Traffic Impact Analysis (TIA) for the Killefer Square Apartments Project (project), formerly known as Killefer Square Specific Plan, at 541 North Lemon Street in the City of Orange (City) in August 2017. This TIA focused on weekday a.m. and p.m. peak-hour operations at eight study intersections and concluded that the development of an 80 unit student housing facility would not result in any significant traffic impacts to the surrounding roadway network. In September 2017, the project was revised and resubmitted to the City with a new dwelling unit count of 24 multiple-family residential units. Pursuant to our telephone conversation on October 4th, 2017 we agreed that an entirely new TIA would not be necessary to analyze another project on the same site with fewer units. As shown below, LSA prepared a trip generation and comparison table for the revised project. AM Peak Hour PM Peak Hour Land Use Size Unit ADT In Out Total In Out Total Trip Ratesˡ Apartments (Land Use 220) DU 7.32 0.11 0.35 0.46 0.35 0.21 0.56 Trip Generation Previous TIA 80 DU 586 8 28 37 28 17 45 Current Project 24 DU 176 3 9 11 8 5 13 ˡ Trip rates based on the Institute of Transportation Engineers (ITE) Trip Generation manual, 10th Edition (2017). As anticipated, the revised 24 unit project was found to generate less traffic and would not result in a significant traffic impacts to the surrounding roadway network, and would not create a need for any mitigation measures. Sincerely, LSA Associates, Inc. Donson Liu, T.E. Transportation Engineer 20 Executive Park, Suite 200, Irvine, California 92614 949.553.0666 www.lsa.net

T R A F F I C I M P A C T A N A LY S I S KILLEFER SQUARE SPEC IFIC PLAN CITY OF ORANGE, CALIFORNIA Submitted to: Doug DeCinces Western States Housing, LLC 12 Strawberry Farms Road Irvine, California 92612 Prepared by: LSA 20 Executive Park, Suite 200 Irvine, California 92614 (949) 553 0666 Project No. WSH1601 August 2017

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A TABLE OF CONTENTS INTRODUCTION... 3 PROJECT DESCRIPTION... 3 Study Area Boundary... 3 PERFORMANCE CRITERIA... 6 EXISTING CONDITIONS... 7 Existing Setting... 7 Existing Traffic Volumes and Levels of Service... 7 CUMULATIVE OPENING YEAR NO PROJECT CONDITIONS... 10 Cumulative Opening Year No Project Level of Service Analysis... 12 PROPOSED PROJECT... 12 Trip Generation... 12 Trip Distribution and Assignment... 13 EXISTING PLUS PROJECT CONDITIONS... 13 CUMULATIVE OPENING YEAR PLUS PROJECT CONDITIONS... 17 SITE ACCESS ANALYSIS... 17 TRAFFIC SIGNAL WARRANT ANALYSIS... 19 CONCLUSIONS... 19 APPENDICES A: Existing Traffic Counts B: ICU Level of Service Worksheets C: HCM Level of Service Worksheets D: Cumulative Projects P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» i

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A FIGURES FIGURES AND TABLES Figure 1: Project Location and Study Area Intersections... 4 Figure 2: Site Plan... 5 Figure 3: Existing Geometrics and Traffic Control... 8 Figure 4: Existing Peak-Hour Volumes... 9 Figure 5: Cumulative Opening Year (2019) Peak-Hour Volumes... 11 Figure 6: A.M. Trip Distribution and Assignment... 14 Figure 7: P.M. Trip Distribution and Assignment... 15 Figure 8: Existing Plus Project Peak-Hour Volumes... 16 Figure 9: Cumulative Opening Year (2019) Plus Project Peak-Hour Volumes... 18 TABLES Table A: Existing Intersection LOS Summary... 7 Table B: Cumulative Opening Year (2019) Intersection LOS Summary... 12 Table C: Killefer Student Housing Trip Generation... 12 Table D: Existing Plus Project Intersection LOS Summary... 13 Table E: Cumulative Opening Year (2019) Plus Project Intersection LOS Summary... 17 P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» ii

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A KILLEFER SQUARE SPECIFIC PLAN TRAFFIC IMPACT ANALYSIS LSA has prepared the following analysis to identify the traffic impacts resulting from the assumed construction of 80 units of student housing (project), which represents the maximum build-out of the Killefer Square Specific Plan, at 541 North Lemon Street in the City of Orange (City), County of Orange, California. LSA has prepared this analysis consistent with the City of Orange Traffic Impact Analysis Guidelines (August 2007) and the requirements of the California Environmental Quality Act. The Scope of Work for this analysis was reviewed and approved by City Traffic Engineering staff (April 2016) prior to its preparation. This study was then revised based on City provided comments in a letter dated May 8, 2017. Revisions included the expansion of the study area, updates to the cumulative project list, and project trip generation assumptions. This Traffic Impact Analysis (TIA) focuses on the daily, a.m. peak-hour, and p.m. peak-hour levels of service (LOS) at eight intersections. Project impacts are determined based on analysis of the following scenarios: 1. Existing 2. Existing Plus Project 3. Cumulative (2019) 4. Cumulative Plus Project INTRODUCTION The existing 1.70-acre project area contains the currently vacant Killefer Elementary School historic building, two ancillary school structures on the north and south sides of the school building, and associated parking. The school is at 541 North Lemon Street, north of Walnut Avenue and bounded by Lemon Street on the west and Olive Street on the east. The project site is approximately 1.5 blocks (approximately 800 feet [ft]) northwest of Chapman University (University), as shown on Figure 1. The site is within a mixed-use area that includes single-family residential uses, multifamily residential uses, schools, and a park. Richland Continuation High School is north of the project site and currently shares a parking area with the project site. PROJECT DESCRIPTION The project would permit up to 80 units (354 beds) of student housing and up to two levels of subterranean parking in addition to preserving the Killefer Elementary School building. The tallest structure proposed on the site would be four stories high (above ground surface). Access to the project would use one unsignalized driveway on Lemon Street. Figure 2 provides a site plan for the proposed student housing project. Study Area Boundary As illustrated on Figure 1, the study area includes the following intersections within the project vicinity: P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» 3

PROJECT SITE 1 2 3 4 5 6 7 8 LEGEND - Study Area Intersection # FIGURE 1 0 N 500 FEET SOURCE: ESRI 1000 I:\WSH1601\G\Traffic\Location&Study Ints.cdr (8/24/2017) Killefer Square Specific Plan Project Location and Study Area Intersections

FIGURE 2 N 0 30 60 FEET SOURCE: Gilbert Engineering & Associates, Inc. I:\WSH1601\G\Traffic\Site Plan.cdr (8/21/2017) Killefer Square Specific Plan Site Plan

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A 1. Main Street/Walnut Avenue 2. Batavia Street/Walnut Avenue 3. Lemon Street/Walnut Avenue 4. Glassell Street/Walnut Avenue 5. Orange Street/Walnut Avenue 6. Lemon Street/Palm Avenue 7. Lemon Street/Maple Avenue 8. Lemon Street/Chapman Avenue PERFORMANCE CRITERIA To determine the peak-hour intersection operations at signalized intersections within the study area, intersection capacity utilization (ICU) methodology was used. The ICU methodology compares the volume-to-capacity (v/c) ratios of conflicting turn movements at an intersection, sums these critical conflicting v/c ratios for each intersection approach, and determines the overall ICU. The resulting ICU is expressed in terms of LOS, where LOS A represents free-flow activity and LOS F represents overcapacity operation. According to the City s TIA Guidelines, LOS at an intersection is considered unsatisfactory when the ICU exceeds 0.90 (LOS D). The relationship of ICU (v/c ratio) to LOS is demonstrated in the following table. LOS Signalized ICU (v/c ratio) Unsignalized Intersection Delay (seconds) A 0.00 0.60 10.0 B 0.61 0.70 >10.0 and 15.0 C 0.71 0.80 >15.0 and 25.0 D 0.81 0.90 >25.0 and 35.0 E 0.91 1.00 >35.0 and 50.0 F > 1.00 >50.0 ICU = intersection capacity utilization LOS = level of service v/c = volume-to-capacity A project impact at a signalized intersection occurs when the LOS changes from an acceptable LOS (LOS A through D) to LOS E or F, or if the project increases the ICU by 0.01 or more at an already unacceptable LOS. In addition to the ICU methodology of calculating signalized intersection LOS, the California Department of Transportation (Caltrans) Highway Capacity Manual (HCM) 2010 methodology was used to determine the LOS at unsignalized study area intersections. The HCM 2010 unsignalized intersection methodology presents LOS in terms of control delay in seconds per vehicle. The resulting delay is expressed in terms of LOS, as in the ICU methodology. The relationship of delay to LOS is demonstrated in the above table. P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» 6

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A A project impact at an unsignalized intersection occurs when the LOS changes from an acceptable LOS (LOS A through D) to LOS E or F, or if the impact of the development is greater than or equal to 10 percent of the existing delay at an already unacceptable LOS and the intersection meets a signal warrant. EXISTING CONDITIONS Existing Setting The project site is bounded by Lemon Street on the west and Olive Street on the east. These two streets are designated as Collector Streets in the City s General Plan. Collector streets are two-lane roadways (without medians) that gather and distribute traffic to higher-capacity streets (e.g., Walnut Avenue). Intersections along these streets are typically stop-controlled. On-street parking is allowed on both of these streets, and sidewalks are provided on both sides. In the project vicinity, Glassell Street is designated as a Primary Arterial, except for the segment between La Veta Avenue and Walnut Avenue, where it is designated as a Collector Street. Walnut Avenue is designated as a Collector Street. Figure 3 shows the existing geometries and traffic control at study area intersections. Existing Traffic Volumes and Levels of Service National Data & Surveying Services conducted existing traffic counts for the study area intersections and roadway segments on Tuesday, April 12, 2016, when the University and the nearby Orange Unified School District schools were in session. Due to the timing of the revised scope and request to add additional intersections to the study area, City staff provided additional count data for the intersections of Lemon Street at Palm Avenue, Maple Avenue, and Chapman Avenue. These City provided counts were collected on May 5, 2015, and May 4, 2016. The existing traffic counts are provided in Appendix A. Figure 4 shows the existing peak-hour volumes at the study area intersections. The ICU and HCM worksheets for existing (and all future) conditions are included in Appendices B and C, respectively. A summary of existing intersection LOS is presented in Table A. As this table indicates, all study area intersections currently operate at satisfactory LOS (LOS D or better). Table A: Existing Intersection LOS Summary Study Area AM Peak Hour PM Peak Hour No. Intersection ICU/Delay LOS ICU/Delay LOS 1 Main Street/Walnut Avenue 0.63 B 0.68 B 2 Batavia Street/Walnut Avenue 0.51 A 0.46 A 3 Lemon Street/Walnut Avenue HCM 16.3 C 16.3 C 4 Glassell Street/Walnut Avenue 0.54 A 0.63 B 5 Orange Street/Walnut Avenue HCM 17.7 C 21.6 C 6 Lemon Street/Palm Avenue HCM 11.4 B 12.0 B 7 Lemon Street/Maple Avenue HCM 9.3 A 10.3 B 8 Lemon Street/Chapman Avenue 0.51 A 0.58 A HCM = Highway Capacity Manual ICU = Intersection Capacity Utilization LOS = level of service P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» 7

wvt ad ace acd 1 Main Street/Walnut Avenue wvt ad ad acd 2 Batavia Street/Walnut Avenue y f wt f y ad f f ad ae be be 3 Lemon Street/Walnut Avenue 4 Glassell Street/Walnut Avenue 5 Orange Street/Walnut Avenue y f y be d d xu ad d be f d f be be ace d 6 Lemon Street/Palm Avenue 7 Lemon Street/Maple Avenue 8 Lemon Street/Chapman Avenue FIGURE 3 LEGEND Killefer Square Specific Plan Signal Existing Geometrics and Traffic Control Stop Sign Defacto Right Turn d P:\WSH1601\LSA tech studies\traffic\xls\fig 3 geometrics.xls 8/24/2017

12 / 18 221 / 304 124 / 83 213 / 172 307 / 259 260 / 231 1 Main Street/Walnut Avenue 29 / 33 257 / 296 70 / 66 99 / 49 314 / 273 35 / 31 2 Batavia Street/Walnut Avenue 21 / 10 17 / 42 3 / 8 256 / 271 230 / 239 269 / 243 39 / 45 36 / 68 196 / 109 49 / 28 28 / 42 3 / 14 254 / 369 266 / 336 242 / 358 44 / 30 167 / 60 23 / 15 22 / 47 73 / 94 43 / 47 52 / 55 444 / 277 26 / 23 26 / 34 261 / 122 121 / 63 19 / 36 160 / 372 125 / 103 3 / 10 52 / 86 95 / 188 740 / 652 604 / 472 0 / 1 6 / 31 36 / 33 4 / 3 115 / 157 30 / 42 5 / 93 427 / 665 323 / 402 0 / 10 95 / 88 59 / 57 7 / 167 3 Lemon Street/Walnut Avenue 4 Glassell Street/Walnut Avenue 5 Orange Street/Walnut Avenue 30 / 26 31 / 21 26 / 18 120 / 115 55 / 40 476 / 523 24 / 21 21 / 37 17 / 20 28 / 25 3 / 9 45 / 52 135 / 165 52 / 76 481 / 502 14 / 25 12 / 37 83 / 124 28 / 30 164 / 218 23 / 22 25 / 22 132 / 162 11 / 26 15 / 5 153 / 235 26 / 25 18 / 13 142 / 180 24 / 37 52 / 94 165 / 204 23 / 33 39 / 71 167 / 185 15 / 20 6 Lemon Street/Palm Avenue 7 Lemon Street/Maple Avenue 8 Lemon Street/Chapman Avenue FIGURE 4 XXX / YYY AM / PM Volume Killefer Square Specific Plan Existing Peak-Hour Volumes P:\WSH1601\LSA tech studies\traffic\xls\fig 4 Existing ITMs 2.xls (8/24/2017)

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A CUMULATIVE OPENING YEAR NO PROJECT CONDITIONS According to the applicant, the project will be completed by 2019. In order to develop a cumulative opening year (2019) condition, an ambient growth rate of 1 percent per year (a total of 3 percent) was applied to existing traffic volumes to account for regional growth between the year of existing counts and the project completion year. Additionally, anticipated traffic from other committed and/or approved (cumulative) developments was added. Prior to the preparation of this analysis, LSA obtained information regarding approved and pending projects from the City Planning Department (May 2016). This list of cumulative projects was refined through coordination with City staff based on the anticipated contribution to traffic within the study area. As a result, several cumulative projects were included as part of this analysis because they have the greatest potential to add traffic within the study area. Further updates to this list were provided by City staff in their May 2017 letter. Updates included the removal of a cumulative project that is not anticipated to be completed and the addition of two new projects. The updated cumulative project list is as follows: Urth Caffé (southwest corner of Glassell Street and Chapman Avenue) Old Town Gateway (west side of Cypress Street, north of Chapman Avenue) Chapman Villa Park Orchards Packing House (west side of Cypress Street, between Sycamore Avenue and Palm Avenue) Chapman Villa Park Orchards West Residential Village (north side of Sycamore Avenue, east of Center Street) Quality Aluminum Forge (west side of Cypress Street, between Collins Avenue and Walnut Avenue) Lemon Grove (west side of Lemon Street, between Hoover Avenue and Wilson Avenue) Chapman Center for Science and Technology (south side of Walnut Avenue, between Grand Street and Center Street) Chapman University Recreation/Tennis Center (north side of Palm Avenue, between Cypress Street and Lemon Street) Metrolink Parking Structure (southwest corner of Lemon Street and Maple Avenue) Santa Fe Depot Specific Plan (between Palmyra Avenue and Walnut Avenue, between Parker Street and Olive Street) The project trip distribution and assignment for the cumulative projects were manually assigned to the local roadway network based on regional trip destinations and the existing roadway network. The cumulative project trip generation potential and assignment to the study area are provided in Appendix D. Figure 5 shows the cumulative (2019) no project peak-hour volumes. P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» 10

12 / 19 261 / 362 128 / 85 219 / 177 358 / 311 268 / 238 1 Main Street/Walnut Avenue 34 / 40 288 / 340 72 / 68 102 / 50 355 / 311 46 / 46 2 Batavia Street/Walnut Avenue 22 / 10 20 / 56 3 / 8 278 / 292 251 / 260 290 / 258 50 / 61 40 / 85 232 / 121 50 / 29 40 / 58 3 / 14 279 / 397 291 / 364 254 / 384 45 / 31 174 / 63 24 / 15 37 / 67 75 / 99 55 / 64 64 / 71 474 / 301 40 / 42 27 / 35 369 / 157 154 / 74 20 / 37 182 / 401 196 / 129 3 / 10 54 / 89 98 / 194 762 / 672 626 / 492 0 / 1 6 / 32 44 / 39 4 / 3 118 / 162 42 / 58 11 / 128 440 / 685 338 / 420 0 / 10 98 / 91 61 / 59 13 / 201 3 Lemon Street/Walnut Avenue 4 Glassell Street/Walnut Avenue 5 Orange Street/Walnut Avenue 31 / 27 32 / 22 64 / 71 124 / 127 57 / 41 490 / 539 36 / 38 22 / 38 18 / 21 29 / 27 3 / 9 76 / 96 139 / 178 54 / 78 495 / 517 28 / 46 12 / 38 85 / 128 29 / 32 182 / 243 24 / 23 41 / 44 150 / 186 23 / 44 15 / 5 196 / 296 27 / 26 19 / 13 187 / 242 25 / 38 86 / 141 182 / 227 64 / 89 40 / 73 183 / 207 15 / 21 6 Lemon Street/Palm Avenue 7 Lemon Street/Maple Avenue 8 Lemon Street/Chapman Avenue FIGURE 5 XXX / YYY AM / PM Volume Killefer Square Specific Plan Cumulative Opening Year (2019) Peak-Hour Volumes P:\WSH1601\LSA tech studies\traffic\xls\fig 5 OY ITMs.xls (8/24/2017)

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A Cumulative Opening Year No Project Level of Service Analysis Table B summarizes the results of the cumulative a.m. and p.m. peak-hour LOS analysis for all study area intersections. Table B: Cumulative Opening Year (2019) Intersection LOS Summary Study AM Peak Hour PM Peak Hour Area No. Intersection ICU/Delay LOS ICU/Delay LOS 1 Main Street/Walnut Avenue 0.68 B 0.75 C 2 Batavia Street/Walnut Avenue 0.57 A 0.52 A 3 Lemon Street/Walnut Avenue HCM 22.3 C 24.2 C 4 Glassell Street/Walnut Avenue 0.61 A 0.72 C 5 Orange Street/Walnut Avenue HCM 20.4 C 28.5 D 6 Lemon Street/Palm Avenue HCM 12.6 B 14.5 B 7 Lemon Street/Maple Avenue HCM 10.0 A 11.9 B 8 Lemon Street/Chapman Avenue 0.59 A 0.69 A HCM = Highway Capacity Manual ICU = Intersection Capacity Utilization LOS = level of service As Table B indicates, all study area intersections would continue to operate at acceptable LOS (LOS D or better). PROPOSED PROJECT Trip Generation For the purposes of disclosing the approximate number of trips generated by the project, trip rates contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition, were used to calculate the potential trip generation. Specifically, the apartment by unit land use was selected through coordination with City staff as the most appropriate rate for the project. It should be noted that this trip generation rate is based on non-student housing and therefore would overstate the trip generation potential of a student apartment use. As previously noted, the site is 1.5 blocks away from Chapman University, a distance that would lend itself to travel modes such as walking and biking. This estimate does not take credit for student trips to school that would be made via walking or biking and therefore presents a higher trip generation potential than would be expected. Table C shows the project trip generation. Table C: Killefer Student Housing Trip Generation Daily AM Peak Hour PM Peak Hour Land Use Size Unit Trips In Out Total In Out Total Trip Ratesˡ Apartments (220) DU 6.65 0.10 0.41 0.51 0.40 0.22 0.62 Trip Generation Killefer Student Housing 80 DU 532 8 33 41 32 18 50 ˡ Trip rates are based on the Institute of Transportation Engineers Trip Generation Manual, 9 th Edition (2012). P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/24/17» 12

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A As shown in Table C, the proposed project is forecast to generate 532 average daily trips (ADT), 41 a.m. peak-hour trips (8 inbound and 33 outbound), and 50 p.m. peak-hour trips (32 inbound and 18 outbound). Trip Distribution and Assignment The regional project trip distribution and assignment for a.m. and p.m. peak hours are illustrated on Figures 6 and 7 in blue. City staff reviewed and approved these percentages prior to the completion of the analysis (May 2017). As shown on Figures 6 and 7, 20 percent of the trips are destined to the south (via Lemon Street and Main Street) toward State Route 22, 20 percent are destined to the west (via Walnut Avenue) toward Interstate 5 and State Route 57, 40 percent are destined east (via Walnut Avenue) toward the Chapman University campus and State Route 55, and 20 percent are destined north (via Main Street and Lemon Street). The project trip distribution shows that approximately 25 percent of the project trips are oriented toward the University. Figures 6 and 7 illustrate the project vehicle trip assignment in red based on the net project trip generation and the trip distribution identified above. EXISTING PLUS PROJECT CONDITIONS To demonstrate the effect the project would have on the study area intersections in the existing condition, an existing plus project LOS analysis was prepared. This analysis assumed that the proposed project would add 532 ADT, 41 a.m. peak-hour trips, and 50 p.m. peak-hour trips (i.e., the trip generation for an 80-unit apartment) to the existing conditions. Figure 8 illustrates the existing plus project peak-hour volumes. Table D presents the summary of the existing plus project intersection LOS. As indicated in Table D, all study area intersections would continue to operate at satisfactory LOS (LOS D or better) Table D: Existing Plus Project Intersection LOS Summary Baseline Plus Project Study AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Area ICU/ ICU/ ICU/ ICU/ No. Intersection Delay LOS Delay LOS Delay LOS Delay LOS 1 Main Street/Walnut Avenue 0.63 B 0.68 B 0.64 B 0.69 B 2 Batavia Street/Walnut Avenue 0.51 A 0.46 A 0.52 A 0.48 A 3 Lemon Street/Walnut Avenue HCM 16.3 C 16.3 C 17.6 C 18.9 C 4 Glassell Street/Walnut Avenue 0.54 A 0.63 B 0.57 A 0.64 B 5 Orange Street/Walnut Avenue HCM 17.7 C 21.6 C 17.9 C 22.6 C 6 Lemon Street/Palm Avenue HCM 11.4 B 12.0 B 11.4 B 12.0 B 7 Lemon Street/Maple Avenue HCM 9.3 A 10.3 B 9.3 A 10.3 B 8 Lemon Street/Chapman Avenue 0.51 A 0.58 A 0.51 A 0.58 A HCM = Highway Capacity Manual ICU = Intersection Capacity Utilization LOS = level of service P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/24/17» 13

15 / 20 228 / 308 127 / 85 213 / 172 308 / 265 260 / 231 1 Main Street/Walnut Avenue 29 / 33 285 / 303 70 / 66 99 / 49 321 / 286 35 / 31 2 Batavia Street/Walnut Avenue 24 / 23 17 / 42 3 / 8 256 / 271 233 / 252 270 / 248 39 / 45 36 / 68 196 / 109 52 / 41 28 / 42 3 / 14 254 / 369 279 / 343 247 / 361 57 / 37 171 / 62 36 / 22 22 / 47 74 / 97 43 / 47 52 / 55 444 / 277 26 / 23 26 / 34 269 / 126 121 / 63 19 / 36 160 / 372 125 / 103 3 / 10 52 / 86 95 / 188 740 / 652 604 / 472 0 / 1 7 / 34 36 / 33 4 / 3 115 / 157 30 / 42 7 / 101 427 / 665 323 / 402 0 / 10 96 / 91 59 / 57 7 / 167 3 Lemon Street/Walnut Avenue 4 Glassell Street/Walnut Avenue 5 Orange Street/Walnut Avenue 30 / 26 31 / 21 26 / 18 120 / 115 55 / 40 476 / 523 24 / 21 21 / 37 17 / 20 28 / 25 3 / 9 45 / 52 135 / 165 52 / 76 481 / 502 14 / 25 12 / 37 83 / 124 28 / 30 168 / 220 23 / 22 25 / 22 133 / 165 11 / 26 15 / 5 157 / 237 26 / 25 18 / 13 143 / 183 24 / 37 52 / 94 169 / 206 23 / 33 39 / 71 168 / 188 15 / 20 6 Lemon Street/Palm Avenue 7 Lemon Street/Maple Avenue 8 Lemon Street/Chapman Avenue FIGURE 8 XXX / YYY AM / PM Volume Killefer Square Specific Plan Existing Plus Project Peak-Hour Volumes P:\WSH1601\LSA tech studies\traffic\xls\fig 8 Existing + Project ITMs.xls (8/24/2017)

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A CUMULATIVE OPENING YEAR PLUS PROJECT CONDITIONS Traffic generated by the project was added to the cumulative traffic volumes at each study area intersection. Figure 9 illustrates the resulting cumulative plus project a.m. and p.m. peak-hour traffic volumes. Table E summarizes the results of the cumulative plus project a.m. and p.m. peak-hour LOS analysis for all study area intersections. As indicated in Table E, all study area intersections would continue to operate at satisfactory LOS (LOS D or better). Table E: Cumulative Opening Year (2019) Plus Project Intersection LOS Summary Baseline Plus Project Study AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Area ICU/ ICU/ ICU/ ICU/ No. Intersection Delay LOS Delay LOS Delay LOS Delay LOS 1 Main Street/Walnut Avenue 0.68 B 0.75 C 0.70 B 0.76 C 2 Batavia Street/Walnut Avenue 0.57 A 0.52 A 0.57 A 0.55 A 3 Lemon Street/Walnut Avenue HCM 22.3 C 24.2 C 24.9 C 28.6 D 4 Glassell Street/Walnut Avenue 0.61 A 0.72 C 0.64 B 0.74 C 5 Orange Street/Walnut Avenue HCM 20.4 C 28.5 D 20.7 C 30.3 D 6 Lemon Street/Palm Avenue HCM 12.6 B 14.5 B 12.8 B 14.6 B 7 Lemon Street/Maple Avenue HCM 10.0 A 11.9 B 10.1 B 12.0 B 8 Lemon Street/Chapman Avenue 0.59 A 0.69 A 0.59 A 0.70 B Note: Delay is reported in seconds. ICU = Intersection Capacity Utilization HCM = Highway Capacity Manual LOS = level of service SITE ACCESS ANALYSIS Currently, three driveways provide access to the parking lot shared by Killefer Elementary School and Richland Continuation High School. All three driveways are located on the east side of North Lemon Street. Residential lots with private driveways are located opposite the project site. The northernmost driveway is 140 ft from the middle driveway, which is 240 ft from the southernmost driveway. The project would use one driveway that leads to a subterranean parking lot. This driveway would be located near the existing southernmost driveway. Because Lemon Street is a Collector Street with low volumes and speeds, the distance between the driveways and major intersections is sufficient. An LOS analysis was performed for cumulative plus project conditions for the driveway. The driveway was found to operate at LOS B for all scenarios. The worksheets for the driveway LOS analysis are included in Appendix C. The project incorporates a continuous system of sidewalks within the project site. Safe access to the public street system (via Lemon Street and Olive Street) would be provided. Sidewalks are currently provided on both sides of Lemon Street and Olive Street. Where modes intersect (i.e., streets and P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/24/17» 17

15 / 21 268 / 366 131 / 87 219 / 177 359 / 317 268 / 238 1 Main Street/Walnut Avenue 34 / 40 301 / 347 72 / 68 102 / 50 358 / 324 46 / 46 2 Batavia Street/Walnut Avenue 25 / 23 20 / 56 3 / 8 278 / 292 254 / 273 291 / 263 50 / 61 40 / 85 232 / 121 53 / 42 40 / 58 3 / 14 279 / 397 304 / 371 259 / 387 58 / 38 178 / 65 37 / 22 37 / 67 76 / 102 55 / 64 64 / 71 474 / 301 40 / 42 27 / 35 377 / 161 154 / 74 20 / 37 182 / 401 196 / 129 3 / 10 54 / 89 98 / 194 762 / 672 626 / 492 0 / 1 7 / 35 44 / 39 4 / 3 118 / 162 42 / 58 13 / 136 440 / 685 338 / 420 0 / 10 99 / 94 61 / 59 13 / 201 3 Lemon Street/Walnut Avenue 4 Glassell Street/Walnut Avenue 5 Orange Street/Walnut Avenue 31 / 27 32 / 22 64 / 71 124 / 127 57 / 41 490 / 539 36 / 38 22 / 38 18 / 21 29 / 27 3 / 9 76 / 96 139 / 178 54 / 78 495 / 517 28 / 46 12 / 38 85 / 128 29 / 32 186 / 245 24 / 23 41 / 44 151 / 189 23 / 44 15 / 5 200 / 298 27 / 26 19 / 13 188 / 245 25 / 38 86 / 141 186 / 229 64 / 89 40 / 73 184 / 210 15 / 21 6 Lemon Street/Palm Avenue 7 Lemon Street/Maple Avenue 8 Lemon Street/Chapman Avenue FIGURE 9 XXX / YYY AM / PM Volume Killefer Square Specific Plan Cumulative Opening Year (2019) Plus Project Peak-Hour Volumes P:\WSH1601\LSA tech studies\traffic\xls\fig 9 OY+P ITMs.xls (8/24/2017)

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A sidewalks), accessible ramps would be incorporated. Land uses within close proximity to the project site include other residential, industrial, retail, and University sites. All these land use types are accessible by nonautomotive means. According to the City s Circulation and Mobility Element, the City is looking to expand its bikeway and trail network. It is proposed that Walnut Avenue will eventually have a Class II on-street bike path and Glassell Street will have a Class III on-street bike path. Bicycles can travel on both of these streets as they exist today. Transit facilities are accessible to and from the project site. The Orange Metrolink Station is less than 1 mile from the project site. The Orange County Line and Inland Empire-Orange County Line stop at this station. The Orange County Line services stations from Oceanside to Los Angeles Union Station every day, with reduced service on weekends. The Inland Empire-Orange County Line services stations from Oceanside to San Bernardino every day, with reduced service on weekends. Orange County Transportation Authority (OCTA) buses service the region. A bus stop is provided at the northeast and southwest corners of Glassell Street/Walnut Avenue (Route 59). OCTA Route 59 provides transportation to and from the Cities of Anaheim and Irvine via Glassell Street. TRAFFIC SIGNAL WARRANT ANALYSIS Traffic signal warrant analyses are required when an unsignalized intersection is anticipated to operate at unacceptable LOS E or F. As all study area intersections are anticipated to operate at acceptable LOS D or better for all scenarios analyzed, a traffic signal warrant analysis is not considered necessary and is therefore not included in this TIA. CONCLUSIONS The evaluation of the study area intersection LOS with the construction of an 80-unit, 354-bed student housing facility show that the addition of project traffic to the existing and cumulative conditions is not anticipated to result in any significant impacts to the surrounding intersections. P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17» 19

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A APPENDIX A EXISTING TRAFFIC COUNTS P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17»

0 0 0 0 Main St and Walnut Ave, Orange Peak Hour Summary Date: 4/12/2016 Southbound Approach Project #: 16-5217-001 0 Day: Tuesday Lanes 0 2 1 City: Orange AM 95 740 6 652 AM AM Peak Hour 715 AM 0 NOON 0 0 0 NOON 0 Main St NOON Peak Hour PM 188 652 31 855 PM PM Peak Hour 445 PM Westbound Approach Walnut Ave AM NOON PM AM NOON PM Lanes 12 0 18 0 431 0 649 CONTROL 221 0 304 1 Signalized 1 213 0 172 124 0 83 1 1 307 0 259 408 0 378 1 260 0 231 Lanes AM NOON PM AM NOON PM Eastbound Approach Count Periods Start End AM 1124 115 427 95 AM AM 7:00 AM 9:00 AM NOON 0 0 0 NOON NOON NONE NONE PM 966 157 665 88 PM PM 4:00 PM 6:00 PM 1 2 0 Lanes Northbound Approach Total Volume Per Leg Total Ins & Outs North Leg North Leg 841 652 AM 1493 AM NOON NOON 871 855 PM 1726 PM East Leg AM NOON PM East Leg AM NOON PM 783 431 0 649 357 0 405 1211 0 1311 765 780 0 662 408 0 378 AM NOON PM West Leg AM NOON PM West Leg AM 1124 637 AM 1761 NOON 0 0 NOON PM 966 910 PM 1876 South Leg South Leg

Batavia St and Walnut Ave, Orange Peak Hour Summary Date: 4/12/2016 Southbound Approach Project #: 16-5217-002 Day: Tuesday Lanes 0 2 1 City: Orange 0 0 AM 52 604 36 451 AM 0 AM Peak Hour 715 AM 0 0 0 0 NOON 0 0 0 NOON Batavia St NOON Peak Hour PM 86 472 33 484 PM PM Peak Hour 430 PM Westbound Approach Walnut Ave AM NOON PM AM NOON PM Lanes 29 0 33 0 339 0 424 CONTROL 257 0 296 1 Signalized 1 99 0 49 70 0 66 1 1 314 0 273 409 0 363 0 35 0 31 Lanes AM NOON PM AM NOON PM Eastbound Approach Count Periods Start End AM 709 30 323 59 AM AM 7:00 AM 9:00 AM NOON 0 0 0 NOON NOON NONE NONE PM 569 42 402 57 PM PM 4:00 PM 6:00 PM 1 2 0 Lanes Northbound Approach Total Volume Per Leg Total Ins & Outs North Leg North Leg 692 451 AM 1143 AM NOON NOON 591 484 PM 1075 PM East Leg AM NOON PM East Leg AM NOON PM 758 339 0 424 356 0 395 787 0 777 765 448 0 353 409 0 363 AM NOON PM West Leg AM NOON PM West Leg AM 709 412 AM 1121 NOON 0 0 NOON PM 569 501 PM 1070 South Leg South Leg

0 0 0 0 Lemon St and Walnut Ave, Orange Peak Hour Summary Date: 4/12/2016 Southbound Approach Project #: 16-5217-003 0 Day: Tuesday Lanes 0 1 0 City: Orange AM 44 167 23 143 AM AM Peak Hour 715 AM 0 NOON 0 0 0 NOON 0 Lemon St NOON Peak Hour PM 30 60 15 132 PM PM Peak Hour 500 PM Westbound Approach Walnut Ave AM NOON PM AM NOON PM Lanes 21 0 10 0 322 0 348 CONTROL 256 0 271 1 4-Way Stop 0 49 0 28 39 0 45 0 1 254 0 369 320 0 431 0 26 0 23 Lanes AM NOON PM AM NOON PM Eastbound Approach Count Periods Start End AM 232 22 73 43 AM AM 7:00 AM 9:00 AM NOON 0 0 0 NOON NOON NONE NONE PM 128 47 94 47 PM PM 4:00 PM 6:00 PM 0 1 0 Lanes Northbound Approach Total Volume Per Leg Total Ins & Outs North Leg North Leg 234 143 AM 377 AM NOON NOON 105 132 PM 237 PM East Leg AM NOON PM East Leg AM NOON PM 757 322 0 348 316 0 326 651 0 768 636 329 0 420 320 0 431 AM NOON PM West Leg AM NOON PM West Leg AM 232 138 AM 370 NOON 0 0 NOON PM 128 188 PM 316 South Leg South Leg

Glassell St and Walnut Ave, Orange Peak Hour Summary Date: 4/12/2016 Southbound Approach Project #: 16-5217-004 Day: Tuesday Lanes 0 1 1 City: Orange 0 0 AM 52 444 121 205 AM 0 AM Peak Hour 730 AM 0 0 0 0 NOON 0 0 0 NOON Glassell St NOON Peak Hour PM 55 277 63 456 PM PM Peak Hour 500 PM Westbound Approach Walnut Ave AM NOON PM AM NOON PM Lanes 17 0 42 0 301 0 330 CONTROL 230 0 239 1 Signalized 0 28 0 42 36 0 68 0 1 266 0 336 512 0 502 1 26 0 34 Lanes AM NOON PM AM NOON PM Eastbound Approach Count Periods Start End AM 506 19 160 125 AM AM 7:00 AM 9:00 AM NOON 0 0 0 NOON NOON NONE NONE PM 379 36 372 103 PM PM 4:00 PM 6:00 PM 1 1 0 Lanes Northbound Approach Total Volume Per Leg Total Ins & Outs North Leg North Leg 617 205 AM 822 AM NOON NOON 395 456 PM 851 PM East Leg AM NOON PM East Leg AM NOON PM 851 301 0 330 283 0 349 621 0 742 795 320 0 412 512 0 502 AM NOON PM West Leg AM NOON PM West Leg AM 506 304 AM 810 NOON 0 0 NOON PM 379 511 PM 890 South Leg South Leg

7 0 6 0 0 6 Orange St and Walnut Ave, Orange 0 Peak Hour Summary Date: 4/12/2016 Southbound Approach Project #: 16-5217-005 Day: Tuesday Lanes 0 1 0 City: Orange AM 3 0 4 AM 0 AM Peak Hour 730 AM 0 0 NOON 0 0 0 NOON Orange St NOON Peak Hour PM 10 1 3 32 PM PM Peak Hour 445 PM Westbound Approach Walnut Ave AM NOON PM AM NOON PM Lanes 3 0 8 0 277 0 346 CONTROL 269 0 243 1 2-Way Stop (NB/SB) 0 3 0 14 196 0 109 1 2 242 0 358 253 0 528 0 261 0 122 Lanes AM NOON PM AM NOON PM Eastbound Approach Count Periods Start End AM 457 5 0 7 AM AM 7:00 AM 9:00 AM NOON 0 0 0 NOON NOON NONE NONE PM 232 93 10 167 PM PM 4:00 PM 6:00 PM 1 0 1 Lanes Northbound Approach Total Volume Per Leg Total Ins & Outs North Leg North Leg AM 13 AM NOON NOON 14 32 PM 46 PM East Leg AM NOON PM East Leg AM NOON PM 888 277 0 346 468 0 360 783 0 840 721 506 0 494 253 0 528 AM NOON PM West Leg AM NOON PM West Leg AM 457 12 AM 469 NOON 0 0 NOON PM 232 270 PM 502 South Leg South Leg

T R A F F I C I M P A C T A N A L Y S I S A U G U S T 2017 K I L L E F E R S Q U A R E S P E C I F I C P L A N C I T Y O F O R A N G E, C A L I F O R N I A APPENDIX B ICU LEVEL OF SERVICE WORKSHEETS P:\WSH1601\LSA tech studies\traffic\tia\tia 4 08182017.docx «08/23/17»

01 Existing No Project AM Tue May 30, 2017 16:26:04 Page 2-1 Killefer Residential (WSH1601) Existing Conditions AM Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Main St & Walnut Ave, Orange Cycle (sec): 100 Critical Vol./Cap.(X): 0.626 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 31 Level Of Service: B Street Name: Main St Walnut Ave Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0 Volume Module: Base Vol: 115 427 95 6 740 95 213 307 260 124 221 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: 115 427 95 6 740 95 213 307 260 124 221 12 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 115 427 95 6 740 95 213 307 260 124 221 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: 115 427 95 6 740 95 213 307 260 124 221 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 115 427 95 6 740 95 213 307 260 124 221 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: 115 427 95 6 740 95 213 307 260 124 221 12 OvlAdjVol: 145 Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 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 1.64 0.36 1.00 1.77 0.23 1.00 1.00 1.00 1.00 0.95 0.05 Final Sat.: 1700 2781 619 1700 3013 387 1700 1700 1700 1700 1612 88 Capacity Analysis Module: Vol/Sat: 0.07 0.15 0.15 0.00 0.25 0.25 0.13 0.18 0.15 0.07 0.14 0.14 OvlAdjV/S: 0.09 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 01 Existing No Project AM Tue May 30, 2017 16:26:04 Page 3-1 Killefer Residential (WSH1601) Existing Conditions AM Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Batavia St & Walnut Ave, Orange Cycle (sec): 100 Critical Vol./Cap.(X): 0.507 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 24 Level Of Service: A Street Name: Batavia St Walnut Ave Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 30 323 59 36 604 52 99 314 35 70 257 29 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: 30 323 59 36 604 52 99 314 35 70 257 29 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 30 323 59 36 604 52 99 314 35 70 257 29 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 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: 30 323 59 36 604 52 99 314 35 70 257 29 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 30 323 59 36 604 52 99 314 35 70 257 29 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: 30 323 59 36 604 52 99 314 35 70 257 29 Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 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 1.69 0.31 1.00 1.84 0.16 1.00 0.90 0.10 1.00 0.90 0.10 Final Sat.: 1700 2875 525 1700 3130 270 1700 1530 170 1700 1528 172 Capacity Analysis Module: Vol/Sat: 0.02 0.11 0.11 0.02 0.19 0.19 0.06 0.21 0.21 0.04 0.17 0.17 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA

01 Existing No Project AM Tue May 30, 2017 16:26:04 Page 4-1 Killefer Residential (WSH1601) Existing Conditions AM Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Glassell St & Walnut Ave, Orange Cycle (sec): 100 Critical Vol./Cap.(X): 0.536 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Street Name: Glassell St Walnut Ave Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 0 1 0 1 0 0 1 0 0 1 0 0 1 0 0 1! 0 0 Volume Module: Base Vol: 19 160 125 121 444 52 28 266 26 36 230 17 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: 19 160 125 121 444 52 28 266 26 36 230 17 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 19 160 125 121 444 52 28 266 26 36 230 17 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: 19 160 125 121 444 52 28 266 26 36 230 17 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 19 160 125 121 444 52 28 266 26 36 230 17 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: 19 160 125 121 444 52 28 266 26 36 230 17 Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 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 0.56 0.44 1.00 0.90 0.10 0.10 0.90 1.00 0.13 0.81 0.06 Final Sat.: 1700 954 746 1700 1522 178 162 1538 1700 216 1382 102 Capacity Analysis Module: Vol/Sat: 0.01 0.17 0.17 0.07 0.29 0.29 0.02 0.17 0.02 0.02 0.17 0.17 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 01 Existing No Project AM Tue May 30, 2017 16:26:04 Page 5-1 Killefer Residential (WSH1601) Existing Conditions AM Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Lemon St & Chapman Ave, Orange Cycle (sec): 100 Critical Vol./Cap.(X): 0.505 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 24 Level Of Service: A Street Name: Lemon St Chapman Ave Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 1 0 0 1 0 1 0 0 1 1 0 1 0 1 1 0 0 1 0 Volume Module: Base Vol: 39 167 15 23 165 52 45 481 83 17 476 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: 39 167 15 23 165 52 45 481 83 17 476 26 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 39 167 15 23 165 52 45 481 83 17 476 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: 39 167 15 23 165 52 45 481 83 17 476 26 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 167 15 23 165 52 45 481 83 17 476 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: 39 167 15 23 165 52 45 481 83 17 476 26 Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 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: 0.19 0.81 1.00 0.12 0.88 1.00 1.00 1.00 1.00 1.00 0.95 0.05 Final Sat.: 322 1378 1700 208 1492 1700 1700 1700 1700 1700 1612 88 Capacity Analysis Module: Vol/Sat: 0.02 0.12 0.01 0.01 0.11 0.03 0.03 0.28 0.05 0.01 0.30 0.30 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA

01 Existing No Project PM Tue May 30, 2017 16:27:05 Page 2-1 Killefer Residential (WSH1601) Existing Conditions PM Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Main St & Walnut Ave, Orange Cycle (sec): 100 Critical Vol./Cap.(X): 0.680 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Level Of Service: B Street Name: Main St Walnut Ave Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Protected Protected Prot+Permit Prot+Permit Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0 Volume Module: Base Vol: 157 665 88 31 652 188 172 259 231 83 304 18 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: 157 665 88 31 652 188 172 259 231 83 304 18 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 157 665 88 31 652 188 172 259 231 83 304 18 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: 157 665 88 31 652 188 172 259 231 83 304 18 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 157 665 88 31 652 188 172 259 231 83 304 18 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: 157 665 88 31 652 188 172 259 231 83 304 18 OvlAdjVol: 74 Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 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 1.77 0.23 1.00 1.55 0.45 1.00 1.00 1.00 1.00 0.94 0.06 Final Sat.: 1700 3003 397 1700 2639 761 1700 1700 1700 1700 1605 95 Capacity Analysis Module: Vol/Sat: 0.09 0.22 0.22 0.02 0.25 0.25 0.10 0.15 0.14 0.05 0.19 0.19 OvlAdjV/S: 0.04 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA 01 Existing No Project PM Tue May 30, 2017 16:27:05 Page 3-1 Killefer Residential (WSH1601) Existing Conditions PM Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #2 Batavia St & Walnut Ave, Orange Cycle (sec): 100 Critical Vol./Cap.(X): 0.456 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 22 Level Of Service: A Street Name: Batavia St Walnut Ave Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 Volume Module: Base Vol: 42 402 57 33 472 86 49 273 31 66 296 33 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: 42 402 57 33 472 86 49 273 31 66 296 33 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 402 57 33 472 86 49 273 31 66 296 33 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 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: 42 402 57 33 472 86 49 273 31 66 296 33 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 402 57 33 472 86 49 273 31 66 296 33 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: 42 402 57 33 472 86 49 273 31 66 296 33 Saturation Flow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 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 1.75 0.25 1.00 1.69 0.31 1.00 0.90 0.10 1.00 0.90 0.10 Final Sat.: 1700 2978 422 1700 2876 524 1700 1527 173 1700 1529 171 Capacity Analysis Module: Vol/Sat: 0.02 0.13 0.14 0.02 0.16 0.16 0.03 0.18 0.18 0.04 0.19 0.19 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA