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Home My WebLink AboutCT 14-09; UPTOWN BRESSI RANCH; TRAFFIC IMPACT ANALYSIS FOR UPTOWN BRESSI MIXED-USE; GPA 14-04, MPA 178I, CT 14-09, PUD 14-10, SDP 14-13, SDP 16-06, CUP 14-09, CUP 16-01, EIR 15-01, LFMP 87-17A; 2016-01-27) \ i \ j \ J \ ) '\ I \ ) '1 _/ ) ) \ ) TRAFFIC IMPACT ANALYSIS For UPTOWN BRESSI MIXED-USE Prepared for SHEA HOMES Third Submittal: January 27, 2016 © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLANNING & ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT 8451 Miralani Drive Suite A San Diego, CA 92126 (858) 560-4911 \ / !\ ) \ ) ) ) \, _) ) Uptown Bressi Mixed-Use Shea Homes Section TRANSPORTATION ANALYSIS TABLE OF CONTENTS © Urban Systems Associates, Inc. January 27, 2016 1.0 INTRODUCTION ........................................................................................................................ 1-1 2.0 EXISTING CONDITIONS ........................................................................................................... 2-1 3.0 PROJECT TRIP GENERATION ................................................................................................. 3-1 4.0 EXISTING PLUS PROJECT CONDITIONS .............................................................................. 4-1 5.0 NEAR TERM CONDITIONS ...................................................................................................... 5-1 6.0 BUILDOUT CONDITIONS ......................................................................................................... 6-1 7.0 CONGESTION MANAGEMENT PROGRAM (CMP) .............................................................. 7-1 8.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................................... 8-1 9.0 REFERENCES ............................................................................................................................. 9-1 \ / 10.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS ......................................................... 10-1 -\ j J ) ) ) ) ) ) / \ / \ / 004014 11 004014-Report_E \ J . \ / ) . ', j ) ) \ ) ) ., ) ) ) \ / ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 LIST OF FIGURES Number 1-1 Project Location Map .................................................................................................................... 1-3 2-1 Study Area Boundary I Intersection Key ...................................................................................... 2-3 2-2 Existing Lane Configurations (3 Pages) ....................................................................................... 2-4 2-3 Existing Average Daily Traffic ..................................................................................................... 2-7 2-4 Existing AM/PM Peak Hour Traffic (3 Pages) ............................................................................. 2-8 3-1 Project Site Plan ............................................................................................................................ 3-2 3-2 Project Distribution Percentages ................................................................................................... 3-5 3-3 Project Only Average Daily Traffic .............................................................................................. 3-6 3-4 Project Only AM/PM Peak Hour Traffic (3 Pages) ...................................................................... 3-7 4-1 Existing Plus Project Average Daily Traffic ................................................................................ 4-2 4-2 Existing Plus Project AM/PM Peak Hour Traffic (3 Pages) ......................................................... 4-4 5-1 Other Projects Location Map ........................................................................................................ 5-5 5-2 Near Term Without Project Average Daily Traffic ...................................................................... 5-6 5-3 Near Term With Project Average Daily Traffic ........................................... : ............................... 5-8 5-4 Near Term Without Project AM I PM Peak Hour Traffic (3 Pages) .......................................... 5-11 5-5 Near Term With Project AM I PM Peak Hour Traffic (3 Pages) ............................................... 5-14 6-1 Buildout Without Project Average Daily Traffic .......................................................................... 6-2 6-2 Buildout With Project Average Daily Traffic ............................................................................... 6-3 6-3 Buildout Without Project AM/PM Peak Hour Traffic (3 Pages) .................................................. 6-6 6-4 Buildout With Project AM/PM Peak Hour Traffic (3 Pages) ....................................................... 6-9 004014 111 004014-Report_E \ ) \ I \ I / ) ·-\ -J ) \ ) \ I \ I / \ J -\ ) \ ) I -, I -, ) J ', ) ' 1 / ) ' ) -\ ) ,-\ _) ) -, ) -\ ) ) ···-,, / -,,, ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 LIST OF TABLES Number 1-1 Mitigation Summary Table ........................................................................................................... 1-7 2-1 Existing Street Segment Levels of Service ................................................................................. 2-12 2-2 Existing Intersection Levels of Service ...................................................................................... 2-13 3-1 Project Trip Generation ................................................................................................................. 3-3 4-1 Existing Plus Project Street Segment Levels of Service ............................................................... 4-3 4-2 Existing Plus Project Intersection Levels of Service .................................................................... 4-7 5-1 Other Approved or Pending Projects (3 Pages) ............................................................................ 5-2 5-2 Near Term Without Project Street Segment Levels of Service .................................................... 5-9 5-3 Near Term With Project Street Segment Levels of Service ....................................................... 5-10 5-4 Near Term Without Project Intersection Levels of Service ........................................................ 5-17 5-5 Near Term With Project Intersection Levels of Service ............................................................. 5-18 6-1 Buildout Without Project Street Segment Levels of Service ........................................................ 6-4 6-2 Buildout With Project Street Segment Levels of Service ............................................................. 6-5 6-3 Buildout Without Project Intersection Levels of Service ........................................................... 6-13 6-4 Buildout With Project Intersection Levels of Service ................................................................ 6-14 004014 IV 004014-Report_E I l / 1 / \ ' ·, J ./ s) ) ) ) ) 'i / ) ) \ ! .. \ ) \ ) ·,, _! Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 APPENDICES A. Existing Conditions Traffic Count Summaries and Intersection LOS Worksheets and Signal Warrant I Fair Share Calculation B. SANDAG I Carlsbad Traffic Model Excerpts; Approved Office PIP C. Existing Plus Project LOS Worksheets D. Near Term Project Descriptions and Intersection LOS Worksheets E. Buildout SANDAG I Carlsbad Traffic Model Excerpts and Intersection LOS Worksheets F Buildout With Project-With Mitigation LOS Worksheets 004014 V 004014-Report_E ) \ ) \ J ) \ ,i ) \ ) ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 1.0 INTRODUCTION Urban Systems Associates, Inc. (USAI) has been retained to evaluate potential impacts due to a mixed use development of an eighteen acre site with a 125 unit condominium project and 100,174 SF Community Commercial uses within the Bressi Ranch Planned Industrial planning area. The proposed development involves a General Plan Amendment, Master Plan Amendment, Local Facilities Master Plan Amendment (Zone 17), Tentative Tract Map, Planned Development Permit (Residential), Site Development Plan, and two Conditional Use Permits for a proposed residential and retail/general commercial mixed-use site in Bressi Ranch. The vacant, undeveloped project site is on the north side of Gateway Road, and is bounded on the east by El Fuerte Road and on the north by Palomar Airport Road. The project location is shown in Figure 1-1. Colt Place runs along a portion of the site's western boundary, and will serve as the main access to the western portion of the site. The property is situated within the Bressi Ranch neighborhood, and is located just north of Bressi Ranch Village Center. The site is zoned P-C (Planned Community), and has a land use designation of PI (Planned Industrial), consistent with the Bressi Ranch Master Plan. The applicant (Shea Properties) is proposing a mixed residential and retail/general commercial project. Townhomes and residential flats are proposed for the western side of the property (7.67 acres), while ,, retail/general commercial uses will occupy the eastern portion of the site (approximately 10 acres). J \ J \ ) 004014 1-1 004014-Report_E ) ) ) ' ) ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 The project site is subject to the McClellan-Palomar Airport Land Use Compatibility Plan. The site lies in the Review Area of the Airport Influence Area and is located in Safety Zone 6, which permits retail/general commercial and residential uses. A Planned Industrial Permit (PIP 05-23) was approved for the project site in 2005. The prior approval permitted the development of a 300,000 square foot office/industrial park which has expired as of May 7, 2015. -, J This traffic analysis was conducted for Existing Conditions, Existing Plus Project Conditions, Near-Term ~ -\ without Project and Near-Term Plus Project Conditions, Buildout and Buildout Plus Project Conditions. _/ ) \ / ) -, ) ) ) \ ) _) -\ The existing conditions, and existing conditions with project evaluation are based on traffic counts obtained from the City of Carlsbad Growth Management Plan Year 2014 Traffic Monitoring Program, and traffic counts conducted specifically for this project evaluation. Near-Term conditions evaluated are based on adding traffic from nine nearby approved or pending projects. Buildout conditions are based on the Series 11 Year 2030 Combined North County Traffic Model, prepared by the San Diego Association of Governments (SANDAG), with the project included, and the buildout peak hour volumes, adjusted for the project, from the previously approved Palomar Airport Commons (Lowe's) traffic report. 004014 1-2 004014-Report_E ) \ ! ,, ) ) \ ) \ ) \ ) \ I ) ) -, I -, ) -) ) ) ) \ ! \ ) Uptown Bressi Mixed-Use Shea Homes • = Project Site 004014 FIGURE 1-1 Project Location Map 1-3 © Urban Systems Associates, Inc. January 27, 2016 c~ NO SCALE ~ 004014-Report_E Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 In order to determine project traffic impacts and possible mitigating transportation improvements, this -) study includes the following sections: ) ) ) ) ) -" / ) ) ) ) -, ) i ; _) ) 1.0 Introduction 2.0 Existing Conditions 3.0 Project Trip Generation 4.0 Existing Plus Project Conditions 5.0 Near Term Conditions 6.0 Buildout Conditions 7.0 Congestion Management Plan (CMP) 8.0 Conclusions and Recommendations 9.0 References 10. 0 Preparers ) MITIGATION SUMMARY -, ) ) --) As a result of this evaluation, it can be concluded that the projected vehicle trip generation from the ' ! ) > ) ! J ---) \ ; \ __ / \ __J mixed-use project will not cause significant traffic impacts or require off-site roadway improvements that are not already programmed in the City of Carlsbad Capital Improvements Program, except at two (2) intersections on Gateway Drive currently controlled with stop signs. With mitigation, however, the intersections will operate acceptably. The recommended mitigation is as follows: 004014 1-4 004014-Report_E \ ) ) ) \ ! ) ) \ I \ ) J ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 1. Gateway Road I Finnila Place: This intersection is currently controlled by a stop sign facing northbound and is the north entrance to the Bressi Ranch Shopping Center and will also be the Uptown Bressi project main entrance on the south, refer to Int. #15 on Figure 2-2. In the Existing With Project condition, this intersection operates at an unacceptable level of service and results in a direct significant impact. To mitigate the direct impact, the project would be required to install a traffic signal at this location. With the traffic signal installation, the intersection will operate at an acceptable level of service in all study scenarios. Table 1-1 shows the Buildout with Project level of service without mitigation and with mitigation. Since the project causes a significant direct impact at this intersection, the project is fully (100%) responsible for installing the signal. In addition, a signal warrant has been evaluated at this location and is sati,sfied in the Existing With Project scenario. The signal warrant can be found in Appendix A. 2. Gateway Road I Innovation Way: This intersection is controlled by a stop sign facing southbound traffic, refer to Int. #12 on Figure 2-2. In the Buildout With Project condition, this intersection operates at an unacceptable level of service and results in a long term cumulative significant impact. To mitigate this impact, the project would be required to pay a fair share contribution towards construction of a traffic 1 signal at this location. With the installation of a traffic signal, the intersection will operate at an ) ) ) -\ j ) ) acceptable level of service in the Buildout With Project scenario. Refer to Table 1-1 for levels of service with and without mitigation at this location and the fair share percentage recommended towards a traffic signal. Appendix F includes the level of service worksheets for the Buildout With Project scenano with ) mitigation at both impacted locations. -\. 004014 1-5 004014-Report_E Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Other improvements that have been assumed for this analysis but would not be the responsibility of the \ project are: ) • At the Palomar Airport Road I El Fuerte Road intersection, assume a westbound right turn only ) lane on Palomar Airport Road to northbound El Fuerte Street. This is a City CIP project. . '1 ) PROJECT FEATURES ) As a traffic calming measure, the project would install a chicane along Gateway Road between Innovation \ ) Way and Alicante Road as well as on Gateway Road between Innovation Way and Village Green Drive ) · ) to the satisfaction of the City Engineer. A chicane is a series of two or more staggered curb extensions on ) alternating sides of the roadway which causes motorists to reduce speed. The applicant or assignee will --~ j ) ) ) ' ) \ ) l work with the City to design and implement these traffic calming measures. 004014 1-6 004014-Report_E \ I :\ ) ) \ ) \ ! ) ) i / ) -) ) ) -' ) \ ) I ) \ I \ _ _:__1 Uptown Bressi Mixed-Use Shea Homes Study Intersections Gateway Rd. I Finnila Dr. (Project Access) Gateway Rd./ Innovation Way LOS = Le..el of Service TABLE 1-1 Mitigation Summary Table Without Mitigation AM PM Impact Recommended Mitigation Delay-Delay- LOS LOS Buildout With Project 4.2 574.9 Direct & Signal A F Cumulati..e 12.9 45.7 Cumulati..e Signal B E Le..el of Service Worksheets for Buildout With Project {With Mitigation) is prm.ided in Appendix F. Fair Share Contribution Calculation is prm.ided in Appendix A. 004014 1-7 © Urban Systems Associates, Inc. January 27, 2016 With Mitigation Fair AM PM Share Delay-Delay-% LOS LOS 20.6 48.4 100% C D 16.3 20.1 35% B C 004014-Report _ E ) ) ) : \ 'j ) \ ) ) ) ) ) ) ) ) ) ) ) ) ) \ __) Uptown Bressi Mixed-Use Shea Homes 2.0 EXISTING CONDITIONS © Urban Systems Associates, Inc. January 27, 2016 The SANTEC/ITE Guidelines for the Preparation of Traffic Impact Studies in the San Diego Region defines the scope of a traffic study to include intersections that are expected to have fifty or more project peak hour trips added in either direction. As shown in the project description section of this report (Section 3.0), it has been estimated that project traffic could impact intersections and street segments along Palomar Airport Road between Yarrow Drive and Melrose Drive, and El Camino Real between Faraday Avenue and the Town Garden Road intersection. Also evaluated are El Fuerte Street, Gateway Road, Innovation Way, and Alicante Road. Therefore, the existing conditions evaluation includes intersections and street segments along these corridors. 2.1 STREET SEGMENTS The following describes the roadways within the study area. Palomar Airport Road: This is a six-lane Prime Arterial extending from Interstate 5 east to the Carlsbad City limit at San Marcos. El Camino Real: This is a six-lane Prime Arterial extending north-south from the north to south City limits, with some segments not fully built to six lanes. El Fuerte Street: This is a four -lane secondary arterial with no parking and bike lanes extending north - south from Faraday Avenue to south of Poinsettia Lane. Gateway Road: This is a three lane Collector with no parking and with bike lanes extending east-west through the Bressi Ranch Planned Industrial planning area. Innovation Way: This is a three lane Collector with no parking and with bike lanes extending south from Palomar Airport Road to Gateway Road. Alicante Road: This is a three lane Collector with no parking and with bike lanes extending south from Gateway Road to Poinsettia Lane. Carlsbad Growth Management Plan Traffic Monitoring Report for 2014 intersection peak hour traffic counts and traffic counts by a traffic counting subcontractor were used to determine intersection peak 004014 2-1 004014-Report_E ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 hour levels of service. Street segment peak hour volumes were also obtained from the traffic monitoring report or from traffic counts obtained from the subcontractor. ; Figure 2-1 shows the study area boundary and the locations of the intersections evaluated in this traffic I\ / report. According to the SANTEC I !TE Guidelines for Traffic Impact Studies in the San Diego Region ) March 2000, the geographic area examined in the traffic study must include all roadway segments, ) intersections, and mainline freeway locations where the proposed project will add 50 or more peak hour ) ) \ ! ) \ ) \ / \ / \ / ) ) \ ) -\ ) \ trips in either direction to the existing roadway traffic. For this project, this represented any location where the project distribution percentage was 10% (50 peak trips I 471 PM out trips) or greater. Figure 2-2 shows existing lane configurations at study intersections. Figure 2-3 shows existing average daily traffic (ADT) volumes. Figure 2-4 shows existing peak hour traffic volumes. The Intersection Capacity Utilization (ICU) method of analysis was used to determine the intersection volume to capacity (v/c) ratio and corresponding level of service for the intersections which could be impacted by project traffic. The levels of service for street segments between intersections were determined using a capacity per lane of 1,800 vehicles per hour and volume to capacity ratios corresponding to levels of service at "D" for peak hours and at "C" for non-peak hours at both intersections and street segments. 004014 2-2 004014-Report_E • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •· • • • • • • • • • Uptown Bressi Mixed-Use Shea Homes G = Study Intersection = Study Area Boundary e = Project Sit e FIGURE 2-1 © Urban Systems Associates, Inc . January 27, 2016 Study Area Boundary I Intersection Key 004014 2-3 004014-Report_E --, '1 / -\ j -, J -\ j ' -) \ . ./ J _) -\ ) \ ) 1 __/ \ ) -, ) Uptown Bressi Mixed-Use Shea Homes " . ~ 0 " ) l ll \..\..! J -:z '---r Faraday Ave. ~~ ttY El Camino Real at Faraday Ave. --F-Palom,ar Airport Rd. Palomar Airport Rd. at Yarrow Dr. Palomar Airport Rd. Palomar Airport Rd. at Gateway Rd. el = Slop Sign -$-= Traffic Signal ~ --4 \.. r Palomar Airport Rd. J ;: ~tY q ;l -0 t -,': ~ Palomar Airport Rd. at Yarrow Dr. . ~ ~ " -, -)l \.. i r " Palomar Airyort Rd. Jl ~tr -.§ -" a -~ """ Palomar Airport Rd. at Loker Ave. West/Innovation Way '--·-* "'-~ lll \..\..j tar Airport Rd. ~ ~~tttr ---*" * Future CIP Project Palomar Airport Rd. at Melrose Dr. FIGURE2-2 Existing Lane Configurations 004014 2-4 © Urban Systems Associates, Inc. January 27, 2016 ---Palomar Airport Rd. -;;, -~ q -~ " ;l 0 " Palomar Airport Rd. at Lowes Drwy. Palornar Airport Rd. * Future CIP Project Palomar Airport Rd. at El Fuerte St. Innovation Woy at Driveway ~ NO SCALE l 004014-Report_E ( ) ) ) ) ) -· 1 ) ) ~ ' ) '\ ) ) -- ) \ ) ) ) J \ ) _) \ --' Uptown Bressi Mixed-Use Shea Homes 4ll d ,:; 0 I " "' ~ '- Gateway Rd. l\t tr El Camino Real at Gateway Dr. -- Gateway Rd. r _._ .: ~~ y l . 1 ~ Gateway Rd. at Village Green Dr. --r Gateway Rd. _._ y Gateway Rd. at Town Center Drwy. ~ = Stop Sign -$-= Traffic Signal r T Gateway Rd. Gateway Rd. at Alicante Rd. A~ T '-' Gateway Rd. - Gateway Rd. at Colt Pl. 2;; ~ t ) ii~~ r Gateway Rd. -j ~tr ~ Gateway Rd. at El Fuerte St. FIGURE2-2 © Urban Systems Associates, Inc. January 27, 2016 E' '-"' ) ~ ~ .£ --'il ~ 0 • E Gateway Rd. ..., - Gateway Rd. at Innovation Woy ti ~I * ·s,I \ .ti ....... l1 r ,i: Gateway Rd. _._ y *Future: By Project. Gateway Rd. at Finnila Pl. " ~~ )ll!~! r Town Garden Rd. ~ ~tttr Town Garden Rd. at El Camino Real ch NO SCALE I Existing Lane Configurations 004014 2-5 004014-Report_E ) ) . ' \ ) ) -) ) --\ ) ) \ J ) \ I / -·, ) \ ) ) ) ) \ J --- ) ) --·, ) \ J ) ) l __ _/ ) ) J \ / \ I J ) -; Uptown Bressi Mixed-Use Shea Homes 004014 Town Garden Rd. Town Garden Rd. at Alicante Rd. -$-= Traffic Signal © Urban Systems Associates, Inc. January 27, 2016 r El Fuerte St. Profect Driveway Bressi Ranch Way at El Fuerte St. FIGURE 2-2 Existing Lane Configurations 2-6 tt Project Driveway at El Fuerte St. * NO SCALE ~ 004014-Report_E ;) ) ) ) ) ) ) ) 1 J \ . ) 1 j ) J . --, . ) ') \ ) ) \ _) Uptown Bressi Mixed-Use Shea Homes • = Project Site SOURCE C = City of Carlsbad 2014 Traffic Monitoring Program (July, 2014) A= Field Data Services of Arizona, Inc (November, 2014) E = Estimate Based on P.M. Peak Hour@ 12% of ADT. FIGURE2-3 Existing Average Daily Traffic 004014 2-7 © Urban Systems Associates, Inc. January 27, 2016 eh NO SCALE I 004014-Report_E ) ) ) ) \ ) ) ) ) ) \ I -, ) ) _J ) ) 1 / J ) Uptown Bressi Mixed-Use Shea Homes CD N -r---Cl CXl r---N ~ -'-.._N o; '-170/311 "-<D "-0 000 N N -st ~ N --st -~ ..,__ 626/137 ) i \.. " ,,-114/196 c.., ~ Faraday Ave. ~tr N CXl l() r---Na, --'-._ "--CX) (l") "-(l") 0 -r----<D El Camino Real at Faraday Ave. '-492/323 ..,__ 1231/958 r 543/533 Pa!omar Airport Rd. 168/275J 818/1461____.. ~tr 134/117~ 0 Palomar Airport Rd. at El Camino Real -+--2528/1500 Palomar Airport Rd. 1168/2879____..~ 63/13~ f r N N 1l " '-._ 0 l() Palomar Airport Rd. at Gateway Rd. ® '-110/59 -+--1295/1105 ,,-271/109 Palmnar Airport Rd. ~tr Palomar Airport Rd. at Yarrow Dr. 0 -" -st (l") 0 ~ '-149/51 N 'St CO "-"-"-(l") CX) (l") '" CXl -N " -+--2121/1438 ..,: ) i \.. ,,-61/32 t; "" 0 ~ Palomar Airport Rd. ;,, 308/88J ~ 1169 /2249 ____.._§ 121/146~ l ~ ~tr Palomar Airport Rd. at Loker Ave. West/Innovation Way ~ '-51/80 ~ -+--1388/945 ~ r68/261 ~ ~ Palornar Airport Rd. 470/921J 641/1525~ ~tr 111/525~ Palomar Airport Rd. at Melrose Dr. FIGURE2-4 © Urban Systems Associates, Inc. January 27, 2016 0 -+--1653/1331 r 120/152 Pa!omar Airport Rd. Palomar Airport Rd. at Lowes Drwy. Na, N- '-84/12 r----N ..., N '-._ '-.._ "' "--'St ~ co "" "" t: ..,__ 2172/1336 ) i \.. ~ ,,-272/445 ~ "'" ~ Palomar Airport Rd. 93/3oJ 1086/2423 __,,.. 97/256~ ~tr Palomar Airport Rd. at El Fuerte St. l() N §' N '-._ l() .. '-5/10 0 "-~ a, 0 0 --;:; i \. " r2/5 ~ 0 ~ ~ Driveway tr r---N ""'-._ -l() '-._ 'St 0 - Innovation Woy at Driveway ~ flO SCALE I Existing AM I PM Peak Hour Traffic 004014 2-8 004014-Report _ E \ . ) ") ) ) ) ) ) ) ) ) 1 .. ) ) ) . \ ) ) ) ) ) ) _) ) . \ J Uptown Bressi Mixed-Use Shea Homes '-84/137 -~ Gateway Rd. § l) ~ t I' ~ 0 0 L{) "1 ......._ -"1 ......._ - 0 -00 0 El Camino Real at Gateway Dr. Gateway Rd. ._ 170/288 r 13/20 ~ 118/409--..~ 23/37 ""'"\ ~ ~ J ~ N 00 "1 ......._ ......._ " oJ "1 N Gateway Rd. at Village Green Dr. @ Gateway Rd. ;:;, 112/378--.. ~ 36/84""'"\ ~ ~ ~ ~ .:: ._ 209/247 r 89/244 '-17/1 ..,__ 144/62 r96/125 Gateway Rd. Gateway Rd. at Alicante Rd. 8 "1 '-12/7 -N "-.,_ ......._ 0 c.o -..,__ 183/138 ) ~~ l) Gateway Rd. 2;2...I 141/421--.. Gateway Rd. at Colt Pl. 160/362...I 62/181--.. 22/ 11 9 ""'°\ '-35/140 ...._36/46 r25/56 Gateway Rd. © Urban Systems Associates, Inc. @ ~ "1 " " ......._ ......._ ~ ~ fg .£ ) ~1 .!; Gateway Rd. 64/94...I 80/215~ January 27, 2016 '-40/51 ._ 142/113 Gateway Rd. at Innovation Woy @ .--160/117 r57/138 Gateway Rd. 100/323--.. ii'. " I' 25 /7 4 ""'"\ ~ Na, E "1 "1 ·~ "' -"" -......._ N oJ ~ Gateway Rd. at Finnila Pl. 43/74...I 10/10--.. 34/65 ""'°\ '-41/69 ._ 37/13 r97/124 Town Garden Rd. 0 L{) " N NL{) "-.,_ N -oJ -......._ -"' " -N -oJ -N Gateway Rd. at Gateway Rd. at Town Garden Rd-at ~ Town Center Drwy. El Fuerte St. El Camino Real '------------'------'---------' N NO SCALE FIGURE2-4 I Existing AM I PM Peak Hour Traffic 004014 2-9 004014-Report_E ) --, ) ) I .) ) ) ) _j -, _/ ) ) ) \ ) ) \ / ) ' ) '\ / 1 j Uptown Bressi Mixed-Use Shea Homes 75/94....I ~ 84/157__..j 32/92 """'\ ~ \_ 16/12 ..,_59/82 r44/30 ~tr Town Gorden Rd. at Aliconte Rd. ! 96/297__..,.: 32/33 """'\ J ..,_ 217/199 r 79/82 El Fuerte St. Bressi Ranch Woy at El Fuerte St. FIGURE2-4 © Urban Systems Associates, Inc. January 27, 2016 Does not exist -Proposed driveway to be built with project Project Driveway at El Fuerte St. ~ NO SCALE ~ Existing AM I PM Peak Hour Traffic 004014 2-10 004014-Report _ E ) ) \ ) ) Uptown Bressi Mixed-Use Shea Homes 2.1 STREET SEGMENT LEVELS OF SERVICE © Urban Systems Associates, Inc. January 27, 2016 The City of Carlsbad Growth Management Plan requires evaluating street segments using peak hour volumes rather than average daily traffic volumes. -. ) Table 2-1 shows street segment levels of service within the study area. As shown, all evaluated street ) --) segments are currently operating acceptably within level of service "D" during peak hours. ) ) 'i ) \ _/ \ J ) ) ) ) -, ) ' / ) \ j ) ) 2.2 INTERSECTION LEVELS OF SERVICE Intersection peak hour levels of service for existing conditions are shown in Table 2-2. As shown, all evaluated intersections are currently operating within the Growth Management Performance Standard which requires a level of service which is at least "D" during peak hours, so that no mitigation is needed for existing conditions without planned improvements, at these intersections. Appendix A has the ICU worksheets and traffic count summaries for existing conditions. 004014 2-11 004014-Report_E Uptown Bressi Mixed-Use Shea Homes TABLE 2-1 © Urban Systems Associates, Inc. January 27, 2016 Existing Street Segment Levels of Service ) ) ) ) \ j ) ) \ -__ ) ) ,, / ) ) ) ) ) ,, ) Road Segment El Camino Real Faraday Avenue to Palomar Airport Road Palomar Airport Road to Gateway Road Town Garden Rd. to Camino Vida Roble Palomar Airport Road Lowe's Driveway to El Camino Real El Camino Real to Loker Ave. West El Fuerte Street to Loker Ave. East Melrose Drive to Paseo Valindo/Eagle Drive Gateway Road El Camino Real to Alicante Road Innovation Way to Village Green Drive Finnila Place to El Fuerte Street Town Garden Road El Camino Real to Alicante Road Bressi Ranch Way M ontecito Drive to El Fuerte Street Innovation Way Palomar Airport Road to Gateway Road Alicante Road Gateway Road to Town Garden Road El Fuerte Street Loker Ave. East to Palomar Airport Road Palomar Airport Road to Gateway Road Bressi Ranch Way to Greenhaven Drive Melrose Drive Lionshead Avenue to Palomar Airport Road Palomar Airport Road to Poinsettia Lane D = Direction PHV = Peak Hour Volume VIC= Volume divided by Capacity ) LOS= Level of Service (1) = Based on 1,800 vehicles per lane per hour 004014 ) ~\ D Lanes Capacity NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 1,800 WB 1,800 EB 1,800 WB 1,800 EB 1,800 WB 1,800 EB 1,800 WB 1,800 EB 1,800 WB 1,800 NB 1,800 SB 1,800 NB 1,800 SB 1,800 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 4 7,200 SB 3 5,400 NB 3 5,400 SB 3 5,400 2-12 AM Peak Hour PM Peak Hour PHV VIC (1) LOS PHV VIC (1) LOS 1,418 0.26 A 1,383 0.26 A 1,796 0.33 A 1,729 0.32 A 1,164 0.22 A 1,437 0.27 A 1,627 0.30 A 1,572 0.29 A 1,517 0.28 A 1,402 0.26 A 1,313 0.24 A 1,671 0.31 A 1,120 0.21 A 1,853 0.34 A 1,713 0.32 A 1,408 0.26 A 1,725 0.32 A 2,570 0.48 A 2,266 0.42 A 1,814 0.34 A 1,231 0.23 A 2,892 0.54 A 2,528 0.47 A 1,793 0.33 A 795 0.15 A 1,724 0.32 A 1,507 0.28 A 1,286 0.24 A 113 0.06 A 50 0.03 A 84 0.05 A 137 0.08 A 148 0.08 A 389 0.22 A 182 0.10 A 164 0.09 A 125 0.07 A 397 0.22 A 181 0.10 A 149 0.08 A 219 0.12 A 273 0.15 A 175 0.10 A 206 0.11 A 94 0.05 A 203 0.11 A 111 0.06 A 115 0.06 A 109 0.06 A 147 0.08 A 200 0.11 A 227 0.13 A 141 0.08 A 153 0.09 A 103 0.06 A 169 0.09 A 254 0.07 A 104 0.03 A 43 O.ol A 368 0.10 A 292 0.08 A 450 0.13 A 400 0.11 A 823 0.23 A 296 0.08 A 281 0.08 A 166 0.05 A 440 0.12 A 966 0.13 A 1,525 0.21 A 1,313 0.24 A 1,342 0.25 A 1,138 0.23 A 856 0.16 A 724 0.13 A 1,255 0.23 A VIC LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 004014-Report_E ) ) ) ) ) ) ·, ) ) ', ) ) ) \ ) ) \ ) ) ) \ ) \ ) '1 J Uptown Bressi Mixed-Use Shea Homes 004014 TABLE2-2 Existing Intersection Levels of Service SIGNALIZED INTERSECTIONS AMPeakHour Number Intersection Control ICU LOS 1 El Camino Real I Faraday Ave. Signaliz.ed 0.68 B 2 Palomar Airport Rd. I Yarrow Dr. Signaliz.ed 0.52 A 3 Palomar Airport Rd. I Lowe's Drwy. Signaliz.ed 0.41 A 4 Palomar Airport Rd. I El Camino Real Signaliz.ed 0.62 B 5 Palomar Airport Rd. I Loker Ave. W. Signaliz.ed 0.72 C 6 Palomar Airport Rd. I El Fuerte St. Signaliz.ed 0.58 A 8 Palomar Airport Rd. I Melrose Dr. Signaliz.ed 0.77 C 10 Gateway Rd. I El Camino Real Signaliz.ed 0.45 A 17 Gateway Rd. I El Fuerte St. Signaliz.ed 0.35 A 18 El Camino Real I Town Garden Rd. Signaliz.ed 0.43 A 19 Town Garden Rd. I Alicante Rd. Signaliz.ed 0.27 A 20 El Fuerte St. I Bressi Ranch Way Signaliz.ed 0.22 A UNSIGNALIZED INTERSECTIONS 7 Palomar Airport Rd. I Gateway Rd. 9 Innovation Way I Driveway 11 Gateway Rd. I Alicante Rd. 12 Gateway Rd. I Innovation Way 13 Gateway Rd. I Village Green Dr. 14 Gateway Rd. I Colt Pl. 15 Gateway Rd. I Finnila Pl. 16 Gateway Rd. I Town Center Drwy. Notes: W S = Level of Service Delay= Seconds per Vehicle ICU = Intersection Capacity Utilization Unsignalm:d Uns ignaliz.ed Unsignalm:d Uns ignaliz.ed Uns ignaliz.ed Unsignalized Uns ignaliz.ed Unsignaliz.ed LOS A B C D E F 2-13 0.2 A 0.5 A 4.4 A 4.3 A 1.9 A 0.5 A 2.7 A 2.7 A Signaliz.ed Delay in ICU Seconds 0.00-0.60 0.00-10.0 0.61 -0.70 10.1 -20.0 0.71-0.80 20.1 -35.0 0.81 -0.90 35.1 -55.0 0.91 -1.00 55.1 -80.0 Over 1.00 Over80.0 © Urban Systems Associates, Inc. January 27, 2016 PMPeakHour ICU LOS 0.78 C 0.68 B 0.54 A 0.80 C 0.66 B 0.82 D 0.71 C 0.44 A 0.45 A 0.47 A 0.38 A 0.36 A 1.3 A 0.5 A 5.0 A 5.5 A 1.0 A 0.3 A 4.3 A 5.2 A Unsignaliz.ed Delay in Seconds 0.00-10.0 10.1 -15.0 15.1 -25.0 25.1 -35.0 35.1-50.0 Over50.0 004014-Report_E -\ ) Uptown Bressi Mixed-Use Shea Homes 3.0 PROJECT TRIP GENERATION © Urban Systems Associates, Inc. January 27, 2016 The project is located on the south side of Palomar Airport Road and west of El Fuerte Street. The project -proposes right tum lane on El Fuerte Street to queue vehicles entering a proposed driveway on El Fuerte Street. The driveway is intended to alleviate volumes at the Gateway/ Finnila Pl. intersection and will be -) restricted to right-in/right-out tum movements by a proposed raised median. Figure 3-1 shows the ) project site plan. Table 3-1 shows the project trip generation rates from SANDAG. Also shown are peak hour ·. J characteristics. The 125 condominium units on the site are expected to generate 1,000 average daily ) --) vehicle trips. This results in a total of 80 AM peak hour trips and 100 PM peak hour trips. ) > The community shopping center is expected to generate 8,014 average daily vehicle trips, 321 AM peak ) hour trips, and 801 PM peak hour trips. ) \ J ~) ) -, ) ) \ ) -' ~' The combined mixed-use project is expected to generate 9,014 average daily trips, 401 AM peak hour trips (208 inbound I 192 outbound), and 901 PM peak hour trips (471 inbound I 43 l outbound). 004014 3-1 004014-Report_E ) --._,\ ) -- -1 / ) ) \ ) \ ) \ ! -\ ! -- J \ I -- ) --\ ! ) -'\ ) ) ) ' j \ ) i J Uptown Bressi Mixed-Use Shea Homes :; ,rO ho 8 -------------------~ 004014 © Urban Systems Associates, Inc. January 27, 2016 ~ NO SCALE I FIGURE 3-1 Project Site Plan 3-2 004014-Report_E \ ) \ j \ ,- ) \ / \ _) ) J ) ) ) ) -' _j ) \ ) ' -' Uptown Bressi Mixed-Use Shea Homes TABLE3-1 © Urban Systems Associates, Inc. January 27, 2016 Project Trip Generation Table PROPOSED RE-lIDENTIAL Use AM PM Trip Rate* ADT Amount Peak % Vol. In %J jout% In Out Peak % Vol. In %I lout% In Out Condominiums 125 DU 8 /DU 1,000 8% 80 20% : 80% 16 64 10% 100 70% : 30% 70 30 *Sandag Traffic Generation Rates, April 2002 Note: DU= Dwelling Unit ADT =Average Daily Traffic *Sandag Traffic Generation Rates, April 2002 Note: KSF=l,000 Square Feet TOTAL PROPOSED RE-lIDENTIAL TOTAL PROPOSED RETAIL COMBINED TOTAL 004014 PROPOSED RETAIL COMBINED TRIP GENERATION 1,000 80 16 64 100 70 30 8,014 321 192 128 801 401 401 9,014 401 208 192 901 471 431 3-3 004014-Report_E ) ) ) \ ! ) ) ) ' I , _/ _) ) \ ) \ / > ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Figure 3-2 shows the project traffic directional distribution percentages. The directional distribution percentages are based on the SANDAG/Carlsbad traffic model results for the applicable traffic analysis zone. Figure 3-3 shows the project only average daily traffic volumes. Figure 3-4 shows the project only peak hour traffic volumes based on the directional distribution percentages shown in Figure 3-2. These peak hour volumes have been used in subsequent sections of this report to estimate project traffic impacts at intersections and on street segments. As noted above, the site previously was approved for a Planned Industrial Permit project that would have allowed 300,000 square feet of single tenant office uses. That prior project would have generated 4,200 average daily vehicle trips, with 630 AM peak hour trips and 630 PM peak hour trips. Appendix B includes the SANDAG I Carlsbad traffic model select zone excerpts and the approved site plan and Planned Industrial Permit for the prior project. 004014 3-4 004014-Report_E ) ) \ J ) \ ) ) \ .J \ I ! _) ! J ) ) \ ) \ ) ) .\ j \ J ' ) -) . ) J Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 ~ = Cordon Count Adds to 85% External Trips. 15% Internal to Bressi Ranch Planned Industrial and Mixed Use. <JJr) = Project Only Internal Percentages within Cordon, do not add to 85% ~ NO SCALE • Project Site ~ FIGURE3-2 Project Distribution Percentages 004014 3-5 004014-Report_E ) ) ) ) ) \ ) ) ) ) \ / ) : J ) ) ) ) ) _) Uptown Bressi Mixed-Use Shea Homes • = Project Site 004014 © Urban Systems Associates, Inc. January 27, 2016 ~ NO SCALE l FIGURE3-3 Project Only Average Daily Traffic 3-6 004014-Report_E '\ ! ) :\ ,, '\ ' ' / .. I\ j ' ) ) ' ) Uptown Bressi Mixed-Use Shea Homes .... ., "' N ~ "SI" s:, . s 0) == .4/9 ~ • iiS Farada Ave. itr r--0) 0) ,.... CV)-. -----si-8/19,. 00 r-- El Camino Real I Faraday Ave. ,.... CV) l 25/56--. L27 /60 +-23/52 alomar Airport Rd. t Palomar Airport Rd. I El Camino Real +-46/104 Palomar Airport Rd. -.; ~ r i r-- 21 /47--. ~ "SI" ., ~ ,.... N Palomar Airport Rd. I Gatewa Rd. ..: ~ ;I:: L214 s:, ... LO ... .-15/34 ;;e .4/9 N I. Palomar Airport Rd. r 0) 17 /38--. "SI" Palomar Airport Rd. I Yarrow Dr. N • 10/24--. 46 / 104,. .,_ 10122 Palomar Airport Rd. Palomar Airport Rd. I Loker Ave. West N "SI" 0) J 17 /39..J- 17 /39--. 8/ 17,. ..:: i:::i ~ l ~ +-19/42 Palomar Airport Rd. 0) 00 Palomar Airport Rd. I Melrose Dr. FIGURE3-4 © Urban Systems Associates, Inc. January 27, 2016 +-21 /47 -r2/4 Palomar Airport Rd. ;;a:, ;I:: r ... ~ -"' LO "' 23/52--. ;I:: N s:, ....:i Palomar Airport Rd. I Lowe's Drw. 00 N CV) • Palomar Airport Rd. itr N CD r,.. N N "S!" Palomar Airport Rd. I El Fuerte St. 00 0 00 "SI" • Driveway t LO 0) N "SI" Innovation Wa I Drivewa Project Only AM I PM Peak Hour Traffic 004014 3-7 004014-Report_fl ~. \ ) -·) ) ) --/ -, _) ' _) --, ) \ -_/ ) -, -__ / -\ j Uptown Bressi Mixed-Use Shea Homes -%i ==: L214 " .5 !S a ~ Gatewa Rd. i l() N Gateway Rd. I El Camino Real 96/217 .... ..: c:i :: " " ... ~ " +-87 /194 -r4t9 Gateway Rd . i (j) "-t ~ .. ~ Gateway Rd. I Village Green Dr. .-31171 Gateway Rd. ~ ... c:i ... ~ 50/112 .... ~ ~ ~ Gateway Rd. I Town Center Drw. "t:i ==: ~ L5113 ~ :: ] .-214 ,r37 /82 co --.:: I. Gateway Rd. i (j) 2/5 .... 00 0 ~ Gatewa Rd. I Alicante Rd. (j) ~ co Cf) l() Cf) J ~ 35/80J 65 / 146 .... Gatewa Cf) N Cf) I'-l() L!) --Cf) ..-CON J·~ 21 /47J 15/34..,. 13 / 30-,, i5:! ,:!::: L 15/33 " \,.) +-60/134 Gateway Rd. Rd. I Colt Pl. ~ t: " ~ .-419 ~ Gateway Rd. ~ 00 N Cf) Gatewa Rd. I El Fuerte St. FIGURE3-4 © Urban Systems Associates, Inc. January 27, 2016 ~ 00 0 L 42/95 :: -,§ +-44/99 00 ~ ~ " ~ :: .:; Gateway Rd. 48/108 .... Gateway Rd./ Innovation Wa 65/14~ 12 /26-+ 4/9 • ~ ~ L ·.; 21/47 ~ .,_ 10/24 Gateway Rd. it Gatewa Rd. I Finnila Pl. ;; " Q:,: " . .; !, (l • 15 /34 ~ Town Garden Rd. ti L!) 00 --Cf) N.__ I'- El Camino Real I Town Garden Rd. Project Only AM I PM Peak Hour Traffic 004014 3-8 004014-Report_E ) i) J ) ') ) ) ) ) -\ ) ) ) \ _) ) ) \ j ) l ) j Uptown Bressi Mixed-Use Shea Homes Town Garden Rd. t N l!) ('") N Town Garden Rd. I Alicante Rd. XX I XX= AM I PM Peak hour volumes ... 13/28 El Fuerte Rd. 12/26 .... El Fuerte St. I Bressi Ranch Wa FIGURE 3-4 © Urban Systems Associates, Inc. January 27, 2016 ..... ~ N ~ NC') :... ..-('",) ~ :::i -st l!) ~ l!) ..... -.1, ~ Project Drny. t l!) (j) 31 /69• N -st El Fuerte St. I Project Drivewa Project Only AM I PM Peak Hour Traffic 004014 3-9 004014-Report_E ) -) ) ) 1 ) Uptown Bressi Mixed-Use Shea Homes 4.0 EXISTING PLUS PROJECT CONDITIONS 4.1 STREET SEGMENTS © Urban Systems Associates, Inc. January 27, 2016 Figure 4-1 shows Existing Plus Project average daily traffic volumes. This figure is provided for information only. Street segment levels of service were evaluated during peak hours, as required by the City of Carlsbad Growth Management Plan circulation performance standards. Table 4-1 shows street segment levels of service. As shown, and consistent with existing conditions, all segments would be at an acceptable level of service during the AM and PM peak hours, as required by the "\ ! City of Carlsbad Growth Management Plan performance standards. _) \ ) ) ) 4.2 INTERSECTIONS Figure 4-2 shows the AM and PM peak hour volumes with project traffic added to existing volumes. The SANTEC/ITE Guidelines for the Preparation of Traffic Impact Studies in the San Diego Region, defines a project significant impact at intersections. If an intersection is at LOS "E" or "F", then a project would have a significant impact if intersection delay due to the project increases by more than two seconds, or the volume to capacity ratio increases by more than two percent with project traffic added. Intersection operations at LOS "D" are acceptable, so that project impacts to intersections at LOS "D" are less than significant. The City of Carlsbad Growth Management Plan also considers intersections at LOS "D" as operating acceptably, with less than significant impacts. Table 4-2 shows intersection levels of service with project traffic added to existing conditions. As in the existing conditions, all intersections are at level of service "D" or better, therefore no project mitigation J would be needed nor is recommended except at the following intersection: __ ) 004014 ,, 4-1 004014-Report_fi ) ) ) ) ) ) \ · ... ) ) ) ) .J _) ) ) ) Uptown Bressi Mixed-Use Shea Homes • = Project Site 004014 © Urban Systems Associates, Inc. January 27, 2016 ~ NO SCALE I FIGURE 4-1 Existing With Project Average Daily Traffic 4-2 004014-Report_E \ I } ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes TABLE 4-1 © Urban Systems Associates, Inc. January 27, 2016 Existing With Project Street Segment Levels of Service Road Segment El Camino Real Faraday Avenue to Palomar Airport Road Palomar Airport Road to Gateway Road Town Garden Rd. to Cammo Vida Roble Palomar Airport Road Lowe's Driveway to El Camino Real El Camino Real to Loker Ave. West El Fuerte Street to Loker Ave. East Melrose Drive to Paseo Valmdo/Eagle Drive Gateway Road El Camino Real to Alicante Road Innovation Way to Village Green Drive Finnila Place to El Fuerte Street Town Garden Road El Camino Real to Alicante Road Bressi Ranch Way M ontecito Drive to El Fuerte Street Innovation Way Palomar Airport Road to Gateway Road Alicante Road Gateway Road to Town Garden Road El Fuerte Street Loker Ave. East to Palomar Airport Road Palomar Airport Road to Gateway Road Bressi Ranch Way to Greenhaven Drive Melrose Drive Lionshead Avenue to Palomar Airport Road Palomar Airport Road to Pomsettia Lane D = Direction PHV = Peak Hour Volume VIC = Volume divided by Capacity LOS= Level of Service (1) = Based on 1,800 vehicles per lane per hour 004014 D Lanes Capacity NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 1,800 WB 1,800 EB 1,800 WB 1,800 EB 1,800 WB 1,800 EB 1,800 WB 1,800 EB 1,800 WB 1,800 NB 1,800 SB 1,800 NB 1,800 SB 1 1,800 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 4 7,200 SB 3 5,400 NB 3 5,400 SB 3 5,400 4-3 AM Peak Hour PM Peak Hour PHV V/C (1) LOS PHV V/C (1) ws 1,447 0.27 A 1,448 0.27 A 1,827 0.34 A 1,800 0.33 A 1,166 0.22 A 1,441 0.27 A 1,627 0.30 A 1,572 0.29 A 1,536 0.28 A 1,445 0.27 A 1,328 0.25 A 1,706 0.32 A 1,145 0.21 A 1,910 0.35 A 1,736 0.32 A 1,460 0.27 A 1,781 0.33 A 2,698 0.50 A 2,316 0.43 A 1,926 0.36 A 1,252 0.23 A 2,940 0.54 A 2,574 0.48 A 1,897 0.35 A 812 0.15 A 1,763 0.33 A 1,526 0.28 A 1,329 0.25 A 115 0.06 A 55 0.03 A 86 0.05 A 141 0.08 A 244 0.14 A 606 0.34 A 269 0.15 A 359 0.20 A 175 0.10 A 509 0.28 A 212 0.12 A 220 0.12 A 236 0.13 A 311 0.17 A 190 0.11 A 241 0.13 A 94 0.05 A 203 0.11 A 111 0.06 A 115 0.06 A 151 0.08 A 242 0.13 A 248 0.14 A 336 0.19 A 181 0.10 A 243 0.13 A 140 0.08 A 251 0.14 A 266 0.07 A 130 0.04 A 56 0.02 A 396 0.11 A 313 0.09 A 498 0.14 A 445 0.12 A 925 0.26 A 296 0.08 A 281 0.08 A 166 0.05 A 440 0.12 A 983 0.14 A 1,564 0.22 A 1,332 0.25 A 1,385 0.26 A 1,146 0.21 A 875 0.16 A 732 0.14 A 1,272 0.24 A V/C ws 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 004014-Report_E ) ) ) \ ) i _; ) -, J ) \ J -\ --I -\ ) -\ \ ) ) -, _j Uptown Bressi Mixed-Use Shea Homes Signalized """ -.. I!) r--~ f'-N L1701311 --N "' I!) --.s NO +-626/137 N""" !; ..--""" a r 1181205 , 1. ~ Faraday Ave. 311250J ~tr Cl) r--""" 139/497-+-COC.00 ..--..--..-- 81 / 870-,. --..----f'---N ..-co 0 f'-N ..--c.o El Camino Real I Faraday Ave. C.ONN l!)NN ..--Cl) r---- ----NOi!) c.o I!) ..-- C') Cl) I!) J • I. 168/275...t 843 / 1517-+- 134 / 117-,. Signalized L 5191383 +-1254/1010 -r 543 /533 Palomar Airport Rd. -~ ~tr Q:i "' .s """ Cl) co !; Cl) co I!) a ..--r--""" ~ 0 C') C') NNN ..--c.o """ Palomar Airport Rd. I El Camino Real Unsignalized +-2574 / 1604 Palomar Airport Rd. .,. Q:i r ~ at Cl) 1189 /2926-. ~ c.o ~ 63 / 13.,. ..--r-- Palomar Airport Rd. I Gatewa Rd. Signalized ..: q I!) = L co 0 112 / 63 c.o C') ..--~ --..----... .... 1310/1139 Cl) --..--~ ..--C') C') r 275 / 118 J • I. Palomar Airport Rd. 64/33 J itr 0""" c.o 1076/1630-+-I!) ..--co ..----N 175/55-,. --Cl) --0 r-- """ I!) Palomar Airport Rd. I Yarrow Dr. 0 """"""o Nl!)CO Cl) 0 Cl) CONN J • I. 308/88 J 1179/2273-+- 167 /250-,. Signalized L 149/51 +-2131 / 1460 -r 61 /32 Palomar Airport Rd. ~ ~tr .; .. ~ C') N C.O ... I!) N C.O " ... ..---- --"' --r--r--"-l r--I!) ..--r-- Palomar Airport Rd. I Loker Ave. West Signalized ..: ..--Cl) q 0 c.o""" ~ L co"""..--"' 51 / 80 Cl) I!) --~ -1407 /987 N""" CO r--I!) I!) -r 68 / 261 J • L. Palomar Airport Rd. 487 /960J itr I!) """ I!) 658/1564-+-C.ONCO NI!)-- 119 / 542-,. -- --c.o I!) I!) Cl) o""" c.o """ Palomar Airport Rd. I Melrose Dr. FIGURE4-2 © Urban Systems Associates, Inc. 3 January 27, 2016 Signalized +-1674/1378 -r 122 / 156 Palomar Airport Rd. ·"' 1139 / 1983 -+-! 79 / 146 """'l "-l c.o Cl) r--c.o N c.o I!) c.o Palomar Airport Rd. I Lowe's Drw 00) I!) ..--r--..--N N------"""""" co """ C') J, 1. 93/30J 1086/2423-+- 107 /280.,. Signalized ~ t L 84/12 ~ +-2172 / 1336 ~ r 318/549 Palomar Airport Rd. Palomar Airport Rd. I El Fuerte St. C') C') C') --I!) co --C') 0 N..-- • L. Signalized ~ :: L 5110 ·~ !: ~ r 215 ~ Drriveway tr NN C') --~ I!) c.o """ Innovation Wa I Drivewa Existing With Project AM I PM Peak Hour Traffic 004014 4-4 004014-Report_E ) ) ) ) : _/ l J ) __ ) I J ) -, } ) ) \ j _) ) Uptown Bressi Mixed-Use Shea Homes Signalized L 861141 Gateway Rd. tr 'SI" LO OLO C') --~ LO --~ o~ co 0 Gateway Rd. I El Camino Real Unsignalized ..,..257 /482 .-17129 Gateway Rd. ,: ~ ~ r ::: " G N r- 214 /626-+ C') N " 23/37-. 0.() r-N ~ C') C') ~ Gateway Rd. I Village Green Dr. Unsignalized ..,..240/318 .-89/244 Gateway Rd. t ~ ,. ~ .. co 0) ~ 162/490-+ ::: N ~ co N 36/84-. ~ LO co ~ Gateway Rd. I Town Center Drw. 111..J' 87/161-+ 6/39"""'l Unsignalized L23114 +-146/66 .-1331207 Gateway Rd. itr CONN ~-.N -.CON co --C') 0) C') Rd. I Alicante Rd. ~ r:: ~ a --r-LO C') N J I. 37 /82..J' 206/567-+ Unsignalized L22140 +-243/272 Gateway Rd. Gatewa Rd. I Colt Pl. Signalized ~ co ~ L N r-C') "'"0) r-" ..,..35/140 --~~ ~ r-----Eil .-40155 OCOCO C') 0) co 25/56 J l l. Gateway Rd. ~ t ,. 181 /409.J LOO)~ 77 /215..,. 0) C') r---~--~--co 35/ 149-. COO)CO ~ ~ Gatewa Rd. I El Fuerte St. FIGURE 4-2 © Urban Systems Associates, Inc. January 27, 2016 Unsignalized N ~ co L82 t146 C') N ::: r-·~ co +-186/212 r-~ co "' J I. ::: ~ Gateway Rd. 64/94..J' 128/323-+ Gateway Rd./ Innovation Wa Signalized ..., =... "'" ~ L 21147 C') 0) co ~C')CO ::: or-co ~ +-170/ 141 co~C') .-57 / 138 J l l. Gateway Rd. ~tr 65 / 146..J' ~NO) 112/349 ... "'" "'" C') ----~ 29/83-. LO 0)-. N~CO "'" Rd. I Finnila Pl. N co "'" ~co LO-.O ~N~ --co --r-~ N r-~O) Signalized ~ .5 L41 /69 i: a ..,..37113 ~ r 1121158 Town Garden Rd. 43174_; 10110- 34/65-. itr El Camino Real I Town Garden Rd. Existing With Project AM I PM Peak Hour Traffic 004014 4-5 004014-Report_E ) ... \ j ) '\ j \ J ~\ ) ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes 191 Signalized ~ 0(") ~ L15;12 NN ..--..--== ----(.0 .. ... 59/82 (") ..----~ ,r44/30 0) (") (.0 -.:: J • I. Town Garden Rd. ,tr 92/132_; 0) 0) l!) 84/157 ..... s;t-0) (") ------32 /92-,. 0) ..--(.0 I'-0) (") Town Garden Rd. I Alicante Rd. XX I XX= AM I PM Peak hour volumes © Urban Systems Associates, Inc. January 27, 2016 ~ Signalized 21 I Unsignalized (.0 i::l NlD i NCO ..----.,_ 230/227 --l!) ~ r 79182 s;t-..--r.S l!) s;t- JJ El Fuerte Rd. "' Project Drwy. ~ , r t .::: " 0 (") s;t- == 108/323 ..... ~ (.0 s;t-s;t---..--l!) 32 /33.,. -~ s;t---31 / 69,. --N 0 s;t-"' I'-(") ~ (") El Fuerte St. I Bressi Ranch El Fuerte St. I Project Wav Driveway FIGURE4-2 Existing With Project AM I PM Peak Hour Traffic 004014 4-6 004014-Report_E ) •', \ j ', I '' ) ) ) ) ) ) ) ) \ i Uptown Bressi Mixed-Use Shea Homes TABLE4-2 © Urban Systems Associates, Inc. January 27, 2016 Existing With Project Intersection Levels of Service SIGNALIZIID INTERSECTIONS AMPeakHour Number Intersection Control ICU LOS 1 El Camino Real I Faraday Ave. Signalized 0.68 B 2 Palomar Airport Rd. I Yarrow Dr. Signalized 0.52 A 3 Palomar Airport Rd. I Lowe's Drwy. Signalized 0.41 A 4 Palomar Airport Rd. I El Camino Real Signalized 0.63 B 5 Palomar Airport Rd. I Loker Ave. W. Signalized 0.74 C 6 Palomar Airport Rd. I El Fuerte St. Signalized 0.59 A 8 Palomar Airport Rd. I Melrose Dr. Signalized 0.78 C 10 Gateway Rd. I El Camino Real Signalized 0.45 A 17 Gateway Rd. I El Fuerte St. Signalized 0.37 A 18 El Camino Real/ Town Garden Rd. Signalized 0.43 A 19 Town Garden Rd. I Alicante Rd. Signalized 0.27 A 20 El Fuerte St. I Bressi Ranch Way Signalized 0.23 A UNSIGNALIZFD INTERSECTIONS 7 Palomar Airport Rd. I Gateway Rd. 9 Innovation Way I Driveway 11 Gateway Rd. I Alicante Rd. 12 Gateway Rd. I Innovation Way 13 Gateway Rd. I Village Green Dr. 14 Gateway Rd. I Colt PL 15 Gateway Rd. I Finnila PL 16 Gateway Rd. I Town Center Drwy. Notes: LOS= Level of Service Delay = seconds ICU= Intersection Capacity Utilization 004014 Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized LOS A B C D E F 4-7 0.2 A 0.4 A 5.1 A 4.2 A 1.5 A 1.7 A 5.1 A 2.6 A Signalized Delay in ICU Seconds 0.00-0.60 0.00-10.0 0.61 -0.70 10.1 -20.0 0.71-0.80 20.1 -35.0 0.81 -0.90 35.1 -55.0 0.91 -1.00 55.1 -80.0 Over 1.00 Over80.0 PMPeakHour ICU LOS 0.79 C 0.71 C 0.56 A 0.83 D 0.72 C 0.88 D 0.72 C 0.44 A 0.50 A 0.49 A 0.43 A 0.38 A 3.1 A 0.4 A 6.8 A 8.0 A 1.0 A 2.2 A 36.5 Unsignalized Delay in Seconds 0.00-10.0 10.1 -15.0 15.1 -25.0 25.1 -35.0 35.1 -50.0 Over50.0 004014-Report_E Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Gateway Road I Finnila Place -This intersection is the entrance to the Uptown Bressi Mixed-Use ) project aligned with the existing Bressi Ranch Shopping Center Driveway. With stop signs facing \ ) ) ) . 1 _) ) '\ ) \ ) ~) ) ) ) northbound and southbound traffic, the PM peak hour is expected to be at level of service "E" for the overall intersection. A traffic signal installation would mitigate the impact to level of service "D" with no lane geometry changes to the existing Bressi Ranch Town Center driveway. Appendix C includes Existing Plus Project intersection level of service worksheets . 004014 4-8 004014-Report_E Uptown Bressi Mixed-Use Shea Homes 5.0 NEAR-TERM CONDITIONS © Urban Systems Associates, Inc. January 27, 2016 The Near-Term future conditions were evaluated after adding traffic from nearby approved or pending > projects to existing conditions. Project trips were then added to existing plus approved/pending projects } •) to evaluate project impacts . . · :) The approved or pending projects that were added to existing conditions traffic volumes are included in Table 5-1. ) Figure 5-1 shows these project's locations. Appendix D includes excerpts from these approved/pending ) project's traffic reports or approval documents that shows project trip generation, distribution, and ' ) ) ) \ ) \ / ) ) l . J ) ) \ .I assignment. 5.1 STREET SEGMENTS Figure 5-2 shows Near-Term average daily traffic volumes with other project's traffic added to existing volumes. 004014 5-1 004014-Report_E \ _ I ) J _) ) ,: \ ) ) ' ) _) ) ) ) ) \ _) \ / ) ) Uptown Bressi Mixed-Use Shea Homes TABLE 5-1 Other Approved Or Pending Projects © Urban Systems Associates, Inc. January 27, 2016 Page 1 o/3 The following approved or pending projects have been included in the other projects trip generation and distribution that has been added to Existing Conditions to simulate the Near-Term Without Project Conditions. Dos Colinas -A 47 acre site with a 309 unit continuing care facility plus 29 units affordable housing. Trip generation of 1,340 ADT, 73 AM peak hour, 102 PM peak hour trips. The trip generation and distribution was excerpted from the Final Environmental Impact Report. This project is on College Boulevard, near El Camino Real. Rancho Milagro -22 estate single family units. Trip generation of 264 ADT, 21 AM peak hour, 27 PM peak hour trips. The project is near College Boulevard, El Camino Real, adjacent to Dos Colinas, so that the same trip distribution percentages were used for Dos Colinas and Rancho Milagro. Robertson Ranch PA-22 -A Robertson Ranch West Village Phase I site development plan has been submitted and is pending approval. The East Village, including the PA-22 office, is approved and partially developed. There are occupied units in the East Village, and traffic from those units is included in existing traffic counts. The revised West Village Phase I plus the remaining East Village trip generation has been distributed to the Archstone Bressi-Ranch study area intersections using the original trip distribution percentages as included in the approved Robertson Ranch traffic study, and the trip generation has been excerpted from the West Village Phase I pending traffic study. The trip generation is 15,875 ADT, 1,053 AM peak hour, and 1,583 PM peak hour trips. The project location is at El Camino Real and Cannon Road. Alga Norte Park -A 32 acre Community Park near Bressi-Ranch was approved with the La Costa Greens subdivision. No site specific traffic study was found, so 30% of peak traffic was assumed on Alicante Road to I from the Bressi-Ranch area. The trip generation assumed was 1,600 ADT, 208 AM peak hour, 144 PM peak hour trips. The park site is located at Poinsettia Lane I Alicante Road. 004014 5-2 004014-Report_E I ) ) \ ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Page2of3 TABLE 5-1 (Continued) Other Approved Or Pending Projects -) Poinsettia Place -The project includes 82 units (68 townhomes, 14 stacked flat condo units). No traffic ) study was found by Urban Systems Assoc. Thirty percent of project traffic was assumed to travel to I ) from the site on El Camino Real north of Poinsettia Lane. The trip generation assumed is 656 ADT, 53 -\ j AM peak hour, 66 PM peak hour trips. The project location is Cassia Road west of El Camino Real. ) ) \ -, ) La Costa Town Square -This project includes a 284,400 square foot community shopping center, 128 condominium units, 64 single family units, and 55,000 square feet of office. The approved traffic study ) was used for trips assigned to the Uptown Bressi study area. The project trip generation is 25,516 ADT, -' J 1,197 AM peak hour trips, 2,584 PM peak hour trips. The project is located at Rancho Santa Fe Road and La Costa A venue. ) ) Bressi-Ranch Planned Industrial 25.0 Acres {Yiasat) -The Viasat project within Bressi Ranch has -) been included. The additional trip generation assumed is 4,578 ADT, 549 AM peak hour, 549 PM peak hour trips. The project is located east of El Camino Real between Gateway Road on the north and Town Garden Road to the south. ) Two Hotels Within Bressi Ranch -Two business hotels with a total of 239 rooms are planned within the Bressi-Ranch planned industrial area. The trip generation was excerpted from the two hotels draft J traffic study and includes 1,673 ADT, 134 AM peak hour, 151 PM peak hour trips. The project site is ) located south of Palomar Airport Road and east oflnnovation Way. ) 004014 5-3 004014-Report_E ) ) \ I \ ) ) \ / Uptown Bressi Mixed-Use Shea Homes TABLE 5-1 (Continued) Other Approved or Pending Projects © Urban Systems Associates, Inc. January 27, 2016 Page3 of3 Quarry Creek Master Plan -This project is approved and includes 656 dwelling units, Community facilities and a park and ride lot. The trip generation and distribution was taken from the project's select zone traffic model plot and the draft traffic study. The project trip generation includes 5,423 ADT, 475 AM peak hour, 557 PM peak hour trips. The project site is located west of College Boulevard at the end of Marron Road. ) OTHER PROJECTS NOT INCLUDED: The following projects have been considered as "other projects" to be analyzed in the Near Term . ) scenario, but were rejected since they did not add project traffic to the Uptown Bressi study area or may · ) not move forward in the Near Term. ) ) Carlsbad Pasco (South) -This project, at Palomar Airport Road I Paseo Del Norte, has been subject to a ) preliminary City review, but may not move forward in the Near-Term. ) La Costa Towne Center -This shopping center renovation is not expected to add project traffic to the ) Uptown Bressi study area. J ) ' / 004014 5-4 004014-Report_E \ J 1 / -\ J 1 _ _) 1 / ) J \ .1 \ _) ) -\ ) ' ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. 004014 Quarry Creek Master Plan (On Marron Rd. west of College Blvd.) Robertson Rane~ \ East Village \ • Robertson Rane PA 22 La Costa Ave. • Dos Colinas • Rancho Milagro La Costa Town Square La Costa Ave. La Costa J Towne Center FIGURE 5-1 Other Projects Location Map 5-5 January 27, 2016 004014-Report_E ' ) ) ) ) ) ) ) ) \ / J ) ) ) \ __ j ) ) ) ) ) ) ) --, ______J Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 • = Project Site ~ NO SCALE I FIGURE5-2 Near Term Without Project Average Daily Traffic 004014 5-6 004014-Report_E ) ) ) ) ,, ) ) \ ) J Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Figure 5-3 shows Near-Term average daily traffic volumes with the Uptown Bressi Mixed-Use project. Table 5-2 shows street segment peak hour levels of service for the Near-Term without project traffic added. As shown, all evaluated street segments are expected to operate within the Growth Management Plan requirement of at least a level of service "D" during peak hours. Therefore, no street segment mitigation would be needed for Near-Term without project conditions. Table 5-3 shows street segment peak hour levels of service for the Near-Term with project traffic added. As shown, all evaluated street segments are expected to operate within the Growth Management Plan requirement of at least a level of service "D" during peak hours. Therefore, no project street segment mitigation would be needed for Near-Term with project conditions. 5.3 INTERSECTIONS Figure 5-4 shows Near-Term without Project intersection AM and PM peak hour traffic volumes. Figure 5-5 shows Near-Term intersection AM and PM peak hour traffic volumes with project traffic --, added. Table 5-4 shows intersection levels of service for Near-Term Without Project Conditions. Table ) J 5-5 shows intersection levels of service with project traffic added in the Near-Term. As indicated in this -, ) \ ) ) ) ) ) J ) table, all evaluated intersections are expected to operate within the Growth Management Plan requirement of at least a level of service "D" during peak hours with project traffic added, except at one intersection: Gateway Road I Finnila Place -This intersection is the entrance to the Uptown Bressi Mixed-Use project aligned with the existing Bressi Ranch Shopping Center Driveway. With stop signs facing north and southbound traffic, the PM peak hour in the Near Term With Project scenario is expected to be level of service "E" at the overall intersection. A traffic signal installation would mitigate the impact to a level of service "D", with no changes to the existing Bressi Ranch Town Center driveway. Appendix D includes Near Term intersection level of service worksheets. 004014 5-7 004014-Report_E ) ) ) ) J \ _) J \ ) ) ) ' ) ) ) \ __ ) ) -, ) ) ) ) ) ) -, j Uptown Bressi Mixed-Use Shea Homes 9 = Project Site 004014 © Urban Systems Associates, Inc. January 27, 2016 ~ NO SCALE ' FIGURE 5-3 Near Term With Project Average Daily Traffic 5-8 004014-Report_E ) ) \ / ) -\ ) \ _) ) ) ) Uptown Bressi Mixed-Use Shea Homes TABLES-2 © Urban Systems Associates, Inc. January 27, 2016 Near Term Without Project Street Segment Levels of Service Road Segment El Camino Real Faraday Avenue to Palomar Airport Road Palomar Airport Road to Gateway Road Town Garden Rd. to Camino Vida Roble Palomar Airport Road Lowe's Driveway to El Camino Real El Camino Real to Loker Ave. West El Fuerte Street to Loker Ave. East Melrose Drive to Paseo Valindo/Eagle Drive Gateway Road El Camino Real to Alicante Road D Lanes Capacity NB SB NB SB NB SB EB WB EB WB EB 3 3 3 3 3 3 3 3 3 3 3 WB 3 EB WB EB WB 3 3 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 5,400 1,800 1,800 Innovation Way to Village Green Drive EB 1,800 Finnila Place to El Fuerte Street Town Garden Road El Camino Real to Alicante Road Bressi Ranch Way M ontecito Drive to El Fuerte Street Innovation Way Palomar Airport Road to Gateway Road Alicante Road Gateway Road to Town Garden Road El Fuerte Street Loker Ave. East to Palomar Airport Road Palomar Airport Road to Gateway Road Bressi Ranch Way to Greenhaven Drive Melrose Drive Lionshead Avenue to Palomar Airport Road Palomar Airport Road to Poinsettia Lane D = Direction PHV = Peak Hour Volume VIC= Volume divided by Capacity LOS = Level of Service (I)= Based on 1,800 vehicles per lane per hour 004014 WB EB WB EB WB EB WB NB SB NB SB NB 2 SB 2 NB SB NB SB NB 2 2 2 2 4 SB 3 NB SB 5-9 3 3 1,800 1,800 1,800 1,800 1,800 1,800 1,800 1,800 1,800 1,800 1,800 3,600 3,600 3,600 3,600 3,600 3,600 7,200 5,400 5,400 5,400 AM Peak Hour PM Peak Hour PHV VIC (1) LOS PHV VIC (1) LOS 1,502 0.28 A 1,571 0.29 A 1,939 0.36 A 1,868 0.35 A 1,258 0.23 A 1,728 0.32 A 1,905 0.35 A 1,677 0.31 A 1,612 0.30 A 1,468 0.27 A 1,358 0.25 A 1,777 0.33 A 1,337 0.25 A 1,968 0.36 A 1,820 0.34 A 1,533 0.28 A 1,798 0.33 A 2,673 0.50 A 2,353 0.44 A 1,908 0.35 A 1,283 0.24 A 3,001 0.56 A 2,621 0.49 A 1,865 0.35 A 820 0.15 A 1,772 0.33 A 1,553 0.29 A 1,318 0.24 A 256 0.14 A 240 0.13 A 247 0.14 A 258 0.14 A 159 0.09 A 433 0.24 A 226 0.13 A 174 0.10 A 255 0.14 A 706 0.39 A 420 0.23 A 519 0.29 A 483 0.27 A 339 0.19 A 222 0.12 A 399 0.22 A 94 0.05 A 203 0.11 A 111 0.06 A 115 0.06 A 203 0.11 A 289 0.16 A 337 0.19 A 331 0.18 A 158 0.09 A 206 0.11 A 177 0.10 A 192 0.11 A 274 0.08 A 149 0.04 A 108 O.D3 A 399 0.11 A 298 0.08 A 456 0.13 A 406 0.11 A 831 0.23 A 283 0.08 A 297 0.08 A 154 0.04 A 407 0.11 A 994 0.14 A 1,611 0.22 A 1,375 0.25 A 1,367 0.25 A 1,170 0.22 A 934 0.17 A 766 0.14 A 1,293 0.24 A V/C LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 004014-Report_E ) ) ) ) ) . ) ) ) ) ) ) ) -, ) ' _ _) ) J \ ) ) '· Uptown Bressi Mixed-Use Shea Homes TABLES-3 © Urban Systems Associates, Inc. January 27, 2016 Near Term With Project Street Segment Levels of Service Road Segment El Camino Real Faraday Avenue to Palomar Airport Road Palomar Airport Road to Gateway Road Town Garden Rd. to Camino Vida Roble Palomar Airport Road Lowe's Driveway to El Camino Real El Camino Real to Loker Ave. West El Fuerte Street to Loker Ave. East Melrose Drive to Paseo Valiodo/Eagle Drive Gateway Road El Camino Real to Alicante Road Innovation Way to Village Green Drive Finnila Place to El Fuerte Street Town Garden Road El Camino Real to Alicante Road Bressi Ranch Way M ontecito Drive to El Fuerte Street Innovation Way Palomar Airport Road to Gateway Road Alicante Road Gateway Road to Town Garden Road El Fuerte Street Loker Ave. East to Palomar Airport Road Palomar Airport Road to Gateway Road Bressi Ranch Way to Greenhaven Drive Melrose Drive Lionshead Avenue to Palomar Airport Road Palomar Airport Road to Poinsettia Lane D = Direction PHY= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour 004014 D Lanes Capacity NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 1 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 EB I 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 NB 1 1,800 SB 1 1,800 NB 1 1,800 SB 1 1,800 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 4 7,200 SB 3 5,400 NB 3 5,400 SB 3 5,400 5-10 AM Peak Hour PM Peak Hour PHV VIC (1) LOS PHV VIC (1) LOS 1,531 0.28 A 1,636 0.30 A 1,970 0.36 A 1,939 0.36 A 1,260 0.23 A 1,732 0.32 A 1,905 0.35 A 1,677 0.31 A 1,631 0.30 A 1,511 0.28 A 1,373 0.25 A 1,812 0.34 A 1,362 0.25 A 2,025 0.37 A 1,843 0.34 A 1,585 0.29 A 1,854 0.34 A 2,801 0.52 A 2,403 0.45 A 2,020 0.37 A 1,304 0.24 A 3,049 0.56 A 2,667 0.49 A 1,969 0.36 A 837 0.16 A 1,811 0.34 A 1,572 0.29 A 1,361 0.25 A 258 0.14 A 245 0.14 A 249 0.14 A 262 0.15 A 255 0.14 A 650 0.36 A 313 0.17 A 369 0.20 A 305 0.17 A 818 0.45 A 451 0.25 A 590 0.33 A 500 0.28 A 377 0.21 A 237 0.13 A 434 0.24 A 94 0.05 A 203 0.11 A 111 0.06 A 115 0.06 A 245 0.14 A 384 0.21 A 385 0.21 A 440 0.24 A 198 0.11 A 296 0.16 A 214 0.12 A 274 0.15 A 286 0.08 A 175 0.05 A 121 0.03 A 427 0.12 A 319 0.09 A 504 0.14 A 451 0.13 A 933 0.26 A 283 0.08 A 297 0.08 A 154 0.04 A 407 0.11 A 1,011 0.14 A 1,650 0.23 A 1,394 0.26 A 1,410 0.26 A 1,178 0.22 A 953 0.18 A 774 0.14 A 1,310 0.24 A VIC LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 004014-Report _fl ) ) \ I \ J ') '; ) \ / J ) ' I ) ) i ) ) ' ) Uptown Bressi Mixed-Use Shea Homes Signalized ..... -" NI'-~ OOOON L1101311 ..---. N <::, ---O> ---. s O'Sl"O ii: ... 626/137 N C'"l 'St N..-'"<t a r 1141195 J • l. ~ Faraday Ave. ~ti 311250J N 'St Ii) 139/497-. r-oo, ..... C') --- 73 /851-,. ---..... 00 O> ---O> 0 Ii) r-O> co El Camino Real I Faraday Ave. 00 C') co r-r-0> 0> ..... ---co --. N --. r--st 0 l'-ON C') ..... Ii) J • l. 180 /296J 846 / 1507-. 311 / 165-,. Signalized L 526/376 ... 1275 /988 .-552/544 Palomar Airport Rd. -~ ~tr ~ <::, .s Nr-O> ii: r-00 CO a C') 00 'St ~ OOOON co Ii) C') ..... co 'St Palomar Airport Rd. I El Camino Real Unsignalized ... 2788/2019 Palomar Airport Rd. ~ r ~ : N 1220/2988-. ~ N 13 63/13-,. 0 Ii) Palomar Airport Rd. I Gatewa Rd. Signalized .: i::i 0 = L 00 0 ~ 110 / 109 co C') ..... ---..... ---~ ... 1398 / 1330 O> ---O> .,... C') N r 271 / 59 J • l. Palomar Airport Rd. iti 64/33J 0 'St r- 1276/1710 _,. Ii) ..... r-..---. N 175 / 55-,. ---O> ---0 C') 'St Ii) Palomar Airport Rd. I Yarrow Dr. Signalized 0 '"<t'Sl"O L 149 / 51 NI!) 00 O> ..... O> ... 2148 / 1490 CONN r 157 / 67 J • l. Palomar Airport Rd. ::.= ~tr .; 308/88J ,. ",: Ii) ..... C') .. ONCO 1204/2286 ... "' -'< ..... ---..... 159/210-,. <::, ---O> ---.... C') Ii) ..... O> Ii) Palomar Airport Rd. I Loker Ave. West 479/955 J 666 / 1573-. 125 / 548-,. Signalized L 51 /80 -1434 /977 .,-681261 Palomar Airport Rd. Palomar Airport Rd. I Melrose Dr. FIGURE 5-4 © Urban Systems Associates, Inc. January 27, 2016 Signalized ._. 1756/1561 .-120,152 Palomar Airport Rd. £ ~ ·"' 1333 /2046-. ~ 79 / 146-,. '-l co r- N co C') co Palomar Airport Rd. I Lowe's Drw Signalized ~ NN ~ L Ii) N C') 89 /25 -st..-N "' ~ .... 2260 / 1395 00 ..... O> ~ 272 / 445 C') C') C') r J • l. Palomar Airport Rd. 108/62 J 1133/2519 _,. 162/264-,. iti '"<l"NO 'St co Ii) .,... --. N ---r----0 r-..... Palomar Airport Rd. I El Fuerte St. N co NO> ---co O> ---0000 N'S!" • t. Signalized ~ L 77164 ii! ~ .,-10,11 ~ Drriveway ti Ii) ..... N..-N--. ---..... co ..... N Near Term Without Project AM I PM Peak Hour Traffic 004014 5-11 004014-Report _fl \ / ) ) \ _) ) \ ) ) \ j ' ) ) -, ) -) \ _) \ ) "'\ ) ) ) __ j Uptown Bressi Mixed-Use Shea Homes Signalized L 1061258 Gateway Rd. ti 'Sf" co r--CX) 'Sf" --..... co --I.() C')N I.() Gateway Rd. I El Camino Real 129/453 .... 23 / 37""'l ..: ~ ~ ~ s.:, " Unsignalized ... 214/299 .-13120 Gateway Rd. i i N CX) C') ~ r--CX) C') N ~ Gateway Rd. I Village Green Dr. Unsignalized ... 253/258 r 89/244 Gateway Rd. CX) CX) 0) N N I.() CX) Gateway Rd. I Town Center Drw. Unsigna/ized ~ ~ L1711 :: "' N LO I'-~ ... 210/79 Jll -.: r 1701148 Gateway Rd. 1,1J iti CON CO ..... --CX) 96/200 .... --co ..... co --6 / 39""'l C') co Gatewa Rd. I Alicante Rd. C') N 0 J ..... I. 2,2J 152/465 .... Gatewa I.() 0) CX) ..... C') CO N --.......... N.__.__ 0) CD C') NO>CO J JI. 160 /362J 62/181 .... 33/163. Unsignalized " " -!:! L12n ~ ,:!::: a ... 227 /149 Gateway Rd. Rd. I Colt Pl. Signalized ~ t L 35/140 ri; E,l .,_ 36/46 .-25/56 Gateway Rd. ~ti CX) CX) ..... r--'Sf" r----..... --N--CO 0) I.() co N Gatewa Rd. I El Fuerte St. FIGURE 5-4 © Urban Systems Associates, Inc. January 27, 2016 Unsignalized ..... : 0 'Sf" L40/51 r--:: e C') ~ -186/123 CX) CX) ~ ..... co e J l. :: ~ Gateway Rd. 97 /191J 91 /259 .... Gateway Rd./ Innovation Wa ;s:: ~ :: 111 /367 .... ~ 25/74"""'l Unsignalized ... 204/128 ,r-57 /138 Gateway Rd. i i N 0) C') C') ..... ..... --N ro 'Sf" Gatewa Rd. I Finnila Pl. co -"' ..... ~ I.() r--..... co e I.() --..... .s ..-N .__ Ii: --o 'Sf" a I'-N C') r--..... C') E,l J • I. Town Garden Rd. 43174J 10/10 .... 34/65. Signalized L 63/190 .,_ 37 /13 r 1221196 ~tr El Camino Real I Town Garden Rd. Near Term Without Project AM I PM Peak Hour Traffic 004014 5-12 004014-Report_E \ ) ) ) \ _) ) ) i -) ) \ ) J ) ) ) ) \ ) Uptown Bressi Mixed-Use Shea Homes Signalized .-.... i:-.::; 0 ~ L16112 .-co -.. (j) ::: o--co .. .-59 I 82 NCO-.. ~ r44t3o .-.-co ~ J • l. Town Garden Rd. 75/94J itr (j) (") I!) 101 /210 .... s:t I!) (") moco 32 /92.,. t--(j) (") Town Garden Rd. I Alicante Rd. XX I XX= AM I PM Peak hour volumes Signalized .-267 /219 .-79/82 El Fuerte Rd. ~ i r ::: ,::: <.l 0 (") ::: ~ co s:t 115/349 _. "ij s:t 32 /33-,. N 0 ~ t-- ~ El Fuerte St. I Bressi Ranch Wa FIGURE 5-4 © Urban Systems Associates, Inc. January 27, 2016 Driveway to be built with project El Fuerte St. I Project Drivewa Near Term Without Project AM I PM Peak Hour Traffic 004014 5-13 004014-Report_E \ ) ) ' I '\ ' i) ) --, _l \ / ) \ ) ) ) ) ) \ _I \ j Uptown Bressi Mixed-Use Shea Homes El Camino Real I Faraday Ave. 00 C'> tD 00 I'-0) tD .,... --I'- --N --I'-"Sf" .,... I'-0 l[) C') .,... l[) J • l. 180 /296J 871 /1563--. 311/165-,. Signalized L553/436 ... 1298/1040 ,r 552 /544 Palomar Airport Rd. -~ ~ t i i:.:: <:, .5 N ..-o, !i: I'-0) tD a C') 00 "Sf" ~ COON tD tD C') .,... tD "Sf" Palomar Airport Rd. I El Camino Real Unsignalized ... 2834/2123 Palomar Airport Rd. ,.; i:.:: i ;, = 0) 1241 /3035--. ~ tD 13 .,... 63 / 13-,. --.,... I'- Palomar Airport Rd. I Gatewa Rd. l[) 00 0 tD C') .,... --.,... -- 0) --.,... .,... C') C') J • l. 64/33 J 1293 / 1748..,. 175 / 55 """'l Signalized L 1121113 ._ 1413/ 1364 • 275/68 Palomar Airport Rd. 0 "Sf" tD l[) .,... 00 ..--. N -.o,-. 0 l'-"Sf" l[) Palomar Airport Rd. I Yarrow Dr. 0 "Sf"O>O Nl[)OO 0) C') 0) CONN J J l. 308/88J 1214 /2310--. 205 / 314-,. Signalized L 149/51 ._ 2158/1512 • 157 /67 Palomar Airport Rd. ~ ~ti .i ::,. ~ l[) l[) C') t O>NtD -0: .,... --.,... <:, --..----~ C') tD .,... C') l[) Palomar Airport Rd. I Loker Ave. West ..--sj" .,... 00 "Sf" 00 "Sf".,... ----.,... C') C') --tD I'-00 I'-l[) l[) J • l. 496/994J 683 / 1612-* 133 / 565-,. Signalized L 51 /80 -1453 / 1019 ,r 68/261 Palomar Airport Rd. Palomar Airport Rd. I Melrose Dr. FIGURE 5-5 © Urban Systems Associates, Inc. 1356/2098--. 79 / 146-,. January 27, 2016 Signalized ._ 1777 /1608 r 1221156 Palomar Airport Rd. tD 0) I'-tD N tD l[) tD Palomar Airport Rd. I Lowe's Drw 108 /62 J 1133 /2519 _. 172 /288-,. Signalized ~ '5 L 89/25 ~ ._ 2260 / 1395 ~ ,r 318/549 Palomar Airport Rd. ~ti Palomar Airport Rd. I El 0 l'-C') 0) -.tD I'---C') 00 C') "Sf" ·~ Fuerte St. Signalized ~ :: L 77 /64 ·~ l: ~ r 10111 ~ Drriveway ti 0..-N..- C') ----.,... 00.,... tD Innovation Wa I Drivewa Near Term With Project AM I PM Peak Hour Traffic 004014 5-14 004014-Report_E ) \ j ' 1 / ) \ ) ) ) ) J ) \ ) Uptown Bressi Mixed-Use Shea Homes Signalized I'-, I'-, oco o..-- -. LO 00 Oo::> L 1081262 Jl Gateway Rd. tr Gateway Rd. I El Camino Real ..-NI.ON Jll 1,1J 98/205 ... 6/39., Unsignalized L23114 .,_ 212 /83 ,r207 /230 Gateway Rd. itr Gatewa Rd. I Alicante Rd. Unsignalized 1 4 Unsignalized .,_ 301 /493 r 17129 Gateway Rd . .: ~ r ~ :: ., ., \'.5 N I'-, 225/670 ... C'? N ., 23/37., 0.0 I'-, N -!:! C'? C'? ~ Gateway Rd. I Village Green Dr. 173/534 ... 36 / 84., Unsignalized .,_ 284/329 .r"89/244 Gateway Rd. ;a:, ;; ~ r .. ~ .. CX) Cl) ~ :: N ~ CX) N ~ LO CX) ~ Gateway Rd. I Town Center Drw. 37 /82_; 217/611 ..... Gatewa CX) LO NOC'? -st N r,... I'-, -st --ooco C'? ..--CX) J, 1. 181 /409_; 77 /215 ... 46 / 193-,. L27 /40 .,_ 287 /283 Gateway Rd. Rd. /Colt Pl. Signalized ~ ~ L351140 ., ~ .... 40/55 E;s .r'25/56 Gateway Rd. ~tr co CX) ..--0 -st I'-, ..--..--------co LO LO CO ON Gatewa Rd. I El Fuerte St. FIGURE 5-5 © Urban Systems Associates, Inc. ..--N 0 CX) N C'? co CX) J l 97 / 191 J 139/367 ... January 27, 2016 Unsignalized ~ :: L82/146 ·~ <:I -230/222 ,. <:, :: .:; Gateway Rd. Gateway Rd./ Innovation Wa 15 65/146_; 123/393- 29/83., Unsignalized ii:! -!:! L ·:: 21/47 ~ .... 214/152 ,r57 /138 Gateway Rd. ~tr Gatewa Rd. I Finnila Pl. co -<:I ..--~ LO r,... ..--co <:, LO -. ..--.::; ..--N-. --ov .; r,... NC'? a )lt E;s Town Garden Rd. 43/74_; 10/10 ... 34 /65., Signalized L63/190 .... 37 /13 r 1371230 ~tr El Camino Real I Town Garden Rd. Near Term With Project AM I PM Peak Hour Traffic 004014 5-15 004014-Report_E ) \ j \; )' -\ ) ) -J ) ) ' _) -', ) \ _J ) \ ) -\ ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes ~ 0.:: ~ --..-:: LO-. CD .. <, C"') r--.--::::: ..-c-r, CD ~ J i I. 92 / 132_; 1011210 .... 32 /92,. Signalized L 15112 +-59/82 r44t3o Town Garden Rd. ~tr 0) LO LO s:t O C"') --..---0)-. CD r,....C"')c-r, Town Garden Rd. I Alicante Rd. XX I XX= AM I PM Peak hour volumes Signalized +-280/247 .19182 El Fuerle Rd. ;a., ~ ~ r ..,: <, 0 C"') :: 127 /375 .... .. CD s:t 0.:: 32/33. .ij s:t N 0 ~ I'- i:c:i El Fuerte St. I Bressi Ranch Wa FIGURE 5-5 © Urban Systems Associates, Inc. Project Drwy. 31 /69 • January 27, 2016 Unsignalized t ..- LO LO El Fuerte St. I Project Drivewa Near Term With Project AM I PM Peak Hour Traffic 004014 5-16 004014-Report _fl Uptown Bressi Mixed-Use © Urban Systems Associates, Inc. Shea Homes January 27, 2016 TABLE 5-4 Near Term Without Project Intersection Levels of Service AMPeakHour PMPeakHour ,--o\ j \ j El Camino Real I Faraday Ave. Signalized ;) 1 43.3 D 48.5 D \ 2 Palomar Airport Rd. I Yarrow Dr. Signalized 22.7 C 28.8 C I -, 3 Palomar Airport Rd. I Lowe's Drwy. Signalized 9.7 A 19.4 B 2 ) 4 Palomar Airport Rd. I El Camino Real Signalized 33.4 C 49.9 D \ 5 Palomar Airport Rd. I Loker Ave. West Signalized I 42.7 D 26.3 C 6 Palomar Airport Rd. I El Fuerte St. Signalized 21.8 C 45.8 D 7 Palomar Airport Rd. I Gateway Rd. Uns ignalized 0.2 A 1.1 A 8 Palomar Airport Rd. I Melrose Dr. Signalized 44.3 D 33.6 C 9 Innovation Way I Driveway Uns ignalized 2.3 A 2.3 A ) 10 Gateway Rd. I El Camino Real Signalized 5.6 A 12.8 B ) 11 Gateway Rd. I Alicante Rd. Uns ignalized 4.7 A 5.4 A 12 Gateway Rd. I Innovation Way Uns ignalized 5.3 A 7 A 13 Gateway Rd. I Village Green Dr. Uns ignalized 1.7 A 0.9 A \ ; ,, 14 Gateway Rd. I Colt Pl. Uns ignalized 0.4 A 0.3 A ) 15 Gateway Rd. I Finnila Pl. Uns ignalized 2.4 A 4.2 A 16 Gateway Rd. I Town CenterDrwy. Uns ignalized 2.7 A 5.2 A ) 17 Gateway Rd. I El Fuerte St. Signalized 33.3 C 38.2 D \ 18 El Camino Real I Town Garden Rd. Signalized 46.8 D 37.8 D / \ 19 Town Garden Rd. I Alicante Rd. Signalized 29.9 C 32.9 C J ) 20 El Fuerte St. I Bressi Ranch Way Signalized 11.6 B 12.6 B i 21 El Fuerte St. I Project Driveway Uns ignalized To Be Constructed With Project j --\ ) ) Notes: ,) Delay= seconds per vehicle LOS= Level of Service 004014 5-17 004014-Report_fl , ' j \ I ) ) ) 1 I ) ) ) J -, I ) ) \ / ~) ', / ,, ) \ ) r } --\ ) ) ) \ J -, I ) ) \ / Uptown Bressi Mixed-Use © Urban Systems Associates, Inc. Shea Homes January 27, 2016 TABLE 5-5 Near Term With Project Intersection Levels of Service AMPeakl:lour PMPeakHour 1 El Camino Real I Faraday Ave. Signalized 44.8 D 48.8 D 2 Palomar Airport Rd. I Yarrow Dr. Signalized 22.9 C 25.3 C 3 Palomar Airport Rd. I Lowe's Drwy. Signalized 15.9 B 20.9 C 4 Palomar Airport Rd. I El Camino Real Signalized 44.9 D 53.9 D 5 Palomar Airport Rd. I Loker Ave. West Signalized 47.8 D 30.3 C 6 Palomar Airport Rd. I El Fuerte St. Signalized 26.8 C 46.3 D 7 Palomar Airport Rd. I Gateway Rd. Uns ignalized 0.2 A 2.8 A 8 Palomar Airport Rd. I Melrose Dr. Signalized 54.5 D 43.3 D 9 Innovation Way I Driveway Uns ignalized 2.1 A 2.0 A 10 Gateway Rd. I El Camino Real Signalized 48.8 A 13.1 B 11 Gateway Rd. I Alicante Rd. Uns ignalized 5.3 A 7.1 A 12 Gateway Rd. I Innovation Way Uns ignalized 5.2 A 11.2 B 13 Gateway Rd. I Village Green Dr. Uns ignalized 1.4 A 0.9 A 14 Gateway Rd. I Colt Pl. Uns ignalized 1.6 A 2.1 A 15 Gateway Rd. I Finnila Pl. Uns ignalized 4.8 A 42.9 16 Gateway Rd. I Town Center Drwy. Uns ignalized 2.6 A 5.6 A 17 Gateway Rd. I El Fuerte St. Signalized 34.6 C 38.4 D 18 El Camino Real I Town Garden Rd. Signalized 47.7 D 38.0 D 19 Town Garden Rd. I Alicante Rd. Signalized 31.3 C 33.8 C 20 El Fuerte St. I Bressi Ranch Way Signalized 18.7 B 17.8 B 21 El Fuerte St. I Project Driveway Uns ignalized 0.4 A 0.6 A Notes: Delay = seconds per vehicle LOS= Level of Service 004014 5-18 004014-Report_E \ / \ / \ _) ) Uptown Bressi Mixed-Use Shea Homes 6.0 BUILDOUT CONDITIONS © Urban Systems Associates, Inc. January 27, 2016 The SANDAG/Carlsbad 2030 Series 11 Combined North County Transportation Forecast with the project included was used to determine Buildout (Year 2030) traffic volumes. The approved Lowe's traffic report dated April 14, 2010 was used as the basis for peak hour volumes. Peak hour tum volumes in the Lowe's report were adjusted by factoring based on increases in segment average daily traffic volumes. \ Figure 6-1 shows the average daily traffic volumes for Buildout conditions, without the proposed project j ) ) \ J ) \ j _ _) \ _) traffic. Figure 6-2 shows the Buildout average daily traffic volumes with project traffic added. 6.1 STREET SEGMENTS \ Table 6-1 shows Buildout street segment levels of service without the project, and Table 6-2 shows ) ) ) \ j ) ) segment levels of service with project traffic. All evaluated segments are expected to operate within Growth Management Plan Guidelines, at LOS "D" or better, and therefore, no project mitigation to street segments will be needed through Buildout of the City of Carlsbad. 6.2 INTERSECTIONS J Figure 6-3 shows Buildout AM and PM peak hour volumes at study area intersections without project \ ) traffic. Figure 6-4 shows Buildout AM and PM peak hour volumes with project traffic added. 004014 6-1 004014-Report_E \ ) ) ) ) ) ) ) \ _) i I ) ) \, ! Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 • = Project Site ~ NO SCALE I FIGURE 6-1 Buildout Without Project Average Daily Traffic 004014 6-2 004014-Report_E ) ) ' _) -, __ ) \ ) ) \ ) ) ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 • = Project Site ~ NO SCALE ~. FIGURE 6-2 Buildout With Project Average Daily Traffic 004014 6-3 004014-Report_E ) \ ) ) \ \ / -\ J \ _) ) ) --, -) ) -, ) _) \ / -\ ) Uptown Bressi Mixed-Use Shea Homes TABLE 6-1 © Urban Systems Associates, Inc. January 27, 2016 Buildout Without Project Street Segment Levels of Service Road Segment El Camino Real Faraday Avenue to Palomar Aiiport Road Palomar Airport Road to Gateway Road Town Garden Rd. to Camino Vida Roble Palomar Airport Road Lowe's Driveway to El Camino Real El Camino Real to Loker Ave. West El Fuerte Street to Loker Ave. East Melrose Drive to Paseo Valindo/Eagle Drive Gateway Road El Camino Real to Alicante Road Innovation Way to Village Green Drive Finnila Place to El Fuerte Street Town Garden Road El Camino Real to Alicante Road Bressi Ranch Way Montecito Drive to El Fuerte Street Innovation Way Palomar Airport Road to Gateway Road Alicante Road Gateway Road to Town Garden Road El Fuerte Street Loker Ave. East to Palomar Aiiport Road Palomar Aiiport Road to Gateway Road Bressi Ranch Way to Greenhaven Drive Melrose Drive Lionshead Avenue to Palomar Aiiport Road Palomar Airport Road to Poinsettia Lane D = Direction PHV = Peak Hour Volume VIC= Volume divided by Capacity LOS = Level of Service (I)= Based on 1,800 vehicles per lane per hour 004014 D lanes Capacity NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 NB 3 5,400 SB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 3 5,400 WB 3 5,400 EB 1 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 EB 1 1,800 WB 1 1,800 NB 1 1,800 SB 1 1,800 NB 1 1,800 SB 1 1,800 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 2 3,600 SB 2 3,600 NB 4 7,200 SB 3 5,400 NB 3 5,400 SB 3 5,400 6-4 AM Peak Hour PM Peak Hour PHY VIC (1) ws PHY VIC (1) ws 1,625 0.30 A 1,671 0.31 A 1,922 0.36 A 1,900 0.35 A 1,512 0.28 A 1,878 0.35 A 1,935 0.36 A 1,760 0.33 A 1,947 0.36 A 1,611 0.30 A 1,493 0.28 A 1,822 0.34 A 1,366 0.25 A 2,072 0.38 A 1,973 0.37 A 1,605 0.30 A 1,783 0.33 A 2,747 0.51 A 2,515 0.47 A 1,931 0.36 A 1,354 0.25 A 3,042 0.56 A 3,026 0.56 A 1,870 0.35 A 877 0.16 A 1,927 0.36 A 2,018 0.37 A 1,144 0.21 A 358 0.20 A 534 0.30 A 759 0.42 A 497 0.28 A 350 0.19 A 639 0.36 A 399 0.22 A 371 0.21 A 361 0.20 A 769 0.43 A 482 0.27 A 685 0.38 A 491 0.27 A 361 0.20 A 246 0.14 A 484 0.27 A 94 0.05 A 203 0.11 A 111 0.06 A 115 0.06 A 274 0.15 A 510 0.28 A 702 0.39 A 390 0.22 A 309 0.17 A 245 0.14 A 227 0.13 A 182 0.10 A 462 0.13 A 414 0.12 A 401 0.11 A 456 0.13 A 377 0.10 A 637 0.18 A 599 0.17 A 763 0.21 A 390 0.11 A 372 0.10 A 368 0.10 A 481 0.13 A 1,436 0.20 A 1,812 0.25 A 1,829 0.34 A 2,044 0.38 A 1,512 0.28 A 1,160 0.21 A 1,284 0.24 A 1,946 0.36 A V/C ws 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 004014-Report_E -\ ) j ) ) Uptown Bressi Mixed-Use Shea Homes TABLE 6-2 © Urban Systems Associates, Inc. January 27, 2016 Buildout With Project Street Segment Levels of Service Road Segment ............. ···························:::······ ······················ ·············································································--.-.-.-.·.·.·.:.:,:,:·:,:,:·:·:·:·:·:·:·:·:.;.:.:.-::········-··· El Camino Real Faraday Avenue to Palomar Aitport Road Palomar Aitport Road to Gateway Road Town Garden Rd. to Camino Vida Roble Palomar Aitport Road Lowe's Driveway to El Camino Real El Camino Real to Loker Ave. West El Fuerte Street to Loker Ave. East Melrose Drive to Paseo Valindo/Eagle Drive Gateway Road El Camino Real to Alicante Road Innovation Way to Village Green Drive Finnila Place to El Fuerte Street Town Garden Road El Camino Real to Alicante Road Bressi Ranch Way M ontecito Drive to El Fuerte Street Innovation Way Palomar Aitport Road to Gateway Road Alicante Road Gateway Road to Town Garden Road El Fuerte Street Loker Ave. East to Palomar Aitport Road Palomar Aitport Road to Gateway Road Bressi Ranch Way to Greenhaven Drive Melrose Drive Lionshead Avenue to Palomar Aitport Road Palomar Aitport Road to Poinsettia Lane D = Direction PHY= Peak Hour Volume VIC= Volume divided by Capacity LOS= Level of Service (1) = Based on 1,800 vehicles per lane per hour 004014 D NB SB NB SB NB SB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB NB SB NB SB NB SB NB SB NB SB NB SB NB SB AM Peak Hour PM Peak Hour Lanes Capacity PHV V/C (1) LOS PHV VIC (1) LOS ....................... ,.,.,., ... ,.,., ... :,:-······= ... ......................................... .-.-.-.-.-.·.·.·::.-., ... ,.,.,.,.,.,.,.,.,.,.,.,:.,:.:.::.:.:.: ........... ,.,.,., .. ···········-··········· 3 5,400 1,654 0.31 A 1,736 0.32 A 3 5,400 1,953 0.36 A 1,971 0.36 A 3 5,400 1,514 0.28 A 1,882 0.35 A 3 5,400 1,935 0.36 A 1,760 0.33 A 3 5,400 1,966 0.36 A 1,654 0.31 A 3 5,400 1,508 0.28 A 1,857 0.34 A 3 5,400 1,391 0.26 A 2,129 0.39 A 3 5,400 1,996 0.37 A 1,657 0.31 A 3 5,400 1,839 0.34 A 2,875 0.53 A 3 5,400 2,565 0.48 A 2,043 0.38 A 3 5,400 1,375 0.25 A 3,090 0.57 A 3 5,400 3,072 0.57 A 1,974 0.37 A 3 5,400 894 0.17 A 1,966 0.36 A 3 5,400 2,037 0.38 A 1,187 0.22 A 1 1,800 360 0.20 A 539 0.30 A 1 1,800 761 0.42 A 501 0.28 A 1 1,800 446 0.25 A 856 0.48 A 1 1,800 486 0.27 A 566 0.31 A 1 1,800 411 0.23 A 881 0.49 A 1 1,800 513 0.29 A 756 0.42 A 1 1,800 508 0.28 A 399 0.22 A 1 1,800 261 0.15 A 519 0.29 A 1 1,800 94 0.05 A 203 0.11 A 1 1,800 111 0.06 A 115 0.06 A 1 1,800 316 0.18 A 605 0.34 A 1 1,800 750 0.42 A 499 0.28 A 1 1,800 349 0.19 A 335 0.19 A 1 1,800 264 0.15 A 264 0.15 A 2 3,600 474 0.13 A 440 0.12 A 2 3,600 414 0.11 A 484 0.13 A 2 3,600 398 0.11 A 685 0.19 A 2 3,600 644 0.18 A 865 0.24 A 2 3,600 390 0.11 A 372 0.10 A 2 3,600 368 0.10 A 481 0.13 A 4 7,200 1,453 0.20 A 1,851 0.26 A 3 5,400 1,848 0.34 A 2,087 0.39 A 3 5,400 1,520 0.28 A 1,179 0.22 A 3 5,400 1,292 0.24 A 1,963 0.36 A V/C LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 6-5 004014-Report _fl \ ) \ ) ) --\ ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes l2_J Signalized l!) -.--o ~ 0 <X) l!) i:.:: L2001350 l!) ...._ N ,,, ...._N...._ .5 .... 1001200 OC'"JO ii: l!) l!) 0 N .--l!) a ,r213/208 J f l. 1il Faraday Ave. 60 /300J ~ t,. OC'"JO 350/500 .... r--l!) -st T""" C') T""" 176/877, --T""" --O'l ---st <X) 0 -st r--O'l T""" (0 El Camino Real I Faraday Ave. ~l!)Rl!) Signalized ~ ., -st O'l <X) i:.:: N...._C:O ,,, L 653/401 --o--.5 0-stN ii: .,_ 1302 /980 <X)OO C') T""" l!) a r 5601550 J f l. 1il Palomar Airport Rd. 190/320 J ~tr <X)00 841 / 1512 .._. r--l!) l!) C') O'l l!) 335/240, ------OC'"JO O'l <X) -st N t---st Palomar Airport Rd. I El Camino Real 7 - l!) r----l!) N J 1252/3015 .... 93/27, ~ i ,'!: l'.s Unsignalized L 75/25 -3001 / 1795 Palomar Airport Rd. i 0 l!) Palomar Airport Rd. I Gateway Rd. <X) OOO'l r-. N .--...._ ...._ ...._ 70/50J 1336 / 1635..,. 186/60. Signalized L 124174 .... 1546 / 1474 r 2841115 Palomar Airport Rd. ~tr 01!)0 r-. N O'l .--...._N --l!) --0 T""" r-- l!) (0 Palomar Airport Rd. I Yarrow Dr. -~-L Signalized :::: r--l!) .; L C'"JOO ::. 130 /60 --l!) T""" '<: l!) ----ti .... 2283 / 1396 T""" C') 0 .... 390 / 130 T""" C') l!) ,,, r J fl. -4 Palomar Airport Rd. 235/100 J ~ti l!) T""" 0 1269/2437 -C:ONO T""" --C') 279/210, --<X) --r--C') l!) T""" 0 T""" T""" Palomar Airport Rd. I Loker Ave. West 8 l!) ..: -st ~ -m.-- (0 T""" 0 ~ ,,, r----C') --0 T""" .!:, T""" C') --t--00 r--T""" l!) J f l. 466/967 J 672 / 1662 .._. 165/530 """'l ~ Signalized L 100 /55 .,_ 1818 / 819 r 1001210 Palomar Airport Rd. ~ti NOi!) C') O'l C') N t--.--...._ ...._ ...._ Palomar Airport Rd. I Melrose Dr. FIGURE 6-3 © Urban Systems Associates, Inc. January 27, 2016 3 Signalized .,_ 1836/1443 r 1351160 Palomar Airport Rd. f ~ i ~ -"' 0 C') 1269 / 1909 .._. ~ N (0 ,,, N T""" 173/214 """'l -4 ----<X) r--N O'l T""" Palomar Airport Rd. I Lowe's Drwy. Signalized ~.--0 ~ -st C') l!) .--N <X) ------c:o o l!) <X) N O'l T""" T""" J fl. ~ L 2101100 ~ .... 2577 / 1345 1il r 2391425 Palomar Airport Rd. 125/130 J 1115/2515 .._. 184/197 """'l ~ti (0 -st r-- l!) <X) O'l .--.--N ------.--r--0 C'"J N .-- .--T"""T""" 9 Palomar Airport Rd. I El Fuerte St. T""" O'l r---st NO ----r--l!) r----N NO T""" l!) l!) 49/125 J 14/59 """'l ; if Unsignalized :::: -.§1 L 90/70 !!: i! -10/35 .:; T Drriveway ~tr -st l!) 0 .--.--N --C') --m --o l!) l!) N C') T""" Innovation Way I Driveway Buildout Without Project AM I PM Peak Hour Traffic 004014 6-6 004014-Report _fl ) ) ) ) ) _) ) ) Uptown Bressi Mixed-Use Shea Homes 101 LD -I'--.. (0 ~ ..... Signalized --<::, L150/428 LD ·== '<t :: I'--a ..... • ~ Gateway Rd. tr '<tN LD ..-'<t ..... ..... -- --CX) NLD (0 C') C') ..... Gateway Rd. I El Camino Real ~ COLD ............... ------LDLDLD J • l. 10/5_;. 208/429- 25 I 101 ""'l Unsignalized L2015 .-573/433 ,r-197 /71 Gateway Rd. ~tr '<t LD CO LD-.. CX) --o..-N .,...-.. CX) I'--..-..... ..... Gateway Rd. I Alicante Rd. Unsignalized I 1 4 I Unsignalized ~ ~ 253/471-+ 23 I 37 ""'l ..: i:::i :: " ~ " .-362/339 r 13120 Gateway Rd. ~ r N CX) C') ..... ----"" I'--CX) .!:I :: C') N Gateway Rd. I Village Green Dr. C') ,l::: ..... (l N ----0 (0 N J l. 2/12 J 279/477- L12n +-366/353 Gateway Rd. Gatewav Rd. I Colt Pl. Unsignalized I 1 7 I Signalized ~ ~ 278/522-+ 36/84, +-393/446 ,r-89/244 Gateway Rd. ~ f ~ r i:::i .. CX) I'--~ :: --'<t ~ CX) N --~ LD CX) ~ Gateway Rd. I Town Center Drwv. NO '<t O ..... '<tNN ----..... LD ..--.. CT.> LD C"l N NCO J • l. 180/431 J 98/168-+ 85 I 170 ""'l ~ " ~ ~ L 64/149 .-43/45 r 281111 Gateway Rd. ~tr C') ..... CX) O..-LD N ..--.. -..-..N '<t '<t CX) '<t (0 .......... Gatewav Rd. I El Fuerte St. FIGURE 6-3 © Urban Systems Associates, Inc. 12 I ..... '<t Cl) I'--..... ..... ----0 ..... C') N '<t ..... J l. 175/296 J 155/334- January 27, 2016 Unsignalized "' : L39/53 :: ,,% .. .-360 /318 "' <::, :: .::; Gateway Rd. Gateway Rd./ Innovation Wav Unsignalized .-343/305 ,r-60/140 Gateway Rd. -.: Q,, ~ r ~ :: (0 LD 266/421-+ ~ LD CX) --..... 33 I 80 ""'l LD --C') CX) '<t Gatewav Rd. I Finnila Pl. 1alC') (0 '<t LD ..-r--- 1'----..... C') (0 ---.. .,... 0 CT.> C"l LD I'--..... C') J Jl. 45/139J 7/21- 50/80, Signalized .s L 75/190 ii: a ~ +-44/15 r 1291219 Town Garden Rd. ~tr o<DLD I'--I'--(0 --C') ..... CX) ..... -- (0 --'<t ..-LD C"l '<t ..... (0 ..... El Camino Real I Town Garden Rd. Buildout Without Project AM I PM Peak Hour Traffic 004014 6-7 004014-Report_E -, ) ) \ ) \ ) ) ', ) ' ) ) ) ) ! ) \ ) ) -----" Uptown Bressi Mixed-Use Shea Homes 106/106...i 66/151 ... 22 /39-,. Signalized ~ ~ L 1217 ~ .,_ 130/84 ., r 27140 Town Garden Rd. ~tr Town Garden Rd. I Alicante Rd. XX I XX= AM I PM Peak hour volumes Signalized 21 .,_ 366/312 -r 79/82 El Fuerte Rd. } ~ r =: ii :: 0 C") 355/472..,. ~ co s:i- 32 /33-,. .ij s:i-N 0 ~ t- El Fuerte St. I Bressi Ranch Wa FIGURE 6-3 © Urban Systems Associates, Inc. January 27, 2016 Driveway to be built with project El Fuerte St. I Project Drivewa Buildout Without Project AM I PM Peak Hour Traffic 004014 6-8 004014-Report_E '1 _} ) ) ) ) ' \ ) ) i _ _/ \ ) ) ) ) -, ) ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes Signalized I"--LOO ~ 0a)LC) ~ L2001350 LO-.N <::, --..----.s OLOO !; +-700/200 LC) LC) 0 N ..--LO a .217 /217 J • l ~ Faraday Ave. ~tt 60/300J l"-N a, 350/500-+ a) 0) "St ..--Cf)..-- 184 I 896-,. I"---a) 0) I"-"St r--o..--I"- El Camino Real I Faraday Ave. Signalized 0 -LC) I"-tD ~ "St 0) LC) ~ L680/461 N-.1"-<::, --o--.s O"St('f) !; +-1325 I 1032 a) 0 Cf) a .560/550 Cf) ..--LC) Jil ~ Palomar Airport Rd. 190/320 J ~tr a) "St 0 866 I 1568-+ I"-LC) LC) Cf) 0) LC) 335 /240-,. OLOO 0) a) "St Nl"-"St Palomar Airport Rd. I El Camino Real 7 Unsignalized ~ ~ ~ L 75/25 LC) I"-~ (5 +-3047 / 1899 LC) N J Palomar Airport Rd. r ..-- 1273/3062-+ 0) 93121-,. ..--I"- Palomar Airport Rd. I Gatewa Rd. Signalized 0.: ~ Cf) = L 126/78 000 <::, 1"-NN !:: ------~ +-1561 I 1508 oo..--N..--"St r 2881124 Jil Palomar Airport Rd. itr 70/50 J OLOOl 1353 I 1673-+ I"-Na, ..---. N 186 /60 -,. --LC) --o..--..--LC) I"- Palomar Airport Rd. I Yarrow Dr. Signalized ::: .i L 130/60 ,.. "' LC) ----~ +-2293 /1418 ..--LC) 0 o't r 3901130 ..--Cf) LC) <::, Jit. --1 Palomar Airport Rd. 235 I 100J ~tr LC) LC) 0 1279 /2461-LONO N-. Cf) 325/314-,. --o--ro "St~ Palomar Airport Rd. I Loker Ave. West 8 Signalized LC) 0.: "St ~ ..--..--..--..--o ~ L 100155 a) --Cf) i: --o ..--~ 0(")-. ... 1837/861 0)00 r 1001210 I"-..--LC) Jit. Palomar Airport Rd. iti 483/1006--t ..--0 LC) 689 /1701-+ LC) 0) Cf) NI"-..-- 173/547-,. LC) 0 LC) 0) I"-LC) "St a)..-- Palomar Airport Rd. I Melrose Dr. FIGURE 6-4 © Urban Systems Associates, Inc. January 27, 2016 3 Signalized ~ 1857 I 1490 r 138 I 164 Palomar Airport Rd. f ~ r ~ ·"' 0 a) 1292/1961-+ ~ N tD <::, N 173/214-,. --1 a) 0) N 0) Palomar Airport Rd. I Lowe's Drw Signalized 0)0 t;:J tD Cf) t L LO..--N 210/100 a)-.-. ~ --mo ... 2577 I 1345 LOOlN ~ 285 I 529 0) ..--..--r Jit. Palomar Airport Rd. 125/ 130 J ~tr a) 0 "St 1115 /2515-+ I"-..--'<;f" ..--N('f) 194 /221-,. ..--0) ..--'<;j"('f)('f) Palomar Airport Rd. I El Fuerte St. 9 Unsignalized 0) ~ 0) I"-::: '<;f"('f)O -~ L 90/70 -- --I"-LC) LC) --ii! Nl"-0 <::, r 10135 ..--LC) LC) ::: J ... .:; Drriveway itr 49/125J '<;f"OO ..--..--N --"St --14/59, m--o LO I"-N I"- Innovation Wa I Drivewa Buildout With Project AM I PM Peak Hour Traffic 004014 6-9 004014-Report_E \ ) ) ) J ) 1 . ) ) -\ ) \ ) \ ) ) ) ) ) -) ) --, ) \ j Uptown Bressi Mixed-Use Shea Homes 10 Signalized lO j -I'-(!) .... C L1521432 ---:: lO '<I" !: I'-a .... • ~ Gateway Rd. tr '<I" I'-lO .... '<I" .... .... ----o N© (!) C') C') .... Gateway Rd. I El Camino Real 13 Unsignalized -449/533 r 11129 Gateway Rd. ..: ~ r i:::i =: "' ~ N I'- 349/688-. \!) C') N "' ----23 /37.,. °" I'-N ~ C') C') ~ Gateway Rd. I Village Green Dr. 16 Unsignalized - ._ 424/517 .. 89/244 Gateway Rd. ;::.. ~ f r i:::i ... c:o I'-~ 328/634-. =: --'<I" l:l c:o N 36/84. --~ LC) c:o ~ Gateway Rd. I Town Center Drwv. 11 Unsignalized ~ ~ ~ L26/18 0) =: OON "' ........ --~ ._575/437 ----.... "'I; ,r-234/153 lO lO .... J. I. Gateway Rd. 1015J ~tr '<I" lO LC) lO --I'-210/434-. --oN N ..--- 25/101 • co I'-.... lO .... Gateway Rd. I Alicante Rd. 14 Unsignalized ~ ,l::: L 21140 .... I'-a I'-'<I" ----.-426/487 I'-lO C') C') J l. Gateway Rd • 37 /92 J 344/623 _. Gateway Rd. I Colt Pl. 17 Signalized c';j -inf'-~ I'-.... C') L 64/149 '<I" NI'-., ----.... ~ om--._ 47 /54 .... lO (!) ~ C') N C:O r 281111 J • I. Gateway Rd. ~ti 201 /478J ........ c:o 113/202 ... C') .... lO N ..-.._ 98 /200-. .._.._N I'-'<I" c:o lO (!) ........ Gatewav Rd. I El Fuerte St. FIGURE 6-4 © Urban Systems Associates, Inc. January 27, 2016 12 Unsignalized ... -.... N ~ 0) co =: L 81 /148 .... N -~ ----0 0) !: .-404/417 C') (!) C '<I" .... =: J I. ~ Gateway Rd. 175 /296 J 203/442 _. Gateway Rd./ Innovation Wav 15 Unsignalized ~ '<I" ~ C') 0) (!) L 21 /47 .... C') co =: ------~ -353/329 01'-CO (!) .... C') r 601140 J • l. Gateway Rd. ~ti 65/146 J IONIO 278/447 _. (!) '<I" co ----.... 37 /89 • o:,o:,-- C') .... co '<I" Gatewav Rd. I Finnila Pl. 18 Signalized C') j (!) -'<I" lO .... I'-C L1s1190 I'---.... .5 C') (!) ----.... 0 !: .-44/15 0) C') lO a I'-.... C') ,r-144/313 J • l. ~ Town Garden Rd. ~ti 45/139J 0 c:o C') 7/21-. I'-C') 0 .._..-N 50/80,. co----(!) I'-.... .... '<I" lO (!) .... .... El Camino Real I Town Garden Rd. Buildout With Project AM I PM Peak Hour Traffic 004014 6-10 004014-Report_E . : ) ) ) \ j ) ) ) \ ) ) ' ) ' ) ) ) \ J \ ) \ ~' Uptown Bressi Mixed-Use Shea Homes Signalized C1>N ~ coco .......... ~ L 1217 -.. -.. =: C1) st co ] .,_ 130/84 OC"l-.. ..-..-LO -.:: r 21140 J • l. Town Garden Rd. 123 / 144J itr st st st 66/151,.. ..... co C") -.. ..... -.. 22 /39.,. N-.. st f'-NN st Town Garden Rd. I Alicante Rd. XX I XX= AM I PM Peak hour volumes Signalized 21 ... 379/340 r 19182 El Fuerte Rd . S' i i:t r .:: <> 0 C") =: 367 /498-+ ~ co st ..... 32 /33 ""'l ·~ st -.. N 0 ~ r-- El Fuerte St. I Bressi Ranch Wa FIGURE 6-4 © Urban Systems Associates, Inc. January 27, 2016 Unsignalized Project Drwy. t 31 /69.,. El Fuerte St. I Project Drivewa Buildout With Project AM I PM Peak Hour Traffic 004014 6-11 004014-Report_E :) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Table 6-3 includes intersection levels of service at Buildout without project traffic. As shown, all study intersections are projected to operate at acceptable levels of service. ) Table 6-4 shows intersection levels of service with project traffic added to Buildout peak hour volumes. ) \ J -\ / ) ) \ ) ' ) ' ) ) ) -1 J ) ) ) The following two intersections are projected to operate at unacceptable levels of service: • Gateway Road I Innovation Way LOS E in the PM peak hour • Gateway Road I Finnila Place LOS F in the PM peak hour 004014 6-12 004014-Report_E ', I ) ' \ ) ) \ I J \ / \ / --\ .-/ \ _) \ / ) \ i \ ) ) \ j -, I ) \ J -- ) ) ) Uptown Bressi Mixed-Use © Urban Systems Associates, Inc. Shea Homes January 27, 2016 TABLE 6-3 Buildout Without Project Intersection Levels of Service Number Intersection 1 El Camino Real I Faraday Ave. 2 Palomar Airport Rd. I Yarrow Dr. 3 Palomar Airport Rd. I Lowe's Drwy. 4 Palomar Airport Rd. I El Camino Real 5 Palomar Airport Rd. I Loker Ave. West 6 Palomar Airport Rd. I El Fuerte St. 7 Palomar Airport Rd. I Gateway Rd. 8 Palomar Airport Rd. I Melrose Dr. 9 Innovation Way I Driveway 10 Gateway Rd. I El Camino Real 11 Gateway Rd. I Alicante Rd. 12 Gateway Rd. I Innovation Way 13 Gateway Rd. I Village Green Dr. 14 Gateway Rd. I Colt Pl. 15 Gateway Rd. I Finnila Pl. 16 Gateway Rd. I Town Center Drwy. 17 Gateway Rd. I El Fuerte St. 18 El Camino Real I Town Garden Rd. 19 Town Garden Rd. I Alicante Rd. 20 El Fuerte St. I Bressi Ranch Way 21 El Fuerte St. I Project Driveway Notes: Delay= Seconds per Vehicle LOS = Level of Service 004014 Control Signalized Signalized Signalized Signalized Signalized Signalized Unsignalized Signalized Un signalized Signalized Un signalized Unsignalized Unsignalized Un signalized Un signalized Un signalized Signalized Signalized Signalized Signalized Unsignalized 6-13 AMPeakHour PMPeakHour 48.3 D 48.2 D 31.8 C 31.1 C 10.1 B 16.3 B 40.4 D 48.5 D 47.8 D 45.2 D 45.2 D 48.2 D 0.1 A 1.8 A 48.3 D 34.1 C 2.8 A 5.5 A 7.4 A 28.6 C 19.2 C 3.9 A 11 B 9.9 A 1.2 A 0.9 A 0.5 A 0.3 A 1.9 A 4.9 A 2 A 5.6 A 35.8 D 43.2 D 47.3 D 39.1 D 30 C 31.2 C 12.3 B 12.5 B To Be Constructed With Project 004014-Report _ E Uptown Bressi Mixed-Use © Urban Systems Associates, Inc. Shea Homes January 27, 2016 ) TABLE 6-4 Buildout With Project Intersection Levels of Service \ I AMPeak.Hour PMPeakHour Number Intersection Control \ Delay LOS Delay LOS ) ) 1 El Camino Real I Faraday Ave. Signalized 54.7 D 54.4 D -\ ) 2 Palomar Airport Rd. I Yarrow Dr. Signalized 34.3 C 31.1 C \ \ 3 Palomar Airport Rd. I Lowe's Drwy. Signalized 15.8 B 17.3 B _) 'i 4 Palomar Airport Rd. I El Camino Real Signalized 46.9 D 54.8 D J -) 5 Palomar Airport Rd. I Loker Ave. West Signalized 54.7 D 53 D ) 6 Palomar Airport Rd. I El Fuerte St. Signalized 48.3 D 48.6 D ) 7 Palomar Airport Rd. I Gateway Rd. Un signalized 0.2 A 4.7 A ) 8 Palomar Airport Rd. I Melrose Dr. Signalized 54.9 D 53.1 D \ ) 9 Innovation Way I Driveway Un signalized 2.7 A 5.7 A \ 10 Gateway Rd. I El Camino Real Signalized 7.5 A 29.4 C j \ Gateway Rd. I Alicante Rd. Un signalized _) 11 27.3 D 12 B '.l 12 Gateway Rd. I Innovation Way Unsignalized 12.9 B 45.7 13 Gateway Rd. I Village Green Dr. Unsignalized 1.1 A 0.9 ) 14 Gateway Rd. I Colt Pl. Un signalized 1.4 A 2.2 --) 15 Gateway Rd. I Finnila Pl. Unsignalized 4.2 A 574.9 ) 16 Gateway Rd. I Town Center Drwy. Uns ignalized 2.1 A 6.6 A I ) 17 Gateway Rd. I El Fuerte St. Signalized 42.0 D 45.3 D \ 18 El Camino Real I Town Garden Rd. Signalized 50.9 D 49.4 D / I 19 Town Garden Rd. I Alicante Rd. Signalized 30.7 C 27.4 C 20 El Fuerte St. I Bressi Ranch Way Signalized 19.7 B 29.7 C ) 21 El Fuerte St. I Project Driveway Un signalized 0.3 A 0.5 A -~ --\ ) -) Notes: -\ ) Delay= Seconds per Vehicle LOS= Level of Service '\ I \ ) 004014 6-14 004014-Report_E ) ) ) / ) ) ) J ) _) -, ) Uptown Bressi Mixed-Use Shea Homes Buildout With Project impacts are as follows: © Urban Systems Associates, Inc. January 27, 2016 1. Gateway Road I Finnila Place: This intersection is currently controlled by a stop sign facing northbound and is the north entrance to the Bressi Ranch Shopping Center and will also be the Uptown Bressi project main entrance on the south, refer to Int. #15 on Figure 2-2. In the Buildout With Project condition, this intersection operates at an unacceptable level of service and results in a cumulative significant impact. To mitigate this impact, the project would be required to install a traffic signal at this location. With the traffic signal installation, the intersection will operate at an acceptable level of service in all study scenarios. Table 1-1 shows the Buildout with Project level of service without mitigation and with mitigation. Since the project causes a significant direct impact at this intersection, the project is fully (100%) responsible for installing the signal. In addition, a signal warrant has been evaluated at this location and is satisfied in the Existing With Project scenario. The signal warrant can be found in -\ Appendix A. ; ) 2. Gateway Road I Innovation Way: This intersection is controlled by a stop sign facing southbound traffic, refer to Int. #12 on Figure 2-2. In the Buildout With Project condition, this intersection operates -, ) -\ at an unacceptable level of service and results in a long term cumulative significant impact. To mitigate ) this impact, the project would be required to pay a fair share contribution (35%) towards construction of a 1 traffic signal at this location. With the installation of a traffic signal, the intersection will operate at an ; ' .} -, ) -, ) \ J acceptable level of service in the Buildout With Project scenario. Refer to Table 1-1 for levels of service with and without mitigation at this location and the fair share percentage recommended towards a traffic signal. A signal warrant at this location should be satisfied prior to installation of a signal. Appendix E includes worksheets for Buildout conditions. 004014 6-15 004014-Report_E J ) ) ) \ ) ) ) ) \ ) ) \ J ) -' j -, j ) ) ) Uptown Bressi Mixed-Use Shea Homes 7.0 CONGESTION MANAGEMENT PROGRAM (CMP) © Urban Systems Associates, Inc. January 27, 2016 Federal Highway Administration 23 CPR 450.320 requires that each transportation management area (TMA) address congestion management through a process involving an analysis of multimodal metropolitan wide strategies that are cooperatively developed to foster safety and integrated management of new and existing transportation facilities eligible for federal funding. SANDAG has been designated as the TMA for the San Diego region. The 2050 Regional Transportation Plan meets the requirements of 23 CPR 450.320 by incorporating the following federal congestion management process: performance monitoring and measurement of the regional transportation system, multimodal alternatives and non-SOV analysis, land use impact analysis, the provision of congestion management tools, and integration with the regional transportation improvement program process. California State Proposition 111, passed by voters in 1990, established a requirement that urbanized areas prepare and regularly update a Congestion Management Program (CMP). The requirements within the State CMP were developed to monitor the performance of the transportation system, develop programs to address near-term and long-term congestion, and better integrate transportation and land use planning. SANDAG provided regular updates for the state CMP from 1991 through 2008. In October 2009, the San Diego region elected to be exempt from the State CMP and, since this decision, SANDAG has been abiding by 23 CFR 450.320 to ensure the region's continued compliance with the federal congestion management process. Therefore, the City of Carlsbad has been exempted from the requirements of the \ / State CMP. The City's Growth Management Plan and participation in the Trans Net Local Street Improvement Program complies with the requirement to address local Near-Term and Long-Term congestion. 004014 7-1 004014-Report _ E _J ':) Uptown Bressi Mixed-Use Shea Homes 8.0 CONCLUSIONS AND RECOMMENDATIONS 8.1 EXISTING TRAFFIC CONDITIONS © Urban Systems Associates, Inc. January 27, 2016 :) An evaluation of existing traffic conditions of streets expected to be affected by project traffic indicated ;) ) ) ) \ _/ -\ J \ _) ) ) street segments and intersections currently operate within the City's Growth Management Plan's requirements of at least level of service "D" during peak hours. 8.2 PROJECT PLUS EXISTING CONDITIONS The Uptown Bressi Mixed-Use project is expected to generate 9,014 average daily vehicle trips, 401 AM peak hour trips (208 inbound and 192 outbound) and 901 PM peak hour trips ( 4 71 inbound and 431 outbound). An evaluation of street segments and intersections nearby and expected to be impacted by project traffic was conducted after adding project peak hour traffic flow to existing conditions in order to determine any project direct significant impact. A traffic impact would be considered significant if traffic caused a reduction in peak hour level of service below LOS "D" (per City of Carlsbad Growth Management Plan, 1986). An evaluation of existing plus project conditions for street segments and intersections indicates expected operations within the Growth Management Plan requirement of at least level of service "D" during peak hours, so that the project only impacts can be considered less than significant and no street segment or intersection mitigation is needed for this condition, except at one intersection: 004014 8-1 004014-Report_E ) ) ) '\ / \ J Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 Gateway Road I Finnila Place -This intersection is the entrance to the Uptown Bressi Mixed-Use project aligned with the existing Bressi Ranch Shopping Center Driveway. With stop signs facing northbound and southbound traffic, the PM peak hour is expected to be at level of service "E" for the overall intersection. A traffic signal installation would mitigate the impact to an acceptable level of service with no changes to the existing Bressi Ranch Town Center driveway. 8.3 NEAR-TERM PLUS PROJECT CONDITIONS Street segment and intersection levels of service are expected to be within the Growth Management Plan -J requirement of level of service "D" during peak hours so that no street segment or intersection mitigation ) ) \ I ) ' ) ) l _) -, ) is needed or recommended, except at one intersection: Gateway Road I Finnila Place -This intersection is the entrance to the Uptown Bressi Mixed-Use project aligned with the existing Bressi Ranch Shopping Center Driveway. With stop signs facing northbound and southbound traffic, the PM peak hour is expected to be at level of service "E" for the overall intersection. A traffic signal installation would mitigate the impact to an acceptable level of service with no changes to the existing Bressi Ranch Town Center driveway. 8.4 BUILDOUT CONDITIONS Street segments and intersection levels of service are expected to be within the Growth Management Plan requirement of level of service "D" during peak hours so that no street or intersection mitigation is needed except for the following: 004014 8-2 004014-Report_E ) ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 1. Gateway Road I Finnila Place: This intersection is currently controlled by a stop sign facing northbound and is the north entrance to the Bressi Ranch Shopping Center and will also be the Uptown Bressi project main entrance on the south, refer to Int. #15 on Figure 2-2. In the Buildout With Project condition, this intersection operates at an unacceptable level of service and results in a cumulative significant impact. To mitigate this impact, the project would be required to install a traffic signal at this location. With the traffic signal installation, the intersection will operate at an acceptable level of service in all study scenarios. Table 1-1 shows the Buildout with Project level of service without mitigation and \ with mitigation. Since the project causes a significant direct impact at this intersection, the project is fully ; (100%) responsible for installing the signal. In addition, a signal warrant has been evaluated at this -\ ) -, ) location and is satisfied in the Existing With Project scenario. The signal warrant can be found in \ _,, Appendix A. :, ) 2. Gateway Road I Innovation Way: This intersection is controlled by a stop sign facing southbound \ j ) \ / ' ) traffic, refer to Int. #12 on Figure 2-2. In the Buildout With Project condition, this intersection operates at an unacceptable level of service and results in a long term cumulative significant impact. To mitigate this impact, the project would be required to pay a fair share contribution (35%) towards construction of a traffic signal at this location. With the installation of a traffic signal, the intersection will operate at an acceptable level of service in the Buildout With Project scenario. Refer to Table 1-1 for levels of service with and without mitigation at this location and the fair share percentage recommended towards a traffic ') signal. A signal warrant at this location should be satisfied prior to installation of a signal. 004014 8-3 004014-Report_E ) ) ) Uptown Bressi Mixed-Use Shea Homes 8.4.1 CONGESTION MANAGEMENT PROGRAM (CMP) © Urban Systems Associates, Inc. January 27, 2016 SANDAG (and the City of Carlsbad) have elected to be exempt from the State CMP requirement. However, the City's Growth Management Plan and participation in the Trans Net Local Street Improvement Program complies with the requirement to address local Near-Term and Long-Term \ · -; congestion. ) j ) \ I ) ' ) \ ) ) ) -_) ) \ _ j ) ) \ j ) 004014 8-4 004014-Report_E ) \ / _) ' / \ _/ ) 1 _I \ ) Uptown Bressi Mixed-Use Shea Homes © Urban Systems Associates, Inc. January 27, 2016 9.0 REFERENCES San Diego Region Traffic Engineer's Council (SANTEC) and Institute of Transportation Engineers (ITE), California Border Section, Guidelines for Congestion Management Program (CMP) Traffic Impact Report, San Diego, CA (2000) Transportation Research Board, 2000 Highway Capacity Manual Special Report, Washington, DC (2000) ) City of Carlsbad Bill 20,910-Approve the Carlsbad Trans Net Local Street Improvement ) ) -' i \ ) ) Program of Projects for Fiscal Years 2012-2013 Through 2016-2017. (Adopted Resolution #2012-118, 5/22/12). City of Carlsbad, Capital Improvements Program 2014-2015 (Preliminary). 004014 9-1 004014-Report_E ) ) ) ) ) ) Uptown Bressi Mixed-Use Shea Homes 10.0 URBAN SYSTEMS ASSOCIATES INC. PREPARERS Principal Engineer Andy P. Schlaefli/ M.S. Civil Engineering, B.S. Civil Engineering Registered Civil Engineer, Licensed Traffic Engineer Project Engineer Sam P. Kah, II; Licensed Traffic Engineer Senior Technical Support, Graphics and Illustrations Jacob D. Swim, B.S. Civil Engineering Word Processing, Report Production and Compilation Caleb Northcutt, Henryk Pederson, and Stephanie Cosman © Urban Systems Associates, Inc. January 27, 2016 This report is site and time specific and is intended for a one-time use for this intended project under the conditions described as "Proposed Project". Any changes or delay in implementation may require re-analysis and re-consideration by the public agency granting approvals. California land development planning involves subjective political considerations as well as frequently re-interpreted principals oflaw as well as changes in regulations, policies, guidelines and procedures. Urban Systems and their professionals make no warrant, either express or implied, regarding our findings, recommendations, or professional advice as to the ability to successfully accomplish this land development project. Traffic is a consequence of human behavior and as such is predictable only in a gross cumulative methodology of user opportunities, using accepted standards and following patterns of past behavior and physical constraints attempting to project into a future window of circumstances. Any counts or existing conditions cited are only as reliable as to the time and conditions under which they were recorded. As such the preparer of this analysis is unable to warrant, either express or implied, that any forecasts are statements of actual true conditions which will in fact exist at any future date. Services performed by Urban System professionals resulting in this document are of a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation expressed or implied and no warranty or guarantee is included or intended in this report, document opinion or otherwise. Any changes by others to this analysis or re-use of document at a later point in time or other location, without the express consent and concurrence of Urban Systems releases and relieves Urban Systems of any liability, responsibility or duty for subsequent questions, claims, or damages. 004014 10-1 004014-Report_E \ / -\ ) \ ' ) \ / Uptown Bressi Mixed-Use Shea Homes 004014 © Urban Systems Associates, Inc. January 27, 2016 APPENDIX A EXISTING CONDTIONS & TRAFFIC COUNT SUMMARIES & INTERSECTION LOS WORKSHEETS & SIGNAL WARRANT & FAIR SHARE CALCULATION A 004014-Report_E '\ ) ,, ) '''\ ) ) \ j ) \ \, ,,,/ / \ ) j \ ) ) ) J ,,J --,-..._ __J ()CFA1VSi.OE Plaza Or PACIFIC OCEAN LEGEND Q Intersection Count Location lliJ Mid-Block Count Location NOTTO SCALE 142017 -NOVEMBER 2014 2 ' ' "\t" ~ -i.,{ 1 VI S TA EN C IN I I ( { " u~· ( 11 1. ( ; \_ "'·- c/ ,---r '~ C -L ... _! - C_. 2014 PROJECT LOCATION MAP r FIGURE 1-1 \... ( ) ) ) ) ) ) .J '\ ) -· \, -·, 2. MID-BLOCK ROADWAY SEGMENT COUNTS Mid-block roadway segment counts were collected at twenty-seven (27) locations throughout the City of Carlsbad and shown in Figure 2-1. The roadway segment counts were collected using mechanical tube counters that were placed and monitored for two consecutive days {48- hours ). From the 48-hour counts, the average daily traffic {ADT) volumes were determined, and these ADT volumes for the Summer count period are summarized in Appendix A following this report. The City of Carlsbad uses a one-direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Mid-block roadway segment operations were determined based on the maximum one-direction lane volume to capacity ratio. The mid-block roadway segment Level of Service {LOS) ranges are based on the maximum one-direction lane volume to capacity ratios, which correlate as follows: Ratio LOS 0.0 -0.60 A 0.61-0.70 B 0.71 -0.80 C 0.81-0.90 D 0.91-1.00 E Greater than 1.00 F Figure 2-1 illustrates the 2014 mid-block roadway segment levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 2014 mid-block roadway segment analysis with data from 2010, 2011, 2012 and 2013. The results of the mid-block roadway segment analysis showed that all locations operate at LOS A or B based on the Summer 2014 counts. No locations were identified as operating at LOS C, D, E or F. The City of Carlsbad considers LOS C or better acceptable for mid-block operations during the AM and PM peak hours. Peak hour operations at LOS D, E, or F are considered deficient. The results of the Summer 2014 analysis show the following changes in traffic patterns along the City's arterials from the previous year: • Palomar Airport Road: overall increase of 5% • El Camino Real: overall increase of 6% • Melrose Drive: increase of 2% {only one segment counted) • Carlsbad Boulevard: overall increase of 2% • La Costa Avenue: overall decrease of less than 1 % • Rancho Santa Fe Road: increase of less than 1 % (only one segment counted) • Poinsettia Lane: decrease of less than 1 % ( only one segment counted) • Cannon Road: overall decrease of 4% • College Boulevard: overall increase of 5% • Alga Road: increase of 1 % ( only one segment counted) 4 Table 2·1 City of Carlsbad Mid-Block Roadway Segment LOS Analysis Summary Location Summer2010 Summer2011 Summer2012 Summer2013 Number Segment Segment Location Peak Peak Peak Peak ADT LOS* ADT LOS* ADT LOS* ADT LOS* 1 Palomar Airport Rd. Paseo Del Norte to Armada Dr. 48,490 A 48,249 A 48,626 A 52,555 A 2 Palomar Airport Rd. Yarrow Dr. to El Camino Real 34,030 A 33,440 A 35.154 A 34,017 A 3 Palomar Airport Rd. El Camino Real to Loker Ave (W.) 45,080 A 45,902 A 52,786 A 48,560 A 4 Palomar Airport Rd. Melrose Dr. to Paseo Valindo 32,769 A 32,678 A 31,880 A 31,469 A 5 El Camino Real Plaza Dr to Marron Rd 26,406 A 27,806 A 29,245 A 29,355 A 6 El Camino Real Tamarack Ave. to Kelly Dr. 23,540 A 25,036 A 22,514 A 25,198 A 7 El Camino Real Jackspar Dr. to College Blvd. ·-· -----32,393 B 34,869 8 8 El Camino Real Faraday Ave. to Palomar Airport Rd. 36,200 A 36,281 A 30,477 A 31,739 A 9 El Camino Real Arenal Rd. to Costa Del Mar Rd. 46,203 A 47,151 B 49,760 B 49,299 B 10 El Camino Real Levante St. to Calle Barcelona 32,042 A 33,507 A 35,782 A 35,434 A 11 Melrose Dr. Lionshead Ave. to Palomar Airport Rd. 22,887 A 23,830 A 25,387 A 27,253 A 12 Carlsbad Blvd State St. to Mountain View Dr. 12,884 A 13,320 A 13,743 A 14,791 A 13 Carlsbad Blvd Acacia Ave. to Cherry Ave. ---··---17,653 A 19,001 A 14 Carlsbad Blvd Tamarack Ave. to Tierra Del Oro ------·· 19,224 A 17,319 A 15 Carlsbad Blvd Cannon Rd. to Cerezo Dr. 16,882 A 16,565 A 16,128 A 16,755 A 16 Carlsbad Blvd Breakwater Rd. to Poinsettia Ln. 13,668 A 12,936 A 13,656 A 15,193 A 17 Carlsbad Blvd Avenida Encinas to La Costa Ave. 17,242 A 16,214 A 16,089 A 17,943 A 18 La Costa Ave Piraeus St to Saxony Rd. 32,767 A 33,742 A 35,371 A 38,373 A 19 La Costa Ave Romeria St. to Cadencia St. 12,190 A 12,196 A 12,043 A 12,087 A 20 Rancho Santa Fe Rd La Costa Meadows Dr. to San Elijo Rd. 28,786 A 27,187 A 30,793 A 28,979 A 21 Poinsettia Ln. Paseo Del Norte to Batiquitos Dr. 25,315 A 24,353 A 24,801 A 25,075 A 22 Tamarack Ave El Camino Real to La Portalada Dr. 8,808 A 8,663 A 7,905 A 7,705 A 23 Cannon Rd. Paseo Del Norte to Car Country Dr. 24,370 A 25,717 A 25.420 A 26,399 A 24 Cannon Rd. Hilltop St. to College Blvd. 17,793 A 17,462 A 17,764 A 18,561 A 25 College Blvd. N. City Limits to Tamarack Ave. (N.) 23,112 A 24,815 A 24,670 A 25,769 A 26 College Blvd. Aston Ave. to Palomar Airport Rd. 13,873 A 13,635 A 13,806 A 13,744 A 27 Alga Rd Corintia St. to El Fuerte St. 10,844 A 10,856 A 10,454 A 10,299 A • Roadway segment levels of service are based on peak hour operating conditions. For detailed peak hour analysis, refer to Table A-2 in Appendix A of this report. 8 fl n (l (-..,_, ,,..,~ ,,..-~, Summer2014 ADT 52,779 37,900 50,651 32,566 30,288 26,430 38,195 34,867 51,393 36,495 27,857 13,156 18,668 17,396 17,714 16,289 19,888 37,795 12,266 28,959 25,071 7,669 23,460 19,281 26,275 14,710 10,415 .----...\ ~ Peak LOS* A A A A A A B A B A A A A A A A A A A A A A A A A A A A )f,, '5, ~ ~ ~ ,~ ~, ) '') ·! ) r ·! '.) . \ / ' \ j . \ .J -) ' ) ) \ ) ) ) 3. INTERSECTION TURN MOVEMENT COUNTS Intersection turn movement counts were collected in Summer 2014 at forty-nine (49) major intersections around the City. The locations of the intersections included in the 2014 Traffic Monitoring Program (TMP) Report are shown graphically in Figure 3-1. The turn movement counts were conducted during the AM peak period (6:30 to 9:30 AM) and the PM peak period (3:30 to 6:30 PM). The data from each three-hour period was divided into fifteen-minute periods to accurately identify the peak hour that occurs within the AM and PM peak periods. The counts were collected mid-week on a Tuesday, Wednesday or Thursday. The intersection turning movement count data is provided in Appendix B following this report. During the count period, RBF staff monitored traffic conditions and noted locations where capacity or signal timing resulted in queues or operational deficiencies that may not be readily obvious using the ICU methodology. Field observations of peak period traffic conditions are described in detail later in this chapter. The forty-nine (49) intersections were analyzed using the ICU methodology using calculation worksheets developed in an Excel spreadsheet. The count data was provided in Excel format, and imported directly into the ICU calculation worksheets. The peak hour volumes, peak hour factors, and ICU calculations are included in the worksheets for the forty-nine (49) intersections evaluated in the 2014 Report . The ICU calculations performed assumed the following lane group capacities: Lane Group Thru Lanes Turn Lanes Dual Turn Lanes Capacity 2,000 vehicles per hour per lane 1,800 vehicles per hour per lane 1,800 vehicles per hour per lane The ICU methodology reports level of service (LOS) based on volume-to-capacity ratios ranging from 0.0 to 1.0: Ratio LOS 0.0-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91 -1.00 E Greater than 1.00 F One of the limitations of the ICU methodology is that it does not account for closely spaced signalized intersections where traffic volumes are heavy and queues spill back to adjacent intersections. The ICU methodology assumes that each intersection operates in isolation of other intersections; therefore, signal coordination, progression of through traffic, and queue spillback are not accounted for in the analysis. Using the ICU methodology at closely spaced intersections with heavy peak hour traffic may result in calculated levels of service that are better than what actually occurs at these intersections during the peak hours. 9 CJCEAt/SIO .. _ Plaza Dr PACIFIC 0 CE A IV LEGEND @ Intersection Count Location/ Number ,~) u NOTTO SCALE 142017 • NOVEMBER 2014 10 Leucad{l-: ' I \ I V I S TA l ..iO ~ ~,---::r--1....1~~~~ E N C I N 1f".i ,11 s C ( C ( ( '\ ( \_ ( \ 1- \ (- ,,'- C C ( '"-- 2014 INTERSECTION LOCATION MAP { FIGURE 3-1 - I • ' ' "---.../ '--~-" "---_j ' _) ·'-__ / '-..._/ ,....___/ ~/ ''-~-_..) ~__../ ,...._ _ _) '-~ _ _) ''-...__) '-.....___) 1"-... _ __) \_____) '..,_,) ,,___; '-....__/ '---../ ''---...--) \.____ _ _,.) ' • .._ _ __/ "-.___,,....J '"'..__ _ _) ~j Table 3-1 Intersection Capacity Utilization Analysis Summary Summer 2010 Summer2011 Summer2012 Summer 2013 Summer2014 Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Count AM PM AM PM # Intersection AM PM AM PM AM PM ICU L ICU L ICU L ICU L ICU L ICU L ICU L ICU L ICU L ICU Ratio 0 Ratio 0 Ratio 0 Ratio 0 Ratio 0 Ratio 0 Ratio 0 Ratio 0 Ratio 0 Ratio s s s s s s s s s 1 El Camino Real & Plaza Dr. 0.34 A 0.65 B 0.34 A 0.66 B 0.32 A 0.62 B 0.33 A 0.63 B 0.33 A 0.64 2 El Camino Real & Marron Rd. 0.34 A 0.52 A 0.34 A 0.53 A 0.37 A 0.55 A 0.39 A 0.55 A 0.38 A 0.56 3 El Camino Real & Carlsbad Village Dr. 0.45 A 0.55 A 0.45 A 0.59 A 0.45 A 0.58 A 0.44 A 0.57 A 0.46 A 0.60 4 El Camino Real & Tamarack Ave. 0.63 B 0.59 A 0.64 B 0.59 A 0.66 B 0.53 A 0.68 B 0.63 B 0.69 B 0.61 5 El Camino Real & Cannon Rd. 0.60 A 0.78 C 0.61 B 0.80 C 0.64 B 0.76 C 0.71 C 0.81 0 0.67 B 0.81 6 El Camino Real & College Blvd. 0.56 A 0.53 A 0.61 B 0.55 A 0.48 A 0.72 C 0.54 A 0.61 B 0.58 A 0.67 7 El Camino Real & Faraday Ave. 0.65 B 0.70 B 0.66 B 0.72 C 0.62 B 0.76 C 0.69 B 0.75 C 0.68 B 0.78 8 El Camino Real & Palomar Airport Rd. 0.52 A 0.71 C 0.58 A 0.77 C 0.55 A 0.80 C 0.60 A 0.81 D 0.62 B 0.80 9 El Camino Real & Cassia Rd. 0.57 A 0.58 A 0.64 B 0.61 B 0.62 B 0.64 B 0.59 A 0.65 B 0.63 B 0.70 10 El Camino Real & Poinsettia Ln. 0.38 A 0.55 A 0.39 A 0.56 A 0.41 A 0.57 A 0.40 A 0.44 A 0.46 A 0.48 11 El Camino Real & Alga Rd./Aviara Pkwy 0.63 B 0.87 0 0.63 B 0.83 0 0.65 B 0.72 C 0.62 B 0.72 C 0.61 B 0.70 12 El Camino Real & La Costa Ave. 0.70 8 0.79 C 0.78 C 0.85 0 0.67 B 0.68 B 0.69 B 0.82 0 0.73 C 0.79 13 El Camino Real & Calle Barcelona 0.45 A 0.57 A 0.48 A 0.61 B 0.52 A 0.62 B 0.52 A 0.61 B 0.55 A 0.61 14 Palomar Airport Rd. & Avenida Encinas 0.49 A 0.75 C 0.54 A 0.74 C 0.49 A 0.67 B 0.59 A 0.81 D 0.55 A 0.75 15 Palomar Airport Rd. & Paseo Del Norte 0.54 A 0.57 A 0.58 A 0.66 B 0.71 C 0.79 C 0.67 B 0.75 C 0.66 B 0.72 16 Palomar Airport Rd. & Armada Dr. 0.57 A 0.75 C 0.52 A 0.72 C 0.54 A 0.68 B 0.53 A 0.71 C 0.58 A 0.71 17 Palomar Airport Rd. & College Blvd./ 0.58 A 0.77 C 0.59 A 0.76 C Aviara Pkwy 0.56 A 0.74 C 0.53 A 0.71 C 0.56 A 0.70 18 Palomar Airport Rd. & Yarrow Dr. 0.41 A 0.52 A 0.43 A 0.54 A 0.43 A 0.63 B 0.48 A 0.62 B 0.52 A 0.68 19 Palomar Airport Rd. & Loker Ave. (W.) 0.72 C 0.64 B 0.66 B 0.69 B 0.74 C 0.71 C 0.68 B 0.68 B 0.72 C 0.66 20 Palomar Airport Rd. & El Fuerte St. 0.39 A 0.58 A 0.56 A 0.65 B 0.61 B 0.80 C 0.56 A 0.80 C 0.58 A 0.82 21 Palomar Airport Rd. & Melrose Dr. 0.75 C 0.59 A 0.71 C 0.58 A 0.90 D 0.59 A 0.89 0 0.67 B 0.77 C 0.71 22 Carlsbad Blvd. & Carlsbad Village Dr. 0.29 A 0.53 A 0.30 A 0.57 A 0.36 A 0.56 A 0.33 A 0.47 A 0.32 A 0.46 23 Carlsbad Blvd & Tamarack Ave. 0.39 A 0.48 A 0.30 A 0.53 A 0.35 A 0.56 A 0.36 A 0.49 A 0.41 A 0.49 24 Carlsbad Blvd. & Cannon Rd. 0.50 A 0.68 B 0.58 A 0.80 C 0.41 A 0.70 B 0.43 A 0.65 B 0.50 A 0.70 25 Carlsbad Blvd. & Poinsettia Ln. 0.29 A 0.34 A 0.27 A 0.52 A 0.27 A 0.36 A 0.39 A 0.38 A 0.42 A 0.42 Note: Intersections operating at LOS Dare indicated in bold. Although LOS Dis considered acceptable for peak hour operations, these intersections are identified as becoming potentially deficient in the future and need to be monitored closely as regional traffic volumes increase. 16 L 0 s B A A B D B C C B A 8 C B C C C B B B 0 C A A B A ~~ -i ~ C ~ '\)/'(, 6-7 Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 ~ u..,,\J'il'-'~, Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project #: 14-1349-001 \\ "'" ( Location: El Camino Real south of Palomar Airport Rd. \ AM Period NB SB EB WB PM Period NB SB EB WB r I \ 00:00 13 14 12:00 436 277 00:15 15 16 12:15 355 286 00:30 14 11 12:30 425 259 00:45 12 55 10 51 106 12;45 380 1596 281 1103 2699 \_ . 01:00 5 4 13:00 345 265 01:15 6 9 13:15 318 288 01:30 6 5 13:30 342 265 01:45 3 20 13 31 51 13:45 360 1365 294 1112 2477 02.:00 2 7 14:00 370 262 02:15 3 6 14:15 392 255 02:30 6 4 14:30 387 240 C 02:45 5 16 4 21 37 14:45 367 1516 298 1055 2571 03:00 8 7 15:00 320 295 03:15 10 7 15:15 242 288 C 03:30 11 13 15;30 287 234 03:45 13 42 32 59 101 15:45 272 1121 336 1153 2274 04:00 19 9 16:00 314 321 04:15 14 15 16:15 319 286 04:30 21 32 16:30 300 312 04:45 28 82 53 110 192 16:45 284 1217 335 1254 2471 05:00 42 33 17:00 279 309 (_ 05:15 41 63 17:15 335 405 05:30 54 84 17:30 319 375 05:45 60 197 167 347 544 17:45 296 1229 297 1386 2615 06:00 46 116 18:00 223 265 06:15 105 173 18:15 205 238 06:30 101 175 18:30 214 227 C: 06:45 126 378 295 759 1137 18:45 222 864 200 930 1794 07:00 224 317 19:00 205 162 07:15 211 386 19:15 209 127 07:30 247 437 19:30 214 109 C 07:45 267 949 425 1565 2514 19:45 185 813 99 497 1310 08:00 267 428 20:00 103 95 08:15 266 409 20:15 98 87 C 08:30 254 366 20:30 90 58 08:45 2n 1064 450 1653 2717 20:45 86 377 73 323 700 09:00 210 387 21:00 99 73 09:15 210 296 21:15 104 78 09:30 186 249 21:30 81 64 09:45 224 830 272 1204 2034 21:45 85 369 58 273 642 10:00 238 233 22:00 43 38 c~ 10:15 227 234 22:15 32 33 ~ 10:30 274 217 22:30 28 21 10:45 242 981 242 926 1907 22:45 21 124 25 117 241 11:00 287 218 23:00 14 20 11:15 280 252 23:15 16 6 11:30 318 259 23:30 13 28 11:45 177 1062 291 1020 2082 23:45 8 51 8 62 113 Total Vol. 5676 7746 13422 10642 9265 19907 GPS Coordinates: Daily Totals NB SB EB WB Combined 16318 17011 33329 V AM PM S~lit% 42.3% 57.7% 40.3% 53.5% 46.5% 59.7% Peak Hour 11:45 07:30 07:30 12:00 16:45 12:00 Volume 1393 1699 2746 1596 1424 2699 P.H.F. 0.80 0.97 0.99 0.92 0.88 0.95 ) ) ) ) ) ) ) ) \ ) \ ) ") ) \ j ) Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-002 Location: Palomar Airport Rd. west of Melrose Dr. AM Period NB SB EB WB 00:00 00:15 00:30 00:45 01:00 01:15 Ol:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 .04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 U:30 11:45 Total Vol. GPS Coordinates: Jii~:W~~t!< :-voiJme' ,_, _ :),;H,i:~'Y>' - 65 20 42 20 39 17 21 167 18 75 242 16 4 15 7 16 12 27. 74 rs 38 112 12 12 20 13 12 19 10 54 13 57 111 15 15 9 31 14 61 25 63 71 178 241 28 42 15 92 24 132 24 91 183 449 540 38 130 48 205 99 342 126 311 588 1265 1576 96 398 135 448 172 603 262 665 752 2201 2866 227 664 264 804 301 848 361 1153 902 3218 4371 415 810 340 724 331 770 321 1407 736 3040 4447 302 602 299 480 306 477 288 1195 454 2013 3208 254 379 328 384 280 345 340 1202 39 5 1503 2705 339 353 340 386 408 403 395 1482 439 1581 3063 7864 15618 23482 AM -·-,'33.5%',,,,·, ,·-65,S%\4L9°/a' PM Period 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:DO 14;15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 NB SB NB SB EB WB 481 374 428 383 422 413 399 1730 447 1617 3347 439 451 460 437 494 422 494 1887 416 1726 3613 536 427 469 380 656 403 540 2201 350 1560 3761 651 351 620 370 648 405 685 2604 429 1555 4159 707 384 770 400 744 409 764 2985 401 1594 4579 808 427 839 411 761 402 807 3215 345 1585 4800 598 336 558 302 505 243 419 2080 218 1099 3179 391 207 302 179 289 137 253 1235 130 653 1888 252 126 194 131 171 107 177 794 93 457 1251 223 76 190 82 122 68 117 652 77 303 955 142 52 116 43 96 42 109 463 44 181 644 121 30 76 30 79 32 37 313 19 111 424 20159 Daily Totals EB 12441 32600 WB Combined 28023 28059 56082 y"' PM ' ·' ---,-_, __ ----:,.·-,: __ •·_-_-,: __ i __ 3_-o••.7_i_-_••_g'•f6-_s_-___ o_: ___ ..• __ -_;_-_•,-_· __ -,_::_•-•.:_,,:_._:_._: __ : __ ._• __ :_•--:--·_:,-\°:i.7/t,~:"<(t_:_t_;.'_3_s ____ ;_,_H; ;,_,_:_,._--__ io~_1_· __ .9s,:77 _ _._: ;:0,9€\:\, Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-003 Location: Melrose Dr. north of Palomar Airport Rd. AM Period NB SB EB WB 00:00 00:15 00:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:JO 08:45 09:00 3D 20 18 8 76 9 8 B 6 31 10 10 5 4 29 3 2 7 9 21 18 7. 14 11 27 33 53 81 38 68 98 50 194 164 368 158 181 199 265 803 273 252 4 9 7 9 29 2 8 7 4 21 5 6 12 9 32 6 13 21 32 72 16 35 56 71 179 58 86 153 182 479 187 239 338 386 1150 342 448 519 558 1857 484 421 225 423 251 1001 393 1721 146 301 09'.15 164 271 09:30 151 247 09:45 160 621 236 1055 10:00 156 205 10:15 143 200 10:30 140 179 10:45 145 584 199 783 11:00 156 199 11:15 142 190 11:30 219 225 11:45 189 705 228 842 Total Vol. 4484 8230 GPS Coordinates:· 105 52 61 93 229 673 1518 2670 2722 1676 1367 1548 12714 PM Period NB SB 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14;00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 Zl:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 194 193 213 228 192 239 212 811 227 887 195 213 216 238 223 229 249 883 198 878 243 194 245 202 263 229 244 995 198 823 300 203 297 248 316 239 322 1235 233 923 347 235 341 258 371 279 378 1437 241 1013 376 377 351 305 288 253 359 1463 214 1060 297 249 247 187 173 168 183 976 125 653 190 149 139 102 112 82 136 614 64 360 100 114 63 64 87 65 103 404 51 243 115 53 123 44 77 34 60 375 36 167 80 22 58 28 66 20 56 260 29 99 53 24 34 19 37 15 12 136 7 65 95B9 7171 EB WB Daily Totals 1698 1761 1818 2158 2450 2523 1629 974 647 542 359 201 16760 NB SB EB WB Combined 14073 15401 29474 Y"' ~~ft~br\ ''.:_:.)19:oi:1~4s•t.>:.:>:.:'::··:·.:·.·.·20.:o:01.::·_:.·o.·9'.·~9.o··.s .. ·.:·:·; .. :··: ..•. ·.·.::···.·.· •. ,:_: ... ·.-.· .. ·:···.·.·::.·· .. ··:··::.····,· .. •.·:··.· : .. • .... v····.Po .. •·.•.·'.Hfi .•• mF.·,~.·'.·.··.·····. •• •. •·.·. . ···:/)(gj:·:•· .c;;y;;;;.••· i:i)\:Jlf :.:: ( ( ( ( ( C C C \ ) ) ) ) -\ I ) --J \ _) \ ) \ ____ ) Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-004 Location: Melrose Dr. south of Palomar Airport Rd. AM Period NB SB EB WB 00:00 00:lS 00:30 00:45 01:00 Ol:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 12 6 5 3 26 3 4 5 3 0 9 2 1 3 13 13 7 13 3 6 13 21 43 24 36 51 63 174 7 14 4 7 32 7 s 3 6 21 2 4 9 4 19 2 3 3 8 16 3 5 13 15 36 16 23 46 47 132 06:00 70 so 06:15 65 96 06:30 119 108 06 :45 157 411 176 460 07 :00 185 155 07:15 235 176 07:30 279 221 07:45 344 1043 211 763 08:00 08:15 08:30 08;45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Vol. 292 238 315 200 277 192 268 1152 158 788 187 140 174 144 150 111 172 683 117 512 139 95 120 97 122 122 125 506 114 428 122 129 107 119 145 117 146 520 120 485 4597 3692 GPS Coordinates: ~~;(ti6Jr '.);f~o< -_ <. ofao ,:vrii'uirie i --' (tzilf :· "._ !i,~ ' i;t}i:i=: 0.89 · .· _.· i9i AM 58 34 32 29 79 306 871 1806 1940 1195 934 1005 8289 J>'fiill:' i:l.6J;;, PM Period NB SB EB 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 108 129 155 140 152 138 147 539 134 564 132 122 153 143 161 172 183 590 142 618 190 157 153 150 138 152 165 565 132 572 142 195 187 150 166 177 191 715 202 695 205 211 204 191 189 223 191 811 239 842 197 184 199 259 284 239 199 779 235 1017 152. 192 155 192 131 159 106 544 133 676 90 117 69 117 70 114 61 290 83 431 55 82 65 84 66 73 47 233 64 303 37 67 51 54 33 34 30 -151 41 195 31 38 23 21 23 22 18 95 25 106 14 17 13 29 14 12 8 49 4 62 5461 6082 Daily Totals NB SB -EB 10058 9774 PM ·, , i_s:4s''.' ', .:'.;;~;,;s - ·•·SH·-·· ... Jo#_· · : < o:~_6 --_ · ---.;. o_.90_ WB 1103 1208 1237 1410 1653 1796 1220 721 536 347 201 111 11543 WB Combined 19832 """' Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520} 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-005 Location: Town Garden Rd. east of El Camino Real AM Period NB SB EB WB 00:00 00:15 00:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04,45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 L0:45 11:00 11:15 11:30 11:45 0 1 0 0 0 2 0 1 0 0 0 0 1 ·o 2 0 0 0 3 3 4 4 5 5 14 0 0 0 a 0 a 0 0 a 0 1 0 2 0 0 1 7 2 4 28 10 2B 2. 13 11 14 9 28 21 43 28 83 19 48 17 36 82 51 69 141 S8 239 59 58 39 53 so 54 59 207 77 242 55 56 42 39 39 49 33 169 63 207 46 31 35 33 33 25 52 166 64 153 2.9 47 42 55 37 79 78 186 86 267 2 4 3 4 7 56 126 380 449 376 319 453 Total Vol. 952 1227 2179 GPS Coordinates: .. ·.split.%·'/\ .. PM Period NB 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 SB iiB EB WB 57 60 43 50 55 50 55 211 54 214 51 68 56 61 39 47 54 210 53 229 '12 57 45 54 50 61 59 196 60 232 51 84 54 53 51 47 50 206 54 238 49 57 45 59 64 57 78 237 53 226 75 73 97 65 88 49 44 304 55 242 46 50 42 49 33 44 30 151 34 177 23 39 15 25 19 82 19 15 8 5 47 9 16 5 0 30 3 5 4 3 15 4 0 0 5 33 27 21 120 16 18 24 15 73 10 14 6 4 34 7 0 2 4 13 1 2 1 5 425 439 428 444 463 546 328 202 120 64 28 10 1694. 1803 3497 Daily Totals SB EB 2646 PM WB Combined 3030 5676 v.,, ' ' 14:15 •• iii~~ . . . . . . . '· .. :i;,~' .. ,, __ ._:_.02_··_.~_·79_7_:._,, ·\sis< ;t·a:sf< .. ( ( r \ C ( C ( C ( ( ) ) -\ ) ) ) ) ' / \ j ) __ _) ) \ ) \ J -) ) ) ) ) ) \ ) Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-006 Location: Gateway Rd. btwn. Alicante Rd. & Innovation Way AM Period NB SB EB WB PM Period NB SB EB WB 00:00 00:15 OD:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Vol. GPS Coordinates: 0 0 0 0 5 2 2 0 1 2 0 0 0 1 0 1 0 0 2 2 1 5 3 5 1 9 0 6 4 2 1 5 2 4 15 3 7 5 6 8 4 9 18 12 34 29 57 19 27 18 36 25 28 28 90 34 125 32 36 34 23 53 51 10 2 3 15 22 91 215 12:00 12:15 12:30 12;45 13:00 13:15 13:30 13:45 1'\:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 15:15 16:30 15:45 17:00 17:15 17:30 17:45 18:DO 18:15 18:30 18:45 19:00 19:15 19:30 48 44 38 50 40 34 42 168 36 164 40 44 34 35 33 44 32 141 40 161 34 42 27 36 27 45 33 121 28 151 55 49 35 44 44 25 53 187 27 145 77 35 55 38 56 48 49 237 41 162 98 57 70 43 58 38 71 307 35 173 52 40 44 33 30 22 26 152 14 109 23 16 20 29 18 18 332 302 272 332 399 480 261 33 135 90 ---'2~1~7 _ _.:,:;35~2'---~1~9~:4~5 __________ ~1~5-~7~4--'1~0--'7~5'---~14~9- 46 67 20;00 13 15 45 70 20: 15 12 11 28 57 20:30 16 10 32 1s1 46 ---=-24~0'--....-=:3"'91=--------'2==0c...:4"'s __________ ---'1"'0_---'s""1'------"-9--4~s'--_---'9~5- 35 55 21:00 7 12 39 31 21:15 11 8 34 35 21:30 8 4 37 146 39 160 306 21:45 5 31 5 29 60 33 32 22:00 4 a 32 35 22:15 7 3 28 28 22:30 6 29 122 31 126 248 22:45 3 20 5 13 33 24 36 23:00 4 3 40 31 B:~ 3 1 44 40 23:30 4 4 41 149 46 153 302 23:45 3 14 9 23 859 1098 1957 AM )43.9o/~'Y '.56.1% .41.7% :h:1\5· {. ,foj:45\\01:Jo• .. ·· ,· ....... -..:,,:,\:.:.·:.:-· ;/ ' > /(3. : ... :.20·.·.8··.·719•.'C:.-.· .....•••. -40·.·3 •.• 869..'.' .• ·• .. '. '· · •· O:QO •ii NB 1503 Daily Totals SB . EB 2362 PM 1236 2739 WB combined z334 4596 v Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14·1349-007 Location: Alicante Rd. south of Town Garden Rd. AM Period NB SB EB WB 00:00 0 00:15 00:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4 2 7 3 3 6 9 6 17 15 33 16 23 25 49 113 47 50 "33 32 167 27 20 25 23 95 19 14 12 28 73 22 27 D 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 D 0 0 0 0 1 0 3 5 5 0 2 6 19 12 10 12 21 55 23 12 18 22 75 19 13 12 9 53 17 15 12 10 54 16 14 11:00 11:15 11:30 11:45 27 23 24 100 33 86 Total Vol. 604 345 GPS Coordinates: 6 19 52 168 242 148 127 186 949 PM Perlod NB SB 12:00 10 30 22 15 12:15 19 12:30 21 12:45 26 76 16 83 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:DO 21:15 21:30 21:45 22:00 2.2:15 22:30 22:45 23:00 23:15 23:30 23:45 24 23 16 18 10 25 29 92 25 78 24 19 31 17 38 22. 50 143 27 85 38 22 23 21 36 17 35 132 26 85 21 34 25 46 27 29 102 47 31 29 24 131 25 23 14 24 86 17 20 5 10 14 12 9 5 5 5 2 4 1 0 0 D 0 0 0 1 52 40 16 872 36 45 161 35 42 44 36 157 34 25 19 18 96 19 10 g 9 8 13 10 3 4 4 2 D 0 1 1 0 2 47 34 11 2 0 3 843 EB WB Daily Totals 159 170 228 218 263 288 182 99 74 27 3 4 1715 NB SB EB WB Combined 1476 1188 2664 ~ ·-_of]~< t,is_s_: --.--,--0.92,i; :'1.if~s:::,:;; :;i\fi{0 -.-. "157 . _ _-_-_ .:_-.••_:_·_:_:;of.6 __ 9:_52·.;_•._--_i"i---_-:o,79 •. -· _ / I. C ( C C ( ( C ( C C (- \___, C \ / Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14· 1349-008 Location: Innovation Way south of Palomar Airport Rd. AM Period NB SB EB WB PM Period NB SB ~B WB 00:00 a 0 12:00 54 55 00:15 0 3 12:15 47 58 '\ 00:30 0 2 12:30 54 31 ) 00:45 0 0 2 7 7 12:45 41 196 41 185 381 '\ 0 I 01:00 0 13:00 35 63 ) 01:15 2 0 13:15 41 39 01:30 0 a 13:30 44 44 -) 01:45 0 2 0 0 2 13:45 38 158 36 182 340 02:00 0 0 14:00 32 32 \ 02:15 a 14:15 36 41 _) 02:30 0 6 14:30 49 48 02:45 a 0 6 7 14:45 36 153 63 184 337 03:00 0 0 15:00 50 51 ' 03:15 0 0 15:15 39 47 I ' 03:30 0 4 15:30 41 41 \ 03:45 2 2 3 7 9 15:45 40 170 31 170 340 j \ 04:00 0 1 16:00 32 31 _/ 04:15 0 1 16:15 29 38 \ 04:30 0 1 16:30 40 28 ) 04:45 1 5 8 g 16:45 34 135 57 154 289 \ 05:00 0 6 17:00 60 52 J .05:15 6 17:15 32 63 05:30 2 20 17;30 27 80 05:45 5 10 28 60 70 17:45 21 140 60 255 395 ) 06;00 5 27 18:00 30 46 06:15 2 36 18:15 25 27 06:30 13 33 18:30 33 26 1 06:45 14 34 32 128 162 18:45 36 124 10 109 233 / 07:00 19 39 19:00 27 24 ) 07:15 26 46 19:15 22 19 07:30 35 69 19:30 18 23 -\ 07:45 40 120 83 237 357 19:45 18 85 16 82 167 ) 08:00 36 72 20:00 16 22 ) 08:15 11 91 20:15 5 15 08:30 29 72 20:30 8 20 ', 08:45 20 96 62 297 393 20:45 4 33 22 79 112 i 09:00 27 64 21:00 9 15 09:15 36 37 21:15 11 5 09:30 33 31 21:30 0 8 09:45 32 128 50 182 310 21:45 4 24 9 37 61 ) 10:00 35 46 22:00 0 3 10:15 37 48 22:15 4 l 10:30 39 35 22:30 0 5 10:45 39 150 51 180 330 22:45 3 7 4 13 20 11;00 31 50 23:00 1 2 \ 11:15 38 50 23:15 0 3 ) 11:30 34 66 23:30 2 .\ 11:45 48 151 78 244 395 23:45 3 5 1 8 13 I Total Vol. 695 1356 2051 1230 1458 2688 ) GPS Coordinates: Daily Totals NB SB EB WB Combined 1925 2814 4739 v' \ \ / i. se1i1;'oji,{; <.33.9%\ ;C', ).45.8% ;•, •54'.2%:':' .;;;i;fR;;ii~ ·····r:,;,,, . :•}';{)\2:qt(;O ,.•,•.·,,11;&Jf\:' , J.(4s:< , :::,1;rt~/:: ::jfo' :::X1Y >/Ui:r :··: .-).\}:', ...... , .. :-,:~-~-, ·•:'.t~#:'.'': ,... ': .)9~ ,., ''.;J.5/o{?'. . \p.H.Ft;. '< ,::-:.oJri:>:·: ., . '.•c::···o'.s7•.'! . ·. , ·•: O,~l. . __j Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Location: Gateway Rd. btwn. Innovation Way & Village Green Dr. AM Period NB SB EB WB PM Period NB 00:00 00:15 00:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03;45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Vol. GPS Coordinates: 0 0 0 2 1 0 0 0 a o a o 3 2 2 0 0 o o o o 1 O 2 3 0 0 1 0 a o 1 0 2 4 0 0 3 1 2 5 2 12 4 4 4 1 4 8 10 11 ·24 9 27 10 15 14 13 18 25 25 67 27 80 19 32 27 33 49 so 36 131 64 179 37 ss 36 43 37 41 24 134 37 176 20 46 22 38 18 40 14 74 42 166 19 20 38 35 18 34 31 88 41 148 32 35 35 46 40 43 31 138 58 162 4 2 3 4 16 51 147 310 310 240 236 320 678 965 1643 AM ,· ... , ... :·::·•'.=···· ·· .. , .. ·.,,···.· .. ···.· .. ·, .(.·, ... -:. :::?P.1 0 i:.·.: 8 '.s_~ 1 }_,.:··:·· .. ~.·;_:: >"-f jf ~{f,tlf !{': '':c.:.:.o-~3 ,·/,0.9:3. 12;00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 SB NB Project #: 14-1349-009 EB WB 29 51 25 51 22 49 31 107 44 195 32 48 35 50 40 58 44 151 50 206 41 51 45 43 50 51 54 190 39 184 61 58 72 38 74 26 70 277 33 155 82 33 80 25 85 47 89 336 38 143 76 54 80 43 es 25 94 335 31 153 80 26 85 38 74 28 61 300 19 111 52 31 38 19 31 16 24 145 12 78 21 17 20 11 18 12 15 74 5 45 19 14 16 11 11 5 10 56 3 33 14 8 5 7 4 5 2 3 34 14 0 7 4 5 3 0 3 3 16 9 302 357 374 432 479 488 411 223 119 89 50 23 2019 Daily Totals 1328 3347 SB EB 2697 PM WB Combined 2293 4990 v ':':Ji:1s·).•fti~1sr. , ,:-;209' ;:,>.:sf.:f',. . ' .-:.6'.!ii./ .', : . .Q.:90 t ,'.0.97' .: ( C C ( ( ( ( \ C ( C ( \__ ( \_ ' / 'i / ) ) ) ) ) _) ) ) ' _/ \ ) Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-010 Location: Gateway Rd. west of El Fuerte St. AM Period NB SB EB WB 00:00 00:15 00:30 00:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 05:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 3 2 3 0 3 2 0 3 1 2 0 4 0 3 6 1 5 7 11 5 7 7 9 2 0 0 0 1 0 0 1 0 0 0 a 1 0 2 2 3 3 5 11 7 2 2 2 8 20 43 19 34 23 14 29 20 37 28 43 132 32 94 40 29 31 46 77 62 67 167 B3 268 66 89 57 97 57 84 78 258 80 350 95 104 67 85 91 77 87 340 89 355 76 79 91 87 85 84 117 369 82 332 116 156 82 112 166 126 226 664 125 445 13 7 8 g 17 77 226 435 608 695 701 1109 Total Vol. 2012 1893 3905 GPS Coordinates: .·~ll~K.Bi~t :. voi;,iii,;·. ·. ,:.,:·r,.fFY. AM PM Period NB 12:00 12:15 12:30 12:45 13:00 13:15 13:30 13:45 14:00 14:15 14:30 14:45 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30 18:45 19:00 19:15 19:30 19'45 20:00 20:15 20:30 20:45 21:00 21:15 21:30 21:45 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 SB NB EB 153 196 206 WB 116 137 109 232 787 124 486 186 179 143 130 118 129 149 657 114 491 123 101 127 110 138 96 109 497 102 409 128 115 123 103 101 100 128 494 106 410 129 111 153 93 102 112 141 534 112 419 195 231 111 117 199 124 145 770 109 461 160 124 107 100 111 95 102 480 70 · 389 89 88 90 42 38 31 81 348 24 135 96 29 67 23 63 21 54 280 20 93 45 24 28 25 21 23 16 110 22 94 11 . 18 17 15 8 19 17 53 8 60 16 4 4 6 30 7 10 8 3 28 1273 1148 906 904 953 1231 869 483 373 204 113 58 5040 Daily Totals 3475 8515 SB EB 7052 PM WB Combined , 12420 v 5368 ( ( ( Prepared by: Field Data Services of ArizonaNeracity Traffic Group (520) 316-6745 ( Volumes for: Wednesday, November 19, 2014 City: Carlsbad Project#: 14-1349-011 ( Location: El Fuerte St. south of Paloma Airport Rd. ( AM Period NB SB EB WB PM Period NB SB EB WB 00:00 4 5 12:00 142 153 / 00:15 2 1 12:15 159 193 \, 00:30 3 2 12:30 149 113 (' 00:45 3 12 4 12 24 12:45 155 605 150 609 1214 ( 01:00 a 2 13:00 149 164 / ~ 01:15 3 2 13:15 172 176 01:30 4 l3;30 141 144 I I, 01:45 a 4 11 15 13:45 128 590 137 621 1211 02:00 3 2 14:00 134 117 02:15 2 3 14:15 114 143 02:30 0 1 14:30 137 128 02:45 5 10 a 6 16 14:45 121 506 147 535 1041 03:00 0 0 15!00 167 188 03:15 3 2 15:15 122 205 ( 03:30 a 15:30 147 143 03;45 3 6 2 5 11 15:45 126 562 141 677 1239 C 04:00 2 16:00 129 119 04:15 1 7 16:15 113 161 04:30 6 7 16:30 141 133 ( 04:45 7 15 13 29 44 16:45 156 539 156 569 1108 05:00 4 5 17:00 169 162 05:15 9 13 17:15 175 216 05:30 14 37 17;30 141 174 / 05:45 1S 42 49 104 146 17:45 125 610 154 706 1316 '- 06:00 21 41 18:00 135 157 C 06:15 33 70 18:15 104 146 06:30 32 68 18:30 105 137 06:45 40 126 55 234 360 18:45 101 445 119 559 1004 07:00 53 50 19:00 136 108 (_' 07:15 54 106 19:15 85 87 C 07:30 66 9& 19:30 72 79 07:45 93 266 149 401 667 19:45 61 354 82 356 710 08:00 100 105 20:00 66 55 08:15 68 121 20:15 45 68 08:30 73 105 20:30 48 58 08:45 77 318 106 437 755 20:45 36 195 39 220 415. 09:00 84 115 21:00 42 29 09:15 70 92 21:15 22 30 09:30 82 100 2.1:30 17 25 09:45 73 309 124 431 740 21:45 18 99 35 119 218 10:00 82 83 22:00 11 13 ( 10:15 100 95 22:15 19 16 10:30 85 91 22:30 8 15 10:45 95 362 110 380 742 22:45 13 51 14 58 109 11:00 106 119 23:00 18 11 ( 11:15 104 133 23:15 2 7 11:30 124 128 23:30 3 6 11:45 144 478 182 562 1040 23:45 4 27 16 40 67 Total Vol. 1948 2612 4560 4583 5069 9652 GPS Coordinates: Daily Totals NB SB EB WB Combined 6531 7681 14212 v.,..... AM PM seiif0i~<; :32.1%: :·· .. i.\,.,.:)17:S%/.'i:"LS2.:s0io': .'</67;9%0 )I;ii~t .l{~q?\:{, Ji?~{ •··;.·;:,,:··,:·C'?",," : Pe~k l'iciur\' t:9~~.f:f>·' ·.:·1235:··· :.····.·· ?iii '"t&a-> , :\349 .r:/<:'·i:J .. s.~·; · .. •.j1.#· ... : :)(97-/\, /., io.s;1::::.,: .. /i ,. · ·· ·\ ti.ea -• ~ \ I . \ / .. \ / ·, j ) \ j \ ) ) i j \ _) \ j ) \ ) El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB) 7:45AM to 8:45 Alvf ~ Thru Right Lane Inside 1 1 Con.fig-(left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor O.lO HourlyVolume 709 611 Adjusted Hourly Volume 709 709 Utilization Factor 0.20 0.12 Critical Factors 0.20 1 0 0 N N 98 0 0.00 ICU Ratio = 0.68 LOS= Turning Movements at Intersection of: w e s t A p p r Time: 7:45 AlvI to 8:45 AM Date; 07/22/14 Day; Tuesday Name: FDS Sub- Totals totals 883 1126 243 0 Subtotals Total 31 139 73 North Aoor (SB) West Am:1r (EB} East A:21:!r {WB) Left Thru Right Left Thrn Right Left Thru Right 1 1 I 1 1 1 1 1 1 I 1 l 1 l 1 2 3 1 1 2 1 1 2 1 I 3600 6000 1800 1800 4000 1800 1800 4000 1800 440 1206 220 31 139 73 114 626 170 440 1206 220 31 139 73 114 626 170 0.12 0.20 0.12 0.02 0.03 0.04 0.06 0.16 0.09 0.20 0.02 ,: 0.16 B El Camino Real and Faraday Avenue North Approach 1866 220 1206 j t _J __.. i --i North i i 709 611 6 1982 1418 3400 South Approach 3060 27 440 L r 98 El Camino Real 1194 L 170 ..-626 r 114 0 Total Subtotals Sub-. totals 910 378 Faraday Avenue Totals 1288 Note : Left-turn volumes include U-turns. U-tums in bold. E a s A p p r El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) 4:30 PM to East Appr (WB) 5:30PM Left Thru Ri!!ht Left Thrn Right Left Thru ..filght Left Thru ....fu.&!!!_ Lane Config- urations Inside (left) 2 3 4 5 6 Outside 7 Free-flow 1 Lane Settings 2 3 0 2 3 1 2 2 I ( ( \ ( (_ ( ( ( / \ ,- \ - 3600 6000 _1_80_0_1_8_00 2000 ~~Q. ___ ~8_00 4000 ___ !"800 __ ,__________ ( Capacity 3600 6000 0 . ·-·---------~---Are the Nortb!South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 HourlyVolume 172 1128 95 227 712 18 250 497 851 196 137 311 AdjustedHourlyVolume 172 1223 0 227 712 18 250 249 1100 196 137 311 ____ ... Utilization Factor_ .......... _Q,05 Q._2_(2_ __ Q,._QO __ 0.06 _____ 0.12 ... _0.01 ____ 0.14 ... _ .. _0.12__ 0.3 l __ 0. 1.1. .... 0.03 __ 0.17 ................ _ .-.. . Critical Factors 0.20 0;06 0.31 0.11 ICU Ratio = 0.78 LOS= C Turning Movel11ents at Intersection of: El Camino Real and Faraday Avenue w e A p p r Time : 4:30 PM to 5:30 PM Date : 07/22/14 Day : Tuesday Name: FDS Sub- 447 2045 0 1598 Subtotals Total North Approach 18 j 250 _j 497 --~- 851 t i 172 42 1693 3088 South Approach 2612 957 11 712 227 t L t North t r ll28 95 1395 El Camino Real 1655 L 311 +-137 + 196 0 Total Subtotals Sub- 644 799 Faraday Avenue Totals 1443 Note : Left-tum volumes include U-tums. U-tums in bold. E a A p p r C ------f C ( / \ ' \_ ( \ .. r \ C ) \ } \ / .... ) \ ) \ ) ) ) ) ) ) \ j ) Palomar Airport Road at Yarrow Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to South Appr (NB) North Annr (SB) West Appr (EB) 8:45 AM Lane Config- urations Inside 1 (left) 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity 1 I 1800 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 40 9 Adjustecl H~urly Volume 40 9 Utilization Factor 0.02 0.00 Critical Factors ICU Ratio= 0.52 1 1800 N N 53 53 0.03 0,03 LOS= 1 1 0 0 1 3 0 1800 0 0 1800 6000 0 29 3 19 64 1059 175 51 0 0 64 1234 0 O.Q3 0.00 0.00 0.04 0.21 0.00 O.Q3 0.21 A East Appr (WB) 1 1800 271 271 0.15 0.15 1 1 3 6000 1295 14:05 0.23 0 0 IlO 0 0.00 I Turning Movements at Intersection of: Palomar Airport Road and Yarrow Drive Time: 7:45 AM to 8:45 AM North Approach Date: 07/22/14 Day : Tuesday Name:FDS Sub-19 To~ totals j w e 1377 _J s 2675 1 64 t 1298 1059 _.. A 175 -i p p i r 40 0 Subtotals 223 Total 325 South Approach 200 51 0 3 29 i L i North t r 9 53 102 Yarrow Drive 149 L 110 .,...__ 1295 r 271 Total Subtotals Sub- totals Totals 1676 5 3054 1378 Palomar Airport Road Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r Palomar Airport Road at Yarrow Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Appr (NB) North Aoor /SB) West Appr (EB} 4:30 PM to 5:30PM Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity 2 3 4 5 6 7 1 1800 l 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 150 14 Adjusted Hourly Volume 150 14 Utili~ti,cit;t f<1ctor 0.08. 0.01 Critical Factors ICU Ratio = 0.68 I 1 0 0 1 3 0 [800 1800 0 0 1800 6000 0 N N 277 100 13 68 33 1592 55 277 181 0 0 33 1647 0 0.15 0.10 0.00 0.00 0.02 9.21 0.()0 0.15 0.10 0.27 LOS= B East Appr (WB) 1 3 0 I 1800 6000 0 109 1105 59 109 1164 0 0.06 0.19 0.00 0.06 Turning Movements at Intersection of: Palomar Airport Road and Yarrow Drive Time : 4:30 PM to 5:30 PM North Approach Date: 07/22/14 · Day : Tuesday Name:FDS Sub-68 Totals totals j w e 1201 _J s 2881 5 33 1680 1592->- 55 -i A p p ' r 150 0 Subtotals 252 Total 693 South Approach 359 181 0 13 100 i L i North i r 14 277 441 Yarrow Drive 178 L 59 .-1105 r 109 Total Subtotals Sub - totals Totals 1273 34 3217 1944 Palomar Airport Road Note: Left-tum volumes include U-turns. U-turns in bold. '(91---(_ ( E a s t A p p ( C C C C ( \. .. ( ( (_ ( '\ ) ' j \ ! _) '; I ) \ ) '\ _) ' I _I ) \ ) \ ) '\ I / ) ) Project#: Intersection Turning Movement Prepared by: ~ .f FIELD DATA SERVICES OF ARIZONA, INC • .,,.. 520.316.6745 14-1349-002 --------- TMC SUMMARY OF Lowe's Drwy. & Palomar Airport Rd. APPROACH LANES t 0 0 0 ...J 0 <C 0 0 6 0 Ill I-·111 :: l!: 0 0 0 0 0. ...I Cl l!: l!: 0 0 0 Palomar Airport Rd. <C AM MD PM 0 0 ~ ---+---+----I 1116 1931 ~ ---t----+---1 79 146 ~ r--·1-'==-,11---1---+--~ CONTROL 1J ur ::.: \0 V 0 \0 0. r,.. .... Cl l!: l\"'.'i """ ,.._ ,is, _ 0· , '.l& tea> - l!: N 0 M <C \0 \0 ·41 ,2. -0 ,o3 1~ t-o.i o ..J 0::, r,.. ~ M 0 N 12 .... N 1 0 1 O,f:\\ }-CS' A > f 0 Ill APPROACH LANES ·111 Pl"I, , CV"\ :: 0 ...I ·-. \ "i"'l:. I :::: i) .1,.i. ~ r I ('2- 1¥o::> ~c ~ ~::: 1;;.04 \'&Ctl +-t 1tO -cS<I: wf, ·, ~ AM 0 1653 120 N D Palomar Airport Rd. MD PM TOTAL 0 0 1336 2989 152 272 0 3 1 LOCATION#: 14-1349-002 TURNING MOVEMENT COUNT Lowe's Drwy. & Palomar Ai!J:!ort Rd. (Intersection Name) THURSDAY 11l20/2014 Day Date COUNT PERIODS AM 700AM 900AM NOON PM 400PM 600PM AM PEAK HOUR 745AM NOON PEAK HOUR PM PEAK HOUR 430PM El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A1mr (NB} 7:45AM to 8:45AM ~ Thru Right Lane Inside 1 I Config-(left) 2 1 urations 3 I 4 I 5 l 6 l Outside 7 I Free-flow Lane Settings 2 3 2 Capacity 3600 6000 3600 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 120 621 423 Adjust~ f{oudy Volume 120 621 152 Utilization Factor 0.03 0.10 0.04 Critical Factors 0.10 ICU Ratio= 0.62 LOS= Turning Movements at Intersection of: w e s t A p p r Time: 7:45 AM to 8:45AM Date: 07/23/14 Day: Wednesday Name:FDS Sub- To~ totals 1776 2896 1120 0 Subtotals Total 168 818 134 North Aoor (SB) West AQQr {EB} East AQJ;ir (WB} Left Thru Right Left Thru Right Left Thru Right 1 1 l l I l l I l 1 l l l 1 l l 1 1 1 2 3 1 2 3 I 2 3 2 I 3600 6000 1800 3600 6000 1800 3600 6000 3600 484 950 362 168 818 134 543 1235 492 484 950 278 168 818 1)4 543 !435 492 0.13 0.16 0.15 0.05 0.14 om 0.15 0.21 0.14 0.13 0.14 0.15 B El Camino Real and Palomar Airport Road North Approach 1796 362 950 j i _j ----i -i North ' i 120 621 11 1193 1164 2357 South Approach 3390 3 484 L r 423 El Camino Real 1594 L 492 +--1235 r 543 0 Total Subtotals Sub- totals 2270 1787 Palomar Airport Road 4057 Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r ( ( \ ( ( ( { ( ( C ( ( ( C ( C ( . \ .. Li ( ( "· C C C ' _/ ) i \ ) \ ) \. ) ) ) ·, ) \ ) . '\ j ) \ ) ) El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Appr (NB} North Aoor (SB) West Appr (EB) East Appr {WB) 4:45 PM to 5:45PM Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 194 785 Adjusted Hourly Volume 194 785 UtilizationFactor 0.05 0.11 Critical Factors 0.13 ICU Ratio = 0.80 Turning Movements at Intersection of: 2 3600 N N 458 192 0.05 LOS= 2 3600 651 651 0.18 0.18 C l l 1 3 6000 922 922 0.15 1 2 1800 3600 156 275 19 275 0.01 0.08 EI Camino Real Time : 4:45 PM to 5:45PM North Approach w e s A p p r Date : 07 /23/l 4 Day: Wednesday Name:FDS Sub- To~ totals 1406 3259 1853 0 Subtotals Total 275 _j 1461 __ ,.. 117 --i 1216 3486 1729 2 156 922 651 j i L i North I i r 194 785 458 17 1437 2653 3 2 3 6000 1800 3600 6000 1461 117 533 958 1461 117 533 958 0.24 0.07 0.15 0.16 0.24 0.15 and Palomar Airport Road EI Camino Real 1757 L 323 ..,.__ 958 r 533 0 Total Subtotals Sub- totals 1814 2454 2 I 3600 323 323 0.09 Palomar Airport Road Totals 4268 South Approach Note : Left-tum volumes include U-tums. U-turns in bold. E a s A p p r Palomar Airport Road at W. Loker Avenue/ Innovation Way Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45AM to South Appr (NB) 8:45 AM Lane Config- urations Inside (left) 2 3 4 5 6 Outside 7 Free-flow 1 Lane Settings 1 1 Capacity 1800 2000 Are the North/South phases split ('l/N)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 37 55 Adjusted Hourly Volume 37 55 Utilization Factor 0.02 O.Q3 Critical Factors 0.02 ICU Ratio = 0. 72 l 1800 N N 17 17 0.01 LOS= North A ppr (SB) 1 1 1 1800 2000 1800 29 18 89 29 18 89 0,02 0.01 0.05 0.05 C West Appr (EB) 1800 308 308 0.17 0.17 1 1 1 3 6000 1169 1169 0.19 l 1800 121 103 0.06 East Appr (WB) 1 3 0 1800 6000 0 61 2121 149 61 2270 0 0.03 0.38 0.00 0.38 *> I Turning Movements at Intersection of: Palomar Airport Road and W. Loker Avenue/ Innovation Way w e s t A p p r Time : 7:45 AM to 8:45 AM Date : 07/23/14 Day : Wednesday Name: FDS Sub- Totals totals 2515 4113 1598 3 Subtotals Total North Approach 136 89 18 j i 308 _J 1169 _... i 121 -i North i i 37 55 3 178 109 287 W. Loker Avenue/ Innovation Way 372 Total 236 Subtotals 0 29 Sub- l totals Totals E L 149 a s '4----2121 2331 t r 61 2 3576 A 1245 p r p I 17 Palomar Airport Road (' \ ( \ .. ,- \ ( \ r- ~ C C C C C ( J l c: C South Approach Note : Left-tum volumes include U-tums. U-tums in bold. C C C \ / ) ) ) ' ) -, ) -,_ -, ) ' _) ) ') \ __J Palomar Airport Road at W. Loker Avenue/ Innovation Way Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Appr (NB) 4:30 PM to 5:30 PM Lane Config- urations Inside (left) 2 3 4 5 6 Outside 7 Free-flow Lane Settings 1 Capacity 1800 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 63 18 Adjusted Hourly Volume 63 18 Utilization Factor 0.04 0.01 Critical Factors 0.04 ICU Ratio = 0.66 1800 N N 66 66 0.04 LOS= North Anor (SB} l 1 1800 2000 1800 80 49 240 80 49 240 0.04 0.02 0.l3 0.13 B West Appr (EB) East Appr (WB) I 3 1 3 0 I 1800 6000 1800 1800 6000 0 88 2247 146 32 1438 51 88 2247 114.5 32 1489 0 0.05 0.37 0.06 0.02 0.25 0.00 0.37 0.02 Turning Movements at Intersection of: Palomar Airport Road and W. Loker Avenue/ Innovation Way Time : 4:30 PM to 5:30PM North Approach W. Loker Avenue/ Innovation Way Date: 07/23/14 Day : Wednesday 518 Total Name:FDS 369 149 Subtotal~ 0 Sub-240 49 80 Sub- ToE!.L_ totals .J i L totals Totals w e 1766 _t L s 4247 0 88 51 2481 2247 --~ t ~ 1438 1521 146 + r 32 l 3865 A North p 2344 p i i r r 63 18 66 Palomar Airport Road 0 Subtotals 259 147 Total 406 South Approach Note: Left-tum volumes include U-tums. U-tums in bold. E a A p p Palomar Airport Road at El Fuerte Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQer (NB} 7:45AM to 8:45 AM ~ Thru Right Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow. Lane Settings 2 1 Capacity 3600 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 104 77 .Adjus.tedHourly Volume. . .. 104 77 Utilization Factor 0.03 0.04 Critical Factors ICU Ratio = 0.58 1 1 1800 N N 111 lU 0.06 0.06 LOS= North Annr (SB) West AQJ2r (EB) Left Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 1 1 2 2 0 2 3 1 3600 4000 0 3600 6000 1800 34 31 8 93 1086 97 . 34 .39 0 93 IQ86 ... 9.7 0.01 0.01 0.00 0.03 0.18 0.05 0.01 0.03 A East AJ2Qr (WB) Left Thru Right 1 1 1 1 l 1 2 3 0 I 3600 6000 0 272 2172 84 272 2256 0 0.08 0.38 0.00 0.38 Turning Movements at Intersection of: Palomar Airport Road and El Fuerte Street w e s t A p p r Time : 7:45 AM to 8:45AM Date: 07/23/14 Day: Wednesday Name: FDS Sub- To~ totals 2271 3547 1276 2 Subtotals Total North Approach 73 8 31 J i 93 _J 1086 --~ j 97 t North i i 104 77 0 267 292 559 South Approach 270 0 34 L r 111 El Fuerte Street 197 L 84 ..-2172 r 272 Total Subtotals Sub- totals Totals 2528 35 3962 1434 Palomar Airport Road Note : Left-tum volumes include U-turns. U-tums in bold. E a s A p p r f I 't·. / 'I ' ' \ I ( \ (_ C ( (- \..__ C r \_ .. ' ! \ ! _ _/ -, ) -) -J ' J J ) ) _) --) _/ Palomar Airport Road at El Fuerte Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Appr (NB) North Aoor (SB) West Appr {EB) 4:30 PM to 5:30PM Lane Config- urations Inside (left) I 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity 2 1 3600 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 137 62 Adjusted Hourly Volume 137 62 Utilization Factor 0.04 O.Q3 Critical Factors ICU Ratio = 0.82 2 2 0 2 3 1800 3600 4000 0 3600 6000 1800 N N 250 219 122 27 30 2423 256 250 219 149 0 30 2423 256 0.14 0.06 0.04 0.00 0,01 0.40 0.14 0.14 0.06 0.40 LOS= D East Appr (WB) 2 3 0 I 3600 6000 0 445 1336 12 445 1348 0 0.12 0.22 0.00 0.12 Turning Movements at Intersection of: Palomar Airport Road and El Fuerte Street Time : 4:30 PM to 5:30 PM North Approach Date: 07/23/14 Day: Wednesday Name:FDS Sub-27 To~ totals j w e 1393 _J s 4102 0 30 2709 2423 __ ,.. 256 -i A p p I I 137 0 Subtotals 561 Total 1010 South Approach 661 368 0 122 219 i L i North t r 62 250 449 El Fuerte Street 293 L 12 -4--1336 + 445 Total Subtotals Sub- totals Totals 1793 46 4865 3072 Palomar Airport Road Note : Left-tum volumes include U-tums. U-turns in bold. E a A p p Palomar Airport Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk.Hr.TirnePeriod: 7:30AM to 8:30AM South Appr (NB) North Annr (SB) West Appr (EB) Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity 2 3 4 5 6 7 2 2 3600 4000 Are the North!South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 597 445 Adjusted_Hourly Volume 597 445 Utilization Factor 0.17 0.1 I Critical Factors 0.17 ICU Ratio= 0.77 I 1800 N N 96 62 O.Q3 LOS= I 1 2 2 2 2 3 1 3600 4000 3600 3600 6000 1800 58 545 710 470 641 11 l 58 545 475 470 641 11 l 0.02 0.14 0.13 0.13 0.11 0.06 0.14 0.13 C East Appr (WB) 2 3 1 I 3600 6000 1800 68 1388 51 68 1388 51 0.02 0.23 0.03 0.23 Turning Movements at Intersection of: Palomar Airport Road and Melrose Drive Time: 7:30AM to 8:30 AM North Approach Melrose Drive Date: 07/23/14 Day: Wednesday 1867 Total Name: FDS 1313 554 Subtotals 1 Sub-710 545 58 Sub- To~ totals j i L totals Totals w e 2567 _j L s 3789 1 470 i 51 t 1222 641 -+ -4---1388 1507 111 -i r 68 0 2313 A North p 806 p i i r r 597 445 96 Palomar Airport Road 0 Subtotals 1253 1138 Total 2391 South Approach Note: Left-tum volumes include U-turns. U-tums in bold. C ( --C C C C C ( \__ __ (_ E a s r t '--- A p p r C ) ) \ ) \, J 1 / ) ) ) J ) ) Palomar Airport Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South Appr (NB} North Aoor (SB) West Appr (EB) 5:00PM to 6:00PM Lane Config- urations Inside (left) 2 3 4 5 6 Outside 7 Free-flow Lane Settings 2 2 Capacity 3600 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 246 524 Adjusted Hourly Volume 246 524 Utilization Factor 0.07 0.13 Critical Factors 0.07 ICU Ratio = 0.71 I 2 1800 3600 N N 85 114 0 114 0.00 0,03 LOS= C 2 2 2 4000 3600 3600 469 759 921 469 299 921 0.12 0.08 0.26 0.12 0.26 1 1 1 3 6000 1525 1525 0.25 1 1800 525 525 0.29 East Appr (WB) 2 3 1 I 3600 6000 1800 261 945 80 261 945 80 0 •. 07 0.16 0.04 0.16 Turning Movements at Intersection of: Palomar Airport Road and Melrose Drive w e s A p p r Time : 5:00 PM to 6:00PM Date: 07/23/14 Day: Wednesday Name: FDS Sub- Totals totals 2625 5596 2971 0 Subtotals Total North Approach 759 j 921 _j 1525 __ .,.. 525 -i ' 246 0 1240 2095 South Approach 2058 1342 2 469 114 i L i North i r 524 85 855 Melrose Drive 716 L 80 ,.._ 945 r 261 0 Total Subtotals Sub- totals 1286 1873 Palomar Airport Road Totals 3159 Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p C :I lo c HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Existing AM 12/7/2015 fvfo.Vemen11lffl11111i1m11111mrea11111U~~~BDlllfifBffl!ll£Jallllllfffl1111111ffi11111s~ Lane Configurations '(' ~ ttft t+i. Traffic Volume (vph) O O 0, . b i .0 84 1 o 100 1080 113 O 1527 Future Volume {vph} 0 0 0 0 0 84 10 100 1080 113 0 1527 Ideal Flow (vphpl) 1900 19QO J900 1900 1900.' 1900 1900 1900 1900 '1900 1900 j9QQ Total Lost time (s) 4.5 4.5 4.5 4.5 LaneUtil. Factor .1.0.0 · 1..00 .0.91 > Q,9j Frt 0.86 1.00 0.99 0.99 ~lfF'rotectecl .. · f oo Cl,9!5 •1.00 Satd.flo'N (pro!} 1611 1770 5013 5038 f=l(Perrnjtted . . . \ tOO . 0.45 . f OO . ..... .. •:/.fOO Satd.Flow(perm) 1611 847 5013 5038 peak~hourraqtor, PH .. F 0,9? :. OJ2 .. ' 0 .. 92 r 0.92 / Q.92 . •-0 .. 92 0.9.2 ··. ( 0.9.2 . 0.92 ;\0,92 . ·.,. 0:92 / 0.,.92 Adj.Fl?w(vph) 0 0 0 0 0 91 11 109 1174 123 0 1660 RJOR Re.cluction(vp!l} <o · ,.0 O ·o i } q ... 73 O O 9 .. Lane Group Flow (vph) 0 0 0 0 0 18 0 120 1288 JumJype < · · • . Prof .custom · Prof · · NA Protected Phases 8 5 2 PermJt\ecl .Phases Actuated Green, G {s} Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) La_ne Grp Cap (vph) vis Ratio Pro! vis Ratio.Perm v/c Ratio Unifdrrn,Delay,d1 Progression Factor incrifoeptal Delay, d2 Delay (s) [~vet of $ervice Approach Delay (s) ApproachLOS . HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actui3tetjCyctel~rigth:(s) ........ . lntersecUon Caeacity ~tilization Analysis Period (min)····· .·· c Critical Lane Group 11/11/2014 Baseline 17.4 0.65 :@:·····,. ···.\.,-:'·'."\ .·. ·_ .. ·, 45.3° ..... J5 14.9 )4.9 0.20 4.5 3.0 318 0.01 0.06 .24.5 1.00 .0.1 24.6 ·c §urn pf. lP$t tim~ ( s} ICU Level of Service 5. 8.8 42.5 8.8 42,5, 0.12 0.56 4.5 4.5 3.0 3.0 98 2829 0.26 c0.14 1.22 0.46 33.2 . 9.6 1.00 1.00 163.1 .0.5 196.3 10.1 F .B 25.9 C: B 18.0 .. CP 0 .. 0 1769 .l'J~ 68 44.1 44.1 0.59 2950 c0.35 0.60 10.0 1.00 ().3 10.3 ~ 10.3 B Synchro 9 Report Page 1 ( ( (_ C c· C C C C ) ) ) '\ ) \ ) \ ) \ ) ) ) ) , -1 _ _) ) \ _) ', / _J HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. .; -Lt~onfigurations Ti.~w? .. Wf µin~:/vRfoi\. Volume v/s Ratio Prat 11/11/2014 Baseline Existing AM 12n/2015 Synchro 9 Report Page 2 HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. f1 t :# /0 Existing PM 1217/2015 rJ*ff!!:8!-~IIRmnmJ!llllll~IIFl'~lll!!%1'ffl~"·'-"1*ffl!KIF"'-f!'IIRW'.tll"i~TW!immill'''i"E!Mmrr,·31~;,flffllt"'31!-~~illll\l!lfi,s~~ 1v,ov'emeol~•ll!ffl10ln1$Jllti'l!Wlillllc:Bl!'/l901!i&EBJ;i-.u:BR' ~«!iv,vpl.!!:VU:1?mn8Iim1TJ;vyc ,,w~l!c • ,~m1111i1l!B81~:l:! ,u.1.111iffi)!;l11 Lane Configurations 'f' ) ttft ttft TrafficV<>l,ufoe (vph) 0 O .0 O O 137 10 100 1304 50 O 1472 FutureVolume(vph) 0 0 0 0 0 137 10 100 1304 50 0 1472 ldec1I flow (vp!Jpl) , 1900 1900 1900 1900 1900 1900 . . 1900 1900 1900 1900. 1900 1900 Total L?st Ume (s) 4.5 45 4.5 4.5 Cai,ei UtiL'fc1ctor 1.09 j.oo 0.91 0.91 Frt 0.86 1.00 0.99 0.99 fltPr6tectecl foo . o.9f 1.96 1.00 Satd.FIOY{ (prot) 1611 .. ,' 1770 5057 5037 Fl(Eefrni~ed}/ J,OQc', ,... , ·•, .Cl,49 1.00 tQO Satd. Flow (perm) 1611 909 5057 5037 Pea~:hou[fagtpr,PHF . 0.92 Q.92 0.92 ),0.92 .0,92 , 0.~2i' P,92 0.92 . ,0.92 , . 0.92 0.92 Adj: Flow(vph) .···· · .. ·. ··, 0 0 0 0 149 11 109 1417 54 0 1600 ~TQR'.Red49Mn(vph) ' 0 0 ' 0 0 , .. ,. >'.:.108 0: .0 '3 0 .0 ,· 0 Lane Group Flow (vph) 0 0 0 0 41 0 120 1468 0 0 1709 rnrnJypf 'O, . . .. s Prot .custom Prot NA NA Protected Phases 8 5 2 6 8 Pirmitted Phc1ses . 5 Actuated Green, G (s) 20.2 Effectlv~ Greeri/g {s). 29.2 Actuated g/C Ratio 0.28 Clearance 1\me (s) .4.5 Vehicle Extension (s) 3.0 Lane Grp Cap{vph) . 443 v/s Ratio Prot 0.03 v/~ Ratio Perm . v/c Ratio Linitorrn 6elc1y, d1 Pr?gression Factor 1,ncr~rMntal D~lay,d2 Delay (s) L~vel):if $ervice Approach Delay (s) Apjjrqach l:.9s.··· .. HCM 2000 Control HCM 2000 Volume to Capacity ratio ActtiaiMcyde Let1gth{s) ' lntersec~ion Capacity ~tiHzation J.\naiysfs P~riod (1T1in) c Critical Lane Group 11/11/2014 Baseline 18.4 0.66 .··~··· 15 .. 0.09 19,8 1.00 · 0.1 19.9 B Sum of lost Bille (s) ICU Level of Service 8.2 ,, .. 8.2 0.11 4,5 3.0 101 c0.13 1.19 32.6 1.00 148.7, 181.3 F 35.5 35.5 0.48 4.5 3.0 2445 ., c0.29 0.60 1,3,.8 1.00 1..1 14.9 B 27.4 C 18.0 C9 43.0 43,0 0.59 2950 c0.34 0.58 ~.5 1.00 0.3 9.8 A 9.8 A Synchro 9 Report Page 1 ( (_ C .· ( ( ( C (_ C C C C C l C C ) ) ) \ J -, ) \ ) . \ ) ) .. ) ) ) ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. -LtiMtonfigurations ;tfiffl9)ig1~rrie (vpHf, ··• :vt Volume Frt Vehicle Extension (s) tib~\G.ht¢ap'.•(vpfi'}·:··rI•J ttri v/s Ratio Prat 11/11/2014 Baseline ,#JO Existing PM 12/7/2015 Synchro 9 Report Page2 Intersection Turning Movement Prepared by: """' 4 FIELD DATA SERVICES OF ARIZONA, INC. +i4' 520.316.6745 ~ 11 Project#: 14-1349-011 TMC SUMMARY OF El Fuerte Rd. & Gateway Rd. "C a: GI ~ Ill ::, LL. w Gateway Rd. TOTAL A,'1 MD PM 2 522 160 362 > 1 243 62 181 ..., ..., :;,:, 0 141 22 119 0 l> n ::t: s;: z rn l/l \ <: ""- _) ,J.!e.-:: vO 4 ~ ~~-v,C4 er,<.) - j 2~1-!!_ :::e,,\1- \,gi;,D i ~=o,or ,Ai:co"' ..\-o.lO c;;s -cl a: l-i,SA ~ \'/'\ '"' GI ::, u.. _,~c.iti ?i:;cc iii ...::...~'""' 1e,CO j VlS.-\'!>I -~ 1 (,,1 -~-o, L'04> ;\ APPROACH LANES 1 ..J ~ ~ r-. 0 co I:::; g \0 .... In 0 .... :;: °' co N 0.. M .... .... 0 :;: ~ N 0 M °' 0\ \0 N rd)'-CONTROL "'(b c:=> Signalized ¢=:J ~ ~ 1J Dr :;: r-. 0\ .... Q. \0 M r-. ..... 0 :;: :;: co en \0 .... < '<I" ,..... \0 ..J ~ g APPROACH LANES AM 35 36 25 N D Gateway Rd. MD PM TOTAL 140 175 0 46 82 56 81 LOCATION#: 14·1349-011 TURNING MOVEMENT COUNT El Fuerte Rd. & Gateway Rd. (Intersection Name) THURSDAY Day COUNT PERIODS AM 700AM NOON PM 400PM 11/20/2014 Date 900AM 600PM AM PEAK HOUR 800AM NOON PEAK HOUR PM PEAK HOUR 500 PM ( \ I \ ( ( ( ( ( ( \, C ( \ ( C C. C ) J ) \ --) -, ) ) ) '\ ) ) ) ) J -, ) ) \ _) --, __J 1• ··intersection Turnin'g1:Movement Prepared by: ,.a. ~ FIELD DATA SERVICES OF ARIZONA, INC. ~ . 520.316.6745 14-1349-003 TMC SUMMARY OF El Camino Real & Town Garden Rd. APPROACH LANES _, ~ g ;:;: "- C ;:;: N ;:;: co N N D Town Garden Rd. i:::: <( ... C'I .... Town Garden Rd • TOTAL f I-\\'"" l~=o.1-< :2-0 1~""\:) \-....,, :;:: \-Si::O ::;, 0 .aA AM MD 43 10 34 PM 74 10 65 cdJ c:=) ~ C ;:;: CONTROL Signalized APPROACH LANES AM 41 37 97 MD PM 69 13 124 LOCATION#: TOTAL 110 so 221 0 1 1 14-1349-003 TURNING MOVEMENT COUNT El Camino Real &. Town Garden Rd. {Intersection Name} WEDNESDAY Day COUNT PERJODS AM 700AM NOON PM 400PM 11/19/2014 Date 900AM 600PM AM PEAK HOUR 730AM NOON PEAK HOUR PM PEAK HOUR 400 PM > "Cl "Cl ~ 2 s;: z m V'l :.~trrtersection Turning Movement Prepared by: ~ELD DATA SERVICES OF ARIZONA, INC. ~ 520.316.6745 Project #: __ 1_4-_1_3_4..;_9_-0_0_6_ TMC SUMMARY OF Alicante Rd. & Town Garden Rd. APPROACH LANES ::;: \0 \0 \0 Cl. co r-. 0 ::;: Town Garden Rd. ~ a, 0 \0 r-. .... TOTAL AM 1~ 75 1 241 84 MD PM 94 cdJ CONTJIOL ~ 157 c=) Signalized ¢:=:J 0 124 32 92 ~ ~ ~Df ::;: Q. 0 ::;: ::;: < _, ;5 ~ -ti ~ GI .... C tll APPROACH LANES j:! < 16 59 44 N D Town Garden Rd. MO PM TOTAL 12 28 82 141 30 74 0 1 1 lil z :s :r: I LOCATION#: 14·1349-006 TURNING MOVEMENT COUNT Alicante Rd. & Town Garden Rd. (Intersection Name) "TUESDAY Day COUNT PERIODS AM 70DAM NOON PM 4DDPM 11/18/2014 Date 900AM GODPM AM PEAK HOUR 73DAM NOON PEAK HOUR PM PEAK HOUR 445 PM ( C ( (_ C ) \ / ) ) \ j _) \ j \ / ) -\ / -, ) ) ) -, ) \ -/ -) ) _) Project#: '' Intersection Turning Movement Prepared by: ~ +I: F1ELD DATA SERVICES OF ARIZONA, INC. ..... 520.316.6745 14-1349-012 TMC SUMMARY OF Bressi Ranch Wav & El Fuerte St. APPROACH LANES > IU 3: .c u ~ C: n ~ ·;;; :tl :E: .. C. a:i 0 :E: :E: El Fuerte St. < TOTAL AM MD PM _o __ -+-_o_ ~ _96--l---l-29_7~ c:==) r--'..,___;;"'---11--3-2-i---l--33--l =u.. 0 :E: 0 0 0 0 0 0 0 0 CONTROL APPROACH LANES AM 0 217 79 N D El Fuerte St. MD PM TOTAL 0 0 199 416 82 161 0 2 1 LOCATION#: 14-1349-012 TURNING MOVEMENT COUNT Bressi Ranch Way & El Fuerte St. (Intersection Name) THURSDAY Day COUNT PERIODS AM 700AM NOON PM 40DPM 11/20/2014 Date 900AM 6DOPM AM PEAK HOUR aoo AM NOON PEAK HOUR PM PEAK HOUR 500 PM HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. cM capacity 498 34 542 Existing AM 1213/2015 ~---~· Volume Total 519 519 330 936 936 936 56 0 0 0 0 56 0.31 0.31 0.19 0.55 0.55 0.55 0.10 0.0 12.4 Baseline Synchro 9 Report Page 1 ( ( C (- \ __ C c- {' , __ { I \ j ) \ J ) ) ) ) ) ) ) ) ) ) J ) ) HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway 352 119 122 233 6.4 6.2 4.1 cM capacity 752 933 11111 Volume Total 8 122 7 215 Baseline Existing AM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. Existing AM 12/3/2015 Grade 0% 0% 0% tse~%EIW!Fap£gt:f:\~:·.:H·,·,'::)·)'.l:$·0,\J/01}1o•f\>o:sq;,·<xo;9q:l;?~f~;§.W.<P:,ff@*;~\iQ'90;t;'<:>;,qJJfil7f.,;-0afi:p.·~m,sp>.;i::·q:90;:sT?tq§p flow rate 1 94 7 107 160 19 40 7 110 1 1 1 7.1 6.5 3.5 4.0 Baseline Synchro 9 Report Page 1 C ( C ( ( ( C C ( ( \. c·. ( \. ' C . C ( \ ) ) ) -) ) ) ' . ) } _; ) ) ) ) \ _) ) ) ) ) --, _) \ j ) ) ) HCM Unsignalized Intersection Capacity Analysls 12: Gateway Rd. & Innovation Way Existing AM 12/3/2015 ----)IIUi-Lane Configurations "i + t+ 1i 1' [t~ffi:§f,\J¢1ilmet,v:eh{hl,,;< ·:'• __ ',:· ,.Jl/L\':'."Btr, ·;:>J~Kft~;~~g;:f}·:~a;f':zii,'fW)c:t: ·.·: ~'},,: ·: '/;' } iT:/·--';<:c.t':.:,l:~~ ;r.:t:;: Future Volume (Veh/h) 64 80 142 40 68 87 Grade 0% 0% 0% 1 704 --~-Volume Total 71 89 202 76 97 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Grade 0% 0% 0% Existing AM 12/3/2015 Bi~mt:1.ounMctqtf:i';~: . .:<:•i;e:)0'9:0,:.;---_.<'o,~,0;'.J:,6,Qo .. Y·:Jo;~~-'?e'1J.@q 0>';·.~;,aPX.::: •,'i·>,x/_, .-., .. _ .·:C<(>: i.-, :/{<:,·i·C,:,\;h:>frl flowrate 131 26 14 189 41 31 None 361 144 217 cM capacity 1423 752 903 ~----Volume Total 157 14 189 72 !"f{'.;,',j}Jf;J}f'.l'i: Baseline Synchro 9 Report Page 1 ( ( ( ( \ ( \ __ ( \ C ( r \_ ( C C C ( \ -- C f. \ j _) \ _) ) ) ') \ I ~\ . ) ) ·, _) HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. None TWLTL 211 368 207 3.5 3.3 cM capacity 755 833 -Volume Total 2 157 211 18 Baseline Existing AM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. TWLTL TWLTL 589 139 429 125 304 4.1 6.4 6.2 2.2 3.5 3.3 capacity (veh/h) 1445 679 926 Existing AM 12/3/2015 -~---Volume Total 139 63 178 76 Baseline Synchro 9 Report Page 1 ( ( { ( ( ( ( ( \ ( \ ( \ - C C C C C \ J \ J ) \ _/ J \ ) ) \ I ) ) ) ) ) ) \ ) 1 _) \ ) \, _} HCM Unslgnalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. "" r J( /} ( JI II- Existing AM 12/3/2015 Lane Configurations V ~ "'i t Jli(rmt_r,g:@01uri\Jrtveo'lh11<.,;,~,L,--:;:;:'\8J<C' ;\8,l5 :,L:· J1JZ,:}-J t~p->'._--, \',,:~9 /1._ '1'.2,0}\~:f,.:1J:''lY J_:;;:~ >}-_ -·:j:\:--_•J:_" \C '--)_ •• -,.:, '::,_-_ ./:: :;·u,_•~~-L-r Volume 8 85 112 36 209 124 40 99 574 144 164 430 Volume Total 103 164 99 232 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. cM capacity (veh/h) 93 3 216 -Volume Total 1280 1280 654 556 556 556 136 Baseline Existing PM 12/3/2015 Synchro 9 Report Page 1 ( ( I { ( ( r \, ( , __ C C ( ( \ ( \_ , / ) \ j ) J _ _) ) ) ) ) HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway t Existing PM 12/3/2015 1111,9~-----Lane Configurations ¥ t. ~ 4 ;o:afaj~~wm~{Y¢trlb;)\•J';< /,::)':'.::§':<:.::;;Y01~·,, -~1:s7;;· :r~ t:2-·;:;·')ttYr ,122pi,': },'~ ,,:x•-;,'~ ;:X' :· .. • ;;<(;,· .••. ····••.,:· ~>;:· >·:,> ·/;;·~,~:,:~l-;\1 Future 5 10 137 2 5 225 0% 0% 11 152 2 6 250 TWLTL TWLTL 1426 • Volume Total 17 154 4 252 Baseline Synchro 9 Report Page 1 HCM Unslgnalized Intersection Capacity Analysis 11 : Alicante Rd. & Gateway Rd. t Existing PM 12/3/2015 --4WIIJ--Lane Configurations 4l, "i f. 4 'f 4l, IBc~fl]]A;:V§ltnrte:{Vfec~lfiT~·c'«'tt;:'1\::~:,:(j···.e'.~!;cf¥~ret~·;,>:ss'tt:.;1,.zsf~··',·:.1:.6·z:fJ;:·;a+<f:0.··:,·';tl'a.;3:L···.,",1"";·;w;1A3'~Y:ci~t:'.lw~:·.··,,>tJ;rz2·::··::~2 Future Volume (Veh/h) 1 156 39 125 62 1 18 2 133 7 5 2 Grade 0% 0% 0% 0 0 148 2 0.10 0.04 0.04 0.17 O.o3 8.0 0.0 11.8 10.1 13.1 Baseline 847 387 501 993 Synchro 9 Report Page 1 ( ( < ( / ( \ ( ( ( \ C r· ( ' C C r \. \ / ) -' ) ) \. / -) \ } --, ) \ -\ / ) -, ) -'; ) \ ) -' ) ) \ / l \ i HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way ,_ Lane Configurations "i t ~ °'i rf . FutureVolume(Veh/h) 94 215 113 51 174 73 0% 183 602 154 447 6.2 3.3 cM capacity (veh/h} 1 567 891 ~--111111 Volume Total 104 239 183 193 81 Baseline Existing PM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Existing PM 12/3/2015 --Lane Configurations t+ -., t ¥ · tiMl65lPl!£ilii¥T:VeblhJ;;,:;,k,· .. ::,:.··jt0~;; .. ;; .. ,]37:~:·······s,-e0>:2'>:2a~,hf..U\a2·•·,·,.·.·2\':k&i'.·/Y.a::'··':"A;:1, .• \.•.;,.:/).•:·;·;';t'';··.···tZ'C·A:.;•~fh::i;;lJ·.······: Future Volume (Veh/h} 409 37 20 288 32 18 Baseline Synchro 9 Report Page 1 ( ( ( f \ ( / '· ( \ ( ( ' \ (! C C ( r \. ( ( ( C C ) I -/ -' ) ) \ i ) \ ) ) ) ) \ J HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. Existing PM 12/3/2015 ·-Lane Configurations -., t ~ ¥ Future Volume 2 421 138 7 13 2 157 472 6.4 6.2 889 ----~ Volume Total 2 468 161 · 16 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Existing PM 12/3/2015 -(lll'Ai-~---Lane Configurations 1+ "i + V iJ:;t@'.ffig;~~i~l~::[v&l'iJ:n]')~1%\;~;~~fa11~'til~t!cg~4~;~:i1r~::s'<+XiFf 3~\Q~Hr%~,~7':0t~1~,;tg!~1:t~W:t1°:W~g;;;1i,'J0~y~41i'lK~t'r5ltt;;t~$,l[ft:-1t;\i4:;f\'.~t~~5it\?lP'J;:,:;r:i;f:lliiU:f:})''ffi~;f~~r'~ FutureVolume(Veh/h) 323 74 138 117 32 139 0% Baseline Synchro 9 Report "· · Page 1 ( I ( ( \ C rr \,j <:I .. ~r ~ii ~!L. ~ii ,:;1 11i1·· "I, C C ( ( ' _) ) ) ) \ / j ) ) ) ) ) ) ', / ) HCM Unsignalized Intersection Capacity Analysis 16: Town Center Orvvy. & Gateway Rd. 1282 466 513 3.5 cM capacity 298 596 1052 285 Existing PM 12/3/2015 ,_.Jlll_~,-.-.-- Volume Total 263 513 271 274 Baseline Synchro 9 Report Page 1 £°xt'f1'~' Ut'lh p,~.,, ~-I California MUTCD ~ (FHWA 's MUTCD 2003 Revision 1, as amend for use in California) Figure 4C-103 (CA). Traffic Signal Warrants .Worksheet (Average Traffic Estimate Form) Page4C-16 COUNT DATE--~--~--~ -CALC-----DATE----- DIST CO RTE PM CHK DATE----- Major St: GA.-tew~ 'iu.J) Critical Approach Speed ------ Minor st: 6;,.11.,.l,. J~ ,LR;i.J ?>~~ · Critical Approach Speed mph mph Speed limit or criticalspeed on major street traffic> 64 km/h (40 mph) ........ g } RURAL (R) In built up area of isolated community of< 10,000 population ....................... D &!sf" URBAN (U) (Based on Estimated Average Daily Traffic -See Note} URBAN .. , ..•••.. ~ ••..•.•.••..•. RURAL ............................ Minimum Requirements ~ll.-k-!U EADT ;::;;.,.,/,. Pt.II CONDITION A· Minimum Vehicular Volume u v Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on Higher.Volume on Major street Minor Street Approach (Total of Both Approaches) (One Direction Only) Number of lanes for moving traffic on each approach Urban q{~JJ~!0.::1~~:::: ~7.~:~!~~:::1~:.:::: Urban Rural Rural ~ 5,600 ~ 1,680 . 6,720 1.680 2 or More ........................ 2 or More ........................ 9,600 6,720 3,200 2.240 1 ..................................... 2 or More ........................ 8,000 5,600 3,200 2,240 CONDITION B -Interruption of Continuous Traffic Vehicles Per Day / Vehicles Per Day on Higher-Volume Satisfied Not Satisfied on Major Street Minor Street Approach (Total of Both Approaches} (One Direction Only} Number of lanes for moving traffic on each approach Urban Rural Urban Rural ~~~~.rt~~i: .. .!.r.f ...... 4,l~~-~~~'·:·!!.~:t ..... fi 8,400 @ 850 or More ....................... 10,080 850 2 or More ........................ t 2 or More ................ "' ..... 14,400 10,080 1,600 1,120 1 ..................................... 2 or More ........................ 12,000 8,400 1;600 1,120 Combination of CONDITIONS A+ B Satisfied Not Satisfied 2COND1T10NS 2 CONDITIONS 80% 80% No one condition satisfied, but following conditions fulfilled 80% or more ........... "A B Note; To be used onJy for NEW INTERSECTIONS or other locations where it is not r~asonable to count actual traffic volumes. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. 'f?-'(;J 'i)n'v~w'j AT>! "4 t:f/JI'( AfJf "K, /,IJ '!.(A/ Ptj-,J~ ~ ~ '10 '6 Al'lr Chapter 4C-Traffic Control Signal Needs Studies ~ 'l")_. 2"' ll ti ;(J • September 26, 2006 Part 4 -Highway Traffic Signals f4 ve<-• ( ( ( ( /- \ { \ / ( (: ( ~ ( ( C ( \ C C ( C C r \_ C \ i ) J . : ) ) ) _} .\ I . ) ' _) \ .J Uptown Bressi Mixed-Use Shea Homes 8 =-Project Site 004014 © Urban Systems Associates, Inc. December I 0, 20 I 5 k, y NO SCALE I FIGURE4-l Existing With Project Average Daily Traffic 4-2 004014-Report _ D Project Trip Generation Table PROPOSED RESIDENTIAL Use AM PM Trip Rate* Amount ADT Peak % Vol. ln % Out% In Out Peak % Vol. In % Ont°/o In Out .....•••• , ••. ,, ............. •'•'"'··-~-.•••• ,: .•• , ............ • •.••.•. •,•.•.•'•.-.•'·,·-···········-··>.·.-· .. -.-· ... ,._ •• _ ••.• •.,. •'•,•.'.•.•-~·-·-···········-·.·········-·,•'•.•,•,•,•.•,•,•,•,•,••'•' ... ,',-•'-••','• , ..... ,,., •• ~ ,•.' ~--·················· ••'•'·'·.· .•,.,',,.,., ....... .'.' •... •.•,•.••.·-··············· ·'·'·•'•'"·'•'• .... ,.-••• ,;.,,, ......... _ .•• _._,•.• •• ,•,_,,•,_,_._,_,_ ••• :,_,,•,•'.•.••.•.•.•.·-·-·-···-······-····'·· ......... _,.,, ... . Condominiums 125 DU 8 /DU 1,000 8% 80 20% : 80% 16 64 10% 100 70% : 30% 70 30 :,·-:-~---:-·--~---·-·-~·.·-·········~.-..... , •• , .•••• , •• ,., ••••••.•••••• •.•.·.·•·•:'.:.:,:-:-:'.·.:•:.:,:.•.:.:-:,:-:-:-:-:-:-•,:,:-:,:.:•:-:-:,:-:-:-:-:,:-:,:,:,~-:-:-:,:>•.:,:::.·.:·•-:-:,:-:-:-:.:-:-:-:-:,:,:-:,:-:,:-:,:,·.•.:,:-:,~·•:.•::.:-·-·,:,;,·,;,···························································:·.·,·•·'.·,•.:,:,:-~•··!·!·'.·~:,:,:-:,:,:.•,;,•.•.•.~·.················~·-·····························-·•::·.~:.•,•,:•·····•:.•,:.:,:,:-:-:-:-:::,::·.·.·•·:·.~···········~···~·.···············:·•·•· *Sandag Traffic Generation Rates, April 2002 Note: DU°" Dwelling Unit ADT = Average Daily Traffic Use Amount Community Shopping Center 100,174 *Sandag Traffic Generation Rates, April 2002 Note: KSF=l ,000 Square Feet Project TOTAL PROPOSED RESIDENTIAL TOTAL PROPOSED RETAIL COMBINED TOTAL PROPOSED RETAIL COMBINED TRIP GENERATION ADT AM Vol. 1,000 80 8,014 321 9,014 401 PM In Out Vol. In Out 16 64 100 70 30 192 128 801 401 401 208 192 901 471 431 C ( ( ( ( ( /" \ ( \_ - ( ( \_ C C C (_ /" l - (_ ( C -) _/ \ / j -, ) ) ) J -_/ FAIR SHARE PERCENTAGE CALCULATION Formula: Equation C-1 from "Method For Calculating Equitable Mitigation Measures" per CAL TRANS Guide for the Preparation of Traffic Impact Studies Location: Gateway Road/ Innovation Way (Int. #12 in TIA) AM PEAK HOUR Project Only AM Peak Hour Traffic: Near.Term w/o Project AM Peak Hour Traffic: Buildout With Project AM Peak Hour Traffic: Fair Share Percentage Calculation (AM Peak): 182 / (1,462 • 665) X 100% = 22.8% PM PEAK HOUR Project Only PM Peak Hour Traffic: Near Term w/o Project PM Peak Hour Traffic: Buildout With Project PM Peak Hour Traffic: Fair Share Percentage Calculatioi:i (PM Peak): 412 / {1,778 -899) X 100% = 46.8% 182 665 1,462 412 899 1,778 (See Int. 12 -Figure 3-4) (See Int 12 -Figure 5-4) (See Int. 12 -Figure 6-4) (See Int. 12 -Figure 3-4} (See Int. 12 -Figure 5-4) (See Int. 12 -Figure 6.-4) Average of AM & PM Peak Hour Fair Share Contribution 1c22.a% + 46.8%) 12 = 35% 1 EOlJITAELE SHARE RESPONSIBILITY; Equation C-1 NOTE: Ts< Ts.see explanation forTabe!ow. where: P = The equitable share for the proposed project's.traffic impact. T F "--To -TiE T =· The.vehicle trips generated by the project during the peak hourof adjace,1t State highway facility in vehicks per hour, Vph. · T 5 = The fore.casted traffic volume on an impacted State high,vay facility at the time of general plan build-out (e.g., 2D year model or the furthest future model dare feasible), ,ph. TE = Thetraffic volume existing on _the impacted State highway facility plus other approved projects that \.Vill ge:µerate traffic tfult ha~ yet to be con.~tn1ctedlopened1 vplL thsignelized . 48/108- Gateway Rd. /Jnnovalion wa . F1GURE 3-4 9711s1J 911259--t- U,,signalize,d GtHl!'l~pRd. Oatsway Rd. /Innovation Wa FIGURE 5-4 17S1295J 203/442- Gateway Rd. 1 ·1"na11•ilon Wa FIGURE 6-4 ) ) ) ' ' \ ) ) \ j ) \, ) Uptown Bressi Mixed-Use Shea Homes APPENDIXB © Urban Systems Associates, Inc. January 27, 2016 SANDAG I CARLSBAD TRAFFIC MODEL EXCERPTS AND APPROVED OFFICE PIP 004014 B 004014-Report_E L '--./ SAN DAG Series 11 North County Model 2030re Select Zone Plot TAZ 4689 [=.] Traffic Ar,~lysis Z.:rnes ' ' ' ' ' '-._, _ _,,.) ''--__/ '-...._) ~i , ___ ./ \., _ _/ '--/ ~i,~: :~ ....__,..,00~: \....__) ·, _ ___,,) ''-.../ '-_ _..,. -"-_/ , __ ./ ~,--0;;~k'2~;··-'~3t;·· -1' 7?--.._ / .) ·,, \.,~.?' ' ........ ·--~·"-' . ..__ .~,,,;;,</7' ! ·. (J J) i'"" -\ ~ '""*l,,'::"-_,;---,.r--y >I:.,.~_;·-":~ ,., I .,, ~· ' _.--.,,. '--·---ll. '·,,/ ... ,· t ''-... .__,,,._ ---~/ \. ""----.• • .·---•.. ,., .. ,. rj:... . i.:· / -~ J·-·_.:r·:~-~ :;,--,/• ,-·-·-:;"-~. , ..... '. '·1.-.. ~~---1: .-.~,--.--."···! ,...__ ~ . ,,.r. /-lr_.~~-><--.;. '·. "'~-If u-,r' '"'-l 1' ~ .• t ;v •w,. I, -~ '-.._, ~. "'... ( ' ,..-_..... / !--.... -,. "•, \, , .. --< ...... 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'\.. \ • .,Y __J..-----_......--~· · '!!. -.~ ..... ~ .. """ _,,f \ ·\ \ f ~,-. t, ' \ \ ------• "J. --~(, \• -· J \l • """''""Mfu'"~ ~ ·, . .. \ 1 \. 1 . , --· · , , , • t-r~.' .. ~,_,.,.,,. 1 1 --·-,.. c ,, D "\•j , •• •· ~ \ ''c ,..,.. ·--.",<-J-,., "~,-~,=, '>~~-.,.::,,, l _./ I f ...,.,,in>~1hlOF>1~•-IAl•""n~1...,,,...,1•, "'"~:"~"-:'""i;,.r-r.~ISAAlll-.l °''~""""-~ .. , ..... , ..... ,,,, •• ,..,1t,._loi, ~AN DIEGDASSIX.l ... tiOnoeDr GQ~i'.FIN~tttl~ 4a,&HHUi,SUl1taac 1"Ni'>ltGU,t/'\llFC~N!I\U,111U!l:/I [61~j~N•Hatl !;:'~=~:=:::::=: N l'P.'I A U'.~l!l9 Mlle! SANDAG ~"service bureau oate:C!l~f"l'nb,.,r1D, ::ic,-1 ·, ' . ::., -~ ~\' . -----\-.. -----... ~ ... -··,~ ~;;:..-: . j ~ ~~ \ ., ... ) t '-;,\ ::::·· t \. ,1.,_ \\-------·"' ·\ --------------1 -. -,.. 1·---~, .. --;;i _1, ·1 i I 1 ~~) ·· ·:~1 \t· ,r -,~, .. -· __ " ··---,~·-----,_L-----/J·-~ --..... \' 1-,,. _____ 1,_ ........ , r l.,~-\ / r I I . ' , · · it-··"c~ ... , .. -·· _,,.,·~"'\ ..J·;;,,,r -· ... \ .1 \., ••· I ··, . ,, I l 1 1 ,; 1 '---.. Ji 1.,., ) _.I ... --~ "· ••• • J ' \I 'j. 1 • I , \\ . {r,,..,·_;-·7;,·-· -, ~~=\"'·-----, '°',--\_ .... ;~,(__ . .~.,,·'/ _...,...,.-i-·~J ..... ,""'~1 -···(""'·A,.::-·-.. ····-----·-i 1 n~ } 1 -·· .. -------·~, ...... .1/1 _ .. < .k\·· ·-\ '. • \ .. ,"',~ ·. \ ·-. "-. •• . ..-· . ," . ' \ _.....'¥ ".\ (' ./ ., . --•• \'.'\ t' "'"-.;,,~,,,1,.~\-, •, " Al ·· . ., ,....._ __ ---· ------,-· ........................ _........... ~ ">': -'-'1Vl-·----.S ... J---V • ./ ·--f,C. ~ '\\ ri ~· '\ , ··\.: _,,·.----···--, \ 1... l . . .YI. \ __ ... -· t:, ,."-'-. . '. ' .. I '> -, ' . ,• \ ••· ·-.. .: ...... r ! , ,~ ~ .. ,, .\3\\:.,,.. -I ,. _ _j •• .._ l • ·---"~"' ·.-..,;\ _,.,:c::.::...._ .. _ .. ___ .. • ... ____ .. __ r,, ... ~ . )) ·--.--'"-/·i Jr / :r··r ,~·. \ ·1 \_·,.:.,.::J....~ .. --·, -.;::.: \ ) / . I ', '\, \ \ ' '>,-'• ™ D. \, ~·.,-,~~.. . : :J,.,,,._ L~--,·a . .Z-__, ·' ,./ , / -~ ;·-......... 1 '\ '\. . ·6 -1( \.~\ '\ Ji'\· ,-<r ! I,\\• /'' I j /''.'-',,"t. ''--..;J•' l ~\ .. ----r 't \ . '" ' "• I I ' C \ \ \ I ' } 11" ~ ·~i"• ~· I',. / \.. I' ~ \, '\ ,: ·. • ''t .. / I / . / I \ 'I( '( .,, \ ··\ \. ~ ~ './ ""..._.,.i,_.._, ' ll '-~/ ',l'>.'7= ~ Q.1..b,7 .2,,:,,V6-2 i-.:,-T c, Urban S}'stems Associates, Inc ADJUSTMENTS MADE TO SANDAG SERIES 11 NORTH COUNTY MODEL UPTOWN BRESSI STUDY AREA (see attached marked up plot excerpt) 1. The model has assigned 15% of trips to adjacent Bressi Ranch TAZ's so that the off~site trip distribution to areas outside of Bressi Ranch adds to 85%. 2. Trips were added (5%) to PAR between Innovation way and El Fuerte Street where the model assigned zero trips. 3. Trips were added ( 4%) to Melrose Drive south of PAR, where the model assigned zero trips. 4. Trips were added to Faraday Ave. east and west ofECR as a minor adjustment. 5 .. Trips were added to ECR south of Town Garden as a minor TAZ adjustment. 6. Trips were adjusted into the Lowe's center. 7. Trips were added to Alicante Road south of Poinsettia were none were assigned in the model. 8451 Miralani Drive, Suite A • San Diego, CA 92126 • (858) 560-4911 • Fax (858) 560-9734 C C ( (_ . l' \ -· / C ( ('· ( \_ C C C C ( '\__ C C J ) ) ) . \ ) ) ) ) ) ) I I ~1 I ~ ~{;1 ;,/ !\ / l~\ ~~~ • I ; i i I ii: \ .t--"'..~-',. /:"' I f9 --.., ,,; ,' I ~,t ~, 1" l ii I I I I I ~/( ,~ I \ ' ' 't. ~-, ~,;:, \ \ \ \ 6.1 ;1> _ !) _ ,., ' I I I I r 1'A2-~,6.''T, :;;,: Pw/~ \ \ \ \ \ \ \ \ I 'i ~\. \ \ \ I \ -- C C c-· Use C \ ) ., ) (: D 'J ) \ .. ) ) \ __ ) ) ) ) ) \ J ' ) .ilfflllli! h ·~ .ffl :I ~ .. : .. ~· .·~ m l':: ~ .. I .. ·.~ :~ l:.5~!!l'I!i ~·· y:;;,-;;. •1.'¢Hi.r~~ IJlliO ust; C. ······ .... /,Jl®, :Pf~'-1:TION: ·~M~tf; =Ji:~R<1i"~'-l~@·~~··· EUIWINGc· ·Nrvt" . ll~tlt::J~~==· SfT.~~· ..,.;..;~""'"'---'"'"""""'.'~~ ~~~\~-~-........ ~~-. 1~'1J!~~~ &i~~9)1-=~~ ;~ :~.~·· M;:~~~:irt .. rti~~·i· ~!t•»l~ft rol'Jl1 '..)iJi.¢;~ ~:~ .. •-.; .. (r~.· .. · .. , .. $;ii.J1i!lif..li~:i.:q~~1qe ~"' .~:~;::~u~,~~~i!Aiqp. :~'Mt~ l~.F'l_ii?BU!!l :o:~f I) /JAAj ~J f'\i5]~1~p. . ti'ii"O. l ,.,r.,z.:.,: ... ·.~.: .. ;.:.-.. · ..... · .. ~.·:·.: ..... ;~.···:···.~.·.·.!,i.·.··· r M~w/~t:t!(~ "" "'" · · ,, •. ; .. . '•~ . /·+:" rci:c;yl!:lt'Q .. ~(}JEC'r~PAJEJIIEAAHOO . .. ~ti;:;:~~ . "".< :;!J(Jir,i~i~:~:~ltt ~t!~IT;t~n ;i; J~&~bHP~~;;:: M:;:t,t.i;~~~.n.W',!i'ln:~·~~Jij~.~. :#ird1~~.111~ Rt~~n~:·~Tii:~'iwiif..: .~i .. ,;, ,'\ 01ri10 J;,V. W . ~ 10 b At>":-1> ~,11 · .. · . ) ) \ J ) \ ) ) -\ -.J \ ) Uptown Bressi Mixed-Use Shea Homes 004014 © Urban Systems Associates, Inc. January 27, 2016 APPENDIXC EXISTING PLUS PROJECT LOS WORKSHEETS C 004014-Report_E \ ) ) ) ) -\ ) \ _/ --\ _) ) \ ) ) ) ) ) ) \ j -' ) \ } ) 1 _) \ ) \ J El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity UtiHzation (f 'I.\ S.i\ ,vli + f\'2..IJ ~6 '-T) Pk. Hr. Time Period : South AgQr {NB) North Aoor (SB) West AJ2Qr (EB) East AJ2~r (WB) 7:45 AM to 8:45 AM _.!&L Thru Right Left Thru Right Left Thru Right ~ Tirru Right Lane Inside 1 1 l I 1 Config-{left) 2 I l I I urations 3 1 I I 1 l 4 I l I l 5 I I 1 6 I Outside 7 Free-flow Lane Settings 2 3 0 2 3 I l 2 l l 2 I I Capacity 3600 6000 0 3600 6000 1800 1800 4000 1800 1800 4000 1800 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 f/7 +Ii .,. ,, +t -1-t Hourly Volume +'b 709 611 98 440 1206 220 31 139 73 11 626 170 Adjusted Hourly Volume 709 709 0 440 1206 220 31 139 73 114 626 170 Utilization Factor 0.20 0.12 0.00 0.12 0.20 0.12 0.02 0.03 0.04 0.06 0.16 0.09 Critical Factors 0.20v o_.10.......-0.02----0.16 ....-- ICU Ratio = 0.68 i..--LOS= B~ Turning Movements at Intersection of: El Camino Real and Faraday A venue w e s t A p p r Time: 7:45 AM to 8:45 AM Date: 07/22/14 Day : Tuesday Name:FDS Totals 1126 Sub- totals 883 243 0 Subtotals Total North Approach 31 _j 139 __ ,.. 7h+ 1982 220 j 709 6 3400 South Approach 3060 1866 +ICf 1206 440 i L i North ~}'."1 :,,.. '+ i r 6ll 98 l4l8 El Camino Real 1194 L 170 ~ 626 0+ 114 0 Total Subtotals Sub- totals 910 378 Faraday Avenue Totals 1288 Note: Lefr-turn volumes include U-turns. U-tums in bold. E a s t A p p r El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A1212r (NB} North Aoor (SB) West A121:r /EB) East A212r (WB} 4:30 PM to 5:30 PM ~ Tum Ri!!ht Left Thm Ri!!ht Left Thrn Right Left Ihm Right Lane Inside I I I 1 I Config-(left) 2 I I I I urations 3 1 1 I I I 4 l l l l 5 1 I l ~ 6 l Outside 7 Free-flow Lane Settings 2 3 0 2 3 1 I 1 2 1 2 1 Capacity 3600 6000 0 3600 6000 1800 1800 2000 3600 1800 4000 1800 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 t3q .,.q +43 +lq ,r Cf Hourly Volume .\(if-1 72 1128. 95 227 712 18 250 497 851 196 137 311 Adjusted Hourly Volume 172 1223 0 227 712 18 250 249 1100 196 137 311 Utilization Factor 0.05 0.20 0.00 0.06 0.12 0.01 0.14 0.12 0.31 0.11 0.03 0.17 Critical Factors o.;rn , 0.06 ...... 0.31......-, 0.1 1-.v (O.'tl) ICU Ratio =:. 0. 78 LOS= C (o.-rq LOS =c) Turning Movements at Intersection of: El Camino Real and Faraday Avenue w e A p p r Time : 4:30 PM to 5:30PM Date: 07/22/14 Day : Tuesday Name:FDS Sub- Totals totals 447 2045 0 250 1598 497 851 sf,, Subtotals Total North Approach 18 j ... __J __ ,.. -i , in 172 42 l 693 3088 El Camino Rea! 2612 Total 957 1655 Subtotals +'fl 11 712 227 Sub- i L totals L, 311 i -+-137 644 +qr 1% 0 Nn~!J +-3~ "q 799 i r 1128 95 Faraday Avenue 1395 I Totals 1443 Soutb Approach Nore: Left-tum volurnes include U-turns. U-tr.irns in bold. E a A p p ( I \ ( ( ( ( ( ( "'-. r \_ I - \_ __ C c-,-.\_ ( \__ ( ( C ! \ __ _ ) ' ' J -) ' _) \ / \ J ' j ) ) '\ I \ ) ) -' ) ) ;&v Palomar Airport Road at Yarrow Drive Lane Configuration for Intersection Capacity Utilization (f;'(1<;.T1,1,1&+ P1<..e~fc~ Pk. Hr. Time Period : South AQQr (NB) North Annr (SB) West AQQr (EB) East Aepr (\VB) 7:45 AM to 8:45 AM ~ Torn Right Left Thru Right Left Thru Right Lett Thru Right Lane Inside I 1 1 1 I 1 1 Config -(left) 2 l I I urations 3 l I I 4 I I l I 5 6 Outside 7 Free-flow Lane Settings I 1 1 1 0 0 I 3 0 1 3 0 I Capacity 1800 2000 1800 1800 0 0 1800 6000 0 1800 6000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 +-&f r"l +rt -t't n!' +l. Hourly Volume 40 9 53 29 3 19 64 1059 175 271 1295 110 Adjusted Hourly Volume 40 9 53 51 0 0 64 1234 0 271 1405 0 Utilization Factor 0.02 0.00 0.03 0.03 0.00 0.00 0.04 0.21 0.00 0.15 0.23 0.00 Critical Factors 0.03J/o.OJ....,..... 0.21v 0.15.........--- ICU Ratio= 0.52V-LOS= A....-- Turning Movements at Intersection of: Palomar Airport Road and Yarrow Drive w e s l A p p Time: 7:45 AM to 8 :45 AlvI Date: 07/22/14 Day: Tuesday Name:FDS Sub- Totals totals North Approach 19 j "-1377 1 64 _J 2675 1298 -,.r-, 1059 __ .,.. Subtotals Total 175 -i 223 1 40 0 325 South Approach 51 3 i i North i 9 102 Yarrow Drive 200 f-1. 149 0 29 L ,I-"2 L 110 f ''" ..,.__ 1295 -t "1 r 271 r 53 ,t '1 Total Subtotals Sub- totals Totals 1676 5 3054 1378 Palomar Airport Road Note : Left-tum volumes include U-tums. U-tums in bold E a s A p p Palomar Airport Road at Yarrow Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Af!er (NB) North Aoor (SB) 4:30 PM to 5:30 PM Left Torn~ Left Thrn Right Lane Inside l 1 Config-(left) 2 l urations 3 4 5 6 Outside 7 Free-flow Lane Settings 1 1 Capacity 1800 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 150 14 Adjusted Hourly Volume 150 14 Utilization Factor 0.08 0.01 Critical Factors ICU Ratio = 0.68 l l I I 1 0 1800 1800 0 N N ... , r5· 277 100 13 277 181 0 0.15 0.10 0.00 ~ 0.10~ (0.1&~ LOS= B e,os== c) I 0 0 68 0 0.00 West Ae12r (EB) East A1212r rwm ~ Thrn Right Left Thru ....filg;!g_ l l I I I 1 I 1 1 1 I 3 0 I 3 0 I 1800 6000 0 1800 6000 0 I-'3'7 f Cj +Jr f '( 33 1592 55 109 1105 59 33 1647 0 109 1164 0 0.02 0.27 0.00 0.06 0.19 0.00 0.27 0.06 (o?J) (o.o7) ( 0,71 Turning Movements at Intersection of: Palomar Airport Road and Yarrow Drive Time : 4:30 PM to 5:30 PM North Approach Yarrow Drive Date: 07/22/14 Day: Tuesday 359 Total Name:FDS 181 178 Subtotals 0 Sub-68 13 100 Sub - Totals totals j t w L totals e 1201 ... s 2881 5 33 __J 1680 1592 -->-,t J'( i 55 -i A North +S L 59,f I{ +-1105+3.S 1273 r 109+q 4 p p ' i 1944 r 150 14 0 277 Palomar Airport Road +'l Subtotals 252 441 Total 693 Totals 3217 Snuth Approach Note : Left-tum volumes include U-turns. U-turn; in bokL E a A p p ( C ( ( ( ( ( ( \__ 1· \, __ ,- \_ (- ( \___ ( C ) \ ) ) \ -! _) ) ) _J \ ) ) Project#: intersection Turning Movement Prepared by: ~ i FIELD DATA SERVICES OF ARIZONA, INC. ~ 520.316.6745 14-1349-002 TMC SUMMARY OF Lowe's Drwy. & Palomar Airport Rd, )> '"O '"O 5 )> n :r s; z m U1 Palomar Airport Rd. TOTAL AM MD PM + o. IO D ,"-'l / ..-t" .. LOS A....,..-~ I:C,J:? 1"111+-S"Z (ooo ·v ;: 0 ....I 0.33 1st+'-/= o.o~ IVOO -<.'-\ 7' - APPROACH LANES 0 0 0 ~DGBG 0 0 0 0 0 0 JUlS "lNTROL ~I '?./~ 1) 11 (P :;: "' "1" 0 \D "-r-... .... C :;: :;: N 0 M < \0 "' _, r-... ~ N i2 "' 1 APPROACH LANES AM 0 1653 120 N LJ Palomar Airport Rd. MD PM TOTAL 0 0 1336 2989 152 272 0 3 LOCATION#: 14·1349-002 TURNING MOVEMENT COUNT Lowe's Drwy. & Palomar Airport Rd. (Intersection Name) THURSDAY Day COUNT PERIODS AM 700AM NOON PM 400PM 11/20/2014 Date 900AM 600PM -AM PEAK HOUR -, ,,oo i 7·',5AM I _+-0 • I O flOON PE1\K HOUR l o.si .....-_ PM PEAK HOUR 430 PM ___________ Lo.s __ A_ ------------------------------------------------------ r ( r \_ El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization ~t\ ( ~ tJc;:1 u1t + PRO::.~--C -"( Pk. Hr. Time Period : South A1::1::r (NB) North Aoor (SB) West AQ2r (EB) East AQQr (\VB) 7:45 AM to 8:45 Al\I ~ Thru Right Left Thru Right Left Ihm Right Left l11ru Right Lane Inside I l I I l Config-(left) 2 I 1 l I urations 3 l l l I 4 1 l 1 1 5 I 1 I 1 6 l I 1 1 Outside 7 l l Free-flow Lane Settings 2 3 2 2 3 1 2 3 1 2 3 2 I Capacity 3600 6000 3600 3600 6000 1800 3600 6000 1800 3600 6000 3600 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor ~-10 .,.1. HI tl! +ZJ +-27 Hourly Volume 120 621 423 484 950 362 168 818 134 543 1235 492 Adjusted Hourly Volume 120 621 152 484 950 278 168 818 134 543 1235 492 Utilization Factor 0.03 0.10 0.04 0.13 0.16 0.15 0.05 0.14 O.D7 0.15 0.21 0.14 Critical Factors 0.10~ -(tt'., 0.14'-""" 0.15 .....- (0,11/) ICU Ratio = 0.62 LOS= B (o.l3 L.OS,:: B) Turning Movements at Intersection of: El Camino Real and Palomar Airport Road w e s A p p r Time : 7:45 A..M to 8:45 AM Date: 07/23/14 Day: Wednesday Name: FDS Sub- T~ totals 1776 2896 1120 0 Subtotals Total 168 818 134 North Approach 1796 362 950 j ! _j -~ . .,..ir i -i North i f'f 120 621 11 1 l93 1164 2357 South Approach El Camino Real 3390 .J-'31 1594 3 484 L ..-z7L 492 +23~ 1235 t 543 r 423 Total Subtotals Sub- totals Totals 2270 0 4057 1787 Palomar Airport Road Note : Left-tum volumes include U-turns. U-tums in bold. E a s t A p p C C ( C C C C ( \ __ ' _) ) ) ) ) ' ) El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A12gr (NB) North A12er {SB) West Ag12r (EB) East Ager !WB) 4:45 PM to 5:45 PM ~ Tum Right Left Thru Right Left Thm Right Left Tum Right Lane Inside 1 1 I I 1 Config • (left) 1 l 1 I I urations 3 I 1 I I 4 l 1 l I 5 1 1 l I 6 l l I I Outside 7 I I Free-flow Lane Settings 2 3 2 2 3 I 2 3 1 2 3 2 Capacity 3600 6000 3600 3600 6000 1800 3600 6000 1800 3600 6000 3600 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N I Efficiency Lost Factor 0.10 +.t.t .,.7, tS7 -tfZ t'1 't461 Hourly Volume 194 785 458 651 921 156 275 117 533 958 31• _., Adjusted Hourly Vol um~ 194 785 192 651 922 19 275 1461 117 533 958 37' ~-' Utilization Factor 0.05 0.13 0.05 0.18 0.15 0.01 0.08 0.24 0.07 0.15 0.16 0.09 Critical Factors 0.13~ :-a-+8---024 0.15 _,- (o:zo) (O.ZS)' ICU Ratio = O.RO LOS= C ( o. 'l'l I-OS== D) Turning Movements at Intersection of: El Camino Real and Palomar Airport Road w e s A p p Time : 4:45 PM to 5:45 PM Date : 07/23/14 Day: Wednesday Name:FDS Sub- To~ totals 1406 3259 1853 0 Subtotals Total North Approach 156 j .... 275 __J - 1461 __ ,.. t.£'.1 117 --i " ' 194 17 1216 2653 El Camino Real 3486 Total 1729 +-7/ 1757 Subtotals 2 922 651 Sub - I L " totals '*"',t_ i +SZ.-+-,--· 323 958 \, i.; 1814 533 0 North T t"I 2454 i r 785 458 Palomar Airport Road [437 Totals 4268 Soutb Approach Notr : Left-t1.1m rn!ume,; include U-tums. U-turn, in liuld E a A p p ( .,~5 ( P~lomar Air~ort R~a~ .. at_ \V. Loker Avenue/ Innovation \Vay -( , Lane Configuration for Intersection Capacity Utihzatton (, __ . , + n,, ')E-c-1 · \bl\'::, 11,<.ib, I"-[, • ( Pk. Hr. Time Period : South AQJ2r (NB) North Aoor (SB) West AQQr (EB) East AQQr (WB) 7:45 AM to 8:45 AM ~ 11m1 Right Left Thru Right Left 11m1 Right Left 11,ru ..BlghL Lane Inside 1 I l l 1 Config. (left) 2 I I 1 1 urations 3 I l I I 4 I 1 l 5 l 6 Outside 7 Free-flow Lane Settings I 1 1 1 I 1 l 3 I 1 3 0 I Capacity 1800 2000 1800 1800 2000 1800 1800 6000 1800 1800 6000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 -1-t +t .110 ... ~, -1-10 Hourly Volume ~oi37 55 17 29 18 89 308 1169 121 61 2121 149 Adjusted Hourly Volume 37 55 17 29 18 89 308 1169 103 61 2270 0 Utilization Factor ./If 0.02 0.03 0.01 0.02 o.oi 0.05 0.17 0.19 0.06 0.03 0.38 0.00 Critical Factors 0.02 0.05..,... 0.11-0.33 ...- ( O,D'f) • ICU Ratio = O.TJ LOS= C ( o.-r'-f) ( 1-os = c) Turning Movements at Intersection of: Palomar Airport Road and \V. Loker Avenue/ Innovation Way w e s t A p p r Time: 7:45 AM to 8:45 AM Date: 07/23/14 Day: Wednesdiy Name:FDS Sub- Totals totals 2515 4113 3 308 North Approach 89 ~J _J 1598 .fl0 I 169 __ .,_ +-Li& 121 +' Subtotals Total 178 +'10 i 37 3 287 South Approach 136 18 i 41. i North +-i 4 I 55 109 W. Loker Avenue/ Innovation \Vay 372 236 0 29 L L 149 +to...-2121 r 61 r 17 Total Subtotals Sub· totals Totals 2331 2 3576 1245 Palomar Airport Road Note: Left-tum volumes include U-tums. U-turns in botd. E a s t A p p C l (, C ( C C C ( '--- ( ) ) -\ ) \ J ) ) _) \ ) ~ Palomar Airport Road at \V. Loker A venue/ Innov~ttion ·way Lane Configuration for Intersection Capacity Utilization (y::t i S, 1,.; ,~+ p ~'-cl tCJJ Pk. Hr. Time Period : South A22r (NB) North A22r (SB) West A22r (EB) East A22r {\VB) 4:30 PM to 5:30 PM ~ Thru ...!3l&!!_ Left Thru Right Left Thru Right Left Thrn Righc Lane Inside 1 l 1 1 1 Config -(left) 2 l I I I urations J I I I I 4 l I I 5 1 6 Outside 7 Free-flow Lane Settings l 1 l I I 1 I 3 1 I 3 0 I Capacity 1800 2000 1800 1800 2000 1800 1800 6000 1800 1800 6000 0 Are the North/South phases split (YIN)? N Are the East(West phases split (YfN)? N Efficiency Lost Factor ~10 +'I f) ,t-1 "'f "IO'f .J-?t Hourly Volume +'fl 3 18 66 80 49 240 88 2247 146 32 1438 51 Adjusted Hourly Volume 63 18 66 80 49 240 88 2247 114.5 32 1489 0 Utilization Factor 0.04 0.01 0.04 0.04 0.02 0.13 0.05 0.37 0.06 0.02 0.25 0.00 Critical Factors 0.04 (o.oq) 0.13 ....... 0.37 0.02 .......- (0.3~) ICU Ratio = 0.66 LOS= B (o.-,z t... OS-== C.) Turning Movements at Intersection of: P:1lomar Airport Road and W. Loker Avenue/ Innorntion Way w e A p p Time : 4:30 PM to 5:30 PM Date: 07/23/14 Day: Wednesday Name: FDS Sub- Totals totals 1766 4247 0 88 North Approach 369 240 49 J I 'I' ... -,.5 __J 2481 2247 ---.r'ZCI i Subtotals Total 146 j .flOl.f North ' i 63 18 0 i' 4 259 + ., 147 406 South Approach 518 0 80 L -n.z. r 66 \V. Loker Avenue/ Innovation Way 149 ... L_ 51 .,._ 1438 r-32 l Total Subtotals Sub· totals 1521 2344 Palomar Airport Road Totals 3865 Not~: Left-turn rnlumes include U-turn,. U-tums in bold. E a A p p Palomar Airport Road at El Fuerte Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aiz12r (NB) North Annr (SB) West AizRr (EB) 7:45 AM to 8:45 AM ~ 11m1 Rieht Left Thru Right Left Tom Right Lane Inside I 1 I 1 Config -(left) 2 I I I urations 3 I I 1 4 l 1 l 1 l 5 I 6 I Outside 7 free-flow Lane Settings 2 1 1 2 2 0 2 3 1 Capacity 3600 2000 1800 3600 4000 0 3600 6000 1800 Are the North/South phases split (YIN)? N Are the.East/West phases split (YIN)? N Efficiency Lost Factor 0.10 ... ,i f'ZI t J'3 JIO Hourly Volume +10 104 77 111 34 31 8 93 1086 97 Adjusted Hourly Volume 104 77 111 34 39 0 93 1086 97 Utilization Factor 0.03 0.04 0.06 0.01 0.01 0.00 0.03 0.18 0.05' Critical Factors 0.06 (o.o7) 0.01--0.03 .....- ICU Ratio = 0.58 LOS= A ( c>.~'l t...oS::: A) East ARJ2dWB) Left Thru ~ I I l 1 1 I 2 3 0 I 3600 6000 0 +'I' 272 2172 84 272 2256 0 0.08 0.38 0.00 0.38 ,,..:-- Turning Movements at Intersection of: Palomar Airport Road and El Fuerte Street w e s t A p p Time : 7:45 A.tvI to 8:45 AM North Approach Date: 07/23/14 Day : Wednesday Name:FDS Sub - Totals totals 2271 3547 1276 2 93 _t 1086 __ ,.. + 10 97 --i V Subtotals 267 Total 8 j +to I 104 0 559 South Approach 73 31 i North +-n i 77 292 El Fuerte Street 270 197 0 34 L L 84 +--2172 +"'r 272 +-i, r ll l Total Subtotals Sub- totals Totals 2528 35 3962 1434 Palomar Airport Road Note : Left-tum volllmes include U-tums. U-tmns in bold. E a s t A p p {- \ ( / \ ' / \ ( ( ( ( C ( ( \ /- \_ C ( \ r I \ c: 1 I \ ) ' . I \ / ) ) ) ) -, ) ) Palomar Airport Road at El Fuerte Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQer (NB) North AQEr (SB) West AQQr (EB) East Aeer (\VB) 4:30 PM to 5:30 PM Le ft Th ru ...filgh!_ Left Thrn _filg!g_ Left Thm ...filgh!_ Left Thru Right Lane Inside 1 1 I I I Config-(left) 2 I l l 1 urations 3 I 1 1 I 4 I l 1 1 I I 5 I I l 6 1 Outside 7 Free-flow Lane Settings 2 I 1 2 2 0 2 3 1 2 3 0 Capacity 3600 2000 1800 3600 4000 0 3600 6000 1800 3600 6000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 ti, .,.~ ..-it ,I l 'f +10~ Hourly Volume -t-1.t.137 62 250 219 122 27 30 2423 256 445 1336 12 Adjusted Hourly Volume 137 62 250 219 149 0 30 2423 256 445 1348 0 Utilization Factor 0.04 0.03 0.14 0.06 0.04 0.00 0.01 0.40 0.14 0.12 0.22 0.00 Critical Factors 0.14 0.06 0.40 0.12 (0.17) (0.1s) ICU Ratio = 0.82 LOS= D ( O.fi t..OS =' D) Turning Movements at Intersection of: Palomar Airport Road and El Fuerte Street w e A p p r Time : 4:30 Pl'v1 to 5:30 PM Date: 07/23/14 Day: Wednesday Name:FDS Sub- Totals totals 1393 4102 2709 0 Subtotals Total North Approach 30 _j 561 27 _J 137 0 1010 368 122 I " +l~ i North +-r, i 62 449 El Fuerte Street 661 Total 293 Subtotals 0 219 Sub- L totals L 12 +-1336 1793 r-445 46 f" 104 + l.(y 3072 r 250 Palomar Airport Road I Totals 4865 South Approach Note : Left-turn rolume., indudc U-turns. U-turns in bold. E a A p p Palomar Airport Road at .Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A1212r (NB) North Aoor (SB) West A1212r (EB) 7:30 AivI to 8:30 AM ~ Tim1 Right ~ Thru Right Left Thru Right Lane Inside I l Config-(left) 2 l urations 3 l 4 l 5 6 Outside 7 Free-flow Lane Settings 2 2 Capacity 3600 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume + 'i 597 445 Adjusted Hourly Volume 597 445 Utilization Factor 0.17 0.11 Critical Factors 0.11.......- ICU Ratio = 0.77 ( o. 7-a 1 1 l I 2 1800 3600 N N 96 58 62 58 0.03 0.02 LOS= C t-os = c) l I I l I I I I l I 2 2 2 3 l 4000 3600 3600 6000 1800 H'I +-H "/7 ,r'i 545 710 470 641 111 545 475 470 641 111 0.14 0.13 0.13 0.11 0.06 0.14-0.13 (0,1'1) East A1212r (WB) ~ Torn Right l I I I l 1 2 3 I I 3600 6000 1800 "/j 68 1388 51 68 1388 51 0.02 0.23 0.03 0.23 a...--- TL1ming Movements at Intersection of: Palomar Airport Road and l'delrose Drive Time: 7:30 AlvI to 8:30 AM North Approach Date: 07/23/14 Day: Wednesday Name: FDS .f.,q Sub -710 Totals totals j w e 2567 __j .J/7 s 3789 470 1222 641 __ .,_,17 111 t""i' A p p 1 r 597 0 Subtotals 1253 1-'? Total 239! South Approach 1867 1313 1 545 58 i L i North i r 445 96 1138 Melrose Drive Total 554 Subtotals Sub- totals Totals L 51 .._ 1388 tA 1507 r 68 0 2313 806 Palomar Airport Road Note · Left-tum volumes include U-tums. U-turns in bold. E a s t A p p r ( \ ( ( ( < ( ( C ( ( ( \. C ( \ C ( ( ,- \.__ /" ( "--· ) -) -\ _./ ' ) \ ) _) ) ) ) ', ) -\ ; Palomar Airport Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. fk Time Period : South Aeer (NB l 5:00 PM to 6:00 PM Left Thrn Right Lane Inside l I Config-(left) 2 I urations 3 l 4 l 5 6 Outside 7 Free-flow Lane Settings 2 2 Capacity 3600 4000 Are the North/South phases split (Yi'N)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume -t lq 246 524 Adjusted Hourly Volume 246 524 Utilization Factor 0.07 0.13 Critical Factors 0.07 ~ ICU Ratio = 0. 71 ( ().71. 1 I 1800 N N 85 0 0.00 LOS= LOS= North Aopr (SB) West A22r (EB) Left Thrn Right Left Thm ..lli!ili!_ l I l l I I 1 1 l I l l 2 2 2 2 3 l 3600 4000 3600 3600 6000 1800 r "fl +-'JC\ t' '3 q 117 ll4 469 759 921 1525 525 114 469 299 921 1525 525 0.03 0.12 0.08 0.26 0.25 0.29 0.12 ........-0.26 (0.7.-,) C c) East Af!er (WB ~ Torn Riclit l I 1 1 l I 2 3 I I 3600 6000 1800 f t/1 261 945 80 261 945 80 0.07 0.16 0.04 0.16-- Turning Movements at L'ltersection of: Palomar Airport Road and Melrose Drive w e A p p Time: 5:00 PM to 6:00PM Date: 07/23/14 Day: Wednesday Name:FDS Sub- Totals totals 2625 5596 North Approach 1342 :pf3 759 469 j t __j + J<i 921 2971 '1525 -->+lq t Subtotals Total 525 :--i+l7 North i 246 524 0 1240 855 2095 South Approach Melrose Drive 20.58 716 2 114 L L 80 .,...l{J..,._ 945 r 261 r 85 0 Total Subtotals Sub- totals 1286 1873 Palomar Airport Road 3159 Note : Left-tum rnlurnes include U-turns. U-turn,; in bokL E a A p p I HCM Signalized Intersection Capacity Analysis 1 O: El Camino Real & Gateway Rd. fl ,jJ. Io Existing + Project AM 12/712015 t ~-~~s'i1111We1l8111Ea'.0]111l811111$-BDIIRIJ$)1 Lane Configurations 'f' I ++~ ++~ TrafficVolume(vph) Q o o o · o 86 10 \100 1080 115 o 1527 FutureVolume(vph} 0 0 0 0 0 .. 86 10 . 100 1080 115 0 1527 Ideal flow (vpl"JPI} 1.900 }900 1900 1900 1900 19.00 1900 J90Q j900 1900 1900 1900 Total LostUme{s) 4.5 . 4.5 4:5 4.5 Lane l,Jtil .. Factor.) · 1 .. 00 · 1 ;00. 0.9J ·.. •. 0.91 Frt 0.86 1.00 0.99 0.99 Fi(Proied~d > .:. t1.90 " o.~!f:; ·1:00 • ..... J.oo Satd. Flow (pr~t) 1611 1770 5012 5038 fltP.~rryii.~~cl.);( ::."Joo o.)~ •, ,,1.00 1.00 Satd. Flow (perm) 1611 295 5012 5038 pea~shoµ[f~9tor;P,Hf .... \ .Q,9? ...... :0;92 .\ .0.92 0.92 ,<0.92? \!.Q,92 j .0,~2 M? > 0,92 (/0.92 \'.0,~2 o .. 92 Adj. Flow (vph) 0 0 O O O 93 11 109 1174 125 O 1660 RTOR RedµctiQr (vph) · o <: o. o o ; ,.o ... t1 ., o o d Lane Group Flow (vph) 0 0 0 0 0 26 0 120 1290 0 0 1769 'Tum Jyp( . · • cu~torn .NA Protected Phases 6 8 p~fmitted. Ptia5-es· .•. · Actuated Green, G (s) l:ffecti~e Gre~~. g (s} Actuated g/C Ratio Clearance Jime'(s} Vehicle Extension (s) Lane Grp Cap (vph} vis Ratio Prot vis Ratio Perm vie Ratio Qpiforrn D~!ay, d1 Pmgression Factor l,ncr,e111~11tal Delay, ~2 Delay (s) Leve( of SerJi~~ .... Approach D.elay (s) Appfoach LO$. i \. ,. HCM Delay HCM 2000 Volume to Capacity ratio Actiiatec(¢ycl~ Le(lgtfr(sf<:; , ·.······· ., Intersection Capacity Utilization Analy~js Perigd {min) ..... c Critical Lane Group 11/11/2014 Baseline 30.8 0.92 <10 ~) \> . 15 · 27.5 '27.5 0.28 4.5 3.0 443 0.02 0.06 26.7 1.00 Q.1 26.8 .Sll(ll0Qf 165,ftiflle (s} ICU Level of Service .5 25.3 53.2 25.3 53.2· 0.25 0.53 4.5 ·. 4.5 3.0 3.0 74. 2666 . 0.26 co.4:.1 1.62 0.48 37,4 14.i 1.00 1.00 333 . .0 ; d.6; 370.4 15.4 F• . .. :s 45.4 P. ' 50.9 50.9 0.51 2564 c0.35 0.69 .18.6 1.00 0:8 19.4 ·''·····B 19.4 B Synchro 9 Report Page 1 /- ( ( ( C ( ... · 1 \_ -' Cl (I Cl er Cl- ([ (I -\ ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. J.1 () Existing + Proje.ct AM 12/7/2015 ) --~ ) ) \ ) \ ) -\ J ) \ _) LtlMConfigurations Il~fflsJl§i@i~'.(ypfifti{fJ;·}E'.5:-:\.:tqg<;: s: : . ,,······· ···· · Future Volume (vph) 100 !~.e~@t 9_fa(~RtiRJl,,G~,,~'#JJ_triis:~">;~:1~QQ"~;, ,1:,:~<:: '::;;~·:· f,~p,,y: ·L:i ,1:~""·:2r:~,::':':•::•k ::0::!,@;!~:{I:::':·Bf'~fi:!T:: ::tJ ,:L'?.::H::~ :::i;bfi ·~:;;::·;<::~::J:~·[:~~Q~]'i~:·:~;::;<_._,"··.·:·: -:c;·: Total Lost time (s) Frt 11/11/2014 Baseline Synchro 9 Report Page2 HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. fi /o Existing + Project PM 12/7/2015 f +-' fl ~ t I"' \.. ~ M~,--~~Bftlll\Welllllffi~~111111WJ Lane Config~rations . '{' ~ ttf+ ttf+ JrafficYoluine(vph) o o o o o 141 10 . 100 1304 55 o 1472 Future Volume (vph) 0 0 0 0 0 141 10 100 1304 55 0 1472 lqealF,low{vphpl) 1900 1900 · 1900 • 1900 .1900 1900 1900 1900 1900 1900 1900 19.00 Total Lost time (s) 4.5 4.5 4.5 4.5 barie·U~I. Factof 1.00 1,00 0.91 ,0,91 Frt 0.86 1.00 0.99 0.99 fltP~otectE¥i • >1,00 /o.ss too • ·)J,QQ Satd. Flow (prot) 1611 .1770 5054 .. 5037 F!fp~@itteg; ·. .•1\00 0,49 1.00 < •1.00 Satd. Flow (perm) 1611 909 5054 5037 peal<~hgµtfa9tc>r.PHF . · .. ·.·· .. ·. o.,~2 .. 0.92 · o .. 92 .· 0.92 ;: .9,~2 >0,92 . ·> Q.92\f 0.92. Q.92 \ .0,~2 · 0 .. ~2 . ..Q.9? ;1()~ie1;Wo~{vphf ~ .. ·t O .~,. :.~ , al 1 ~ 10~ 141I ~t :s:i 1600 Lane Group Flow (vph) 0 0 0 0 0 42 0 120 1473 0 0 1709 Turo.,Iype.>( pfot'custom .. ,Prot . NA . NA Protected Phases 8 5 2 6 8 Permitteir Pti~ses . s. Actuated Green, G (s) 20.2 Effectl~e Gre~n. g {s} . • 20.2 Actuated g/C Ratio 0.28 Clea{a~ceJlme (s) 4.5 Vehicle Extension (s) 3.0 ~~~~ ~ v/s Ratio Prot 0.03 vis Ratlo Perm v/c Ratio lJnitorm DE!lay, q1 Progression Factor lncr~OlElQJ?I peiay, d2 Delay (s) bevef ci(~e,rvice Approach Delay (s) ApproabtiJQS ..... HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actµat~i(cy'¢1El ~e,ngth (s). . . Intersection Capacity Utilization Malys,s period (111in) , c Critical Lane Group 11/11/2014 Baseline 18.4 0.66 73.2 ·~ 15 . ,. 0.10 19) 1.00 '0;1 19.8 B H.CM 2000 Level of Service )um qt 10st tlm~ (s) ICU Level of Service 8.2 .8.2 0.11 4.5 3.0 101 .c0.13 1.19 32.5 1.00 148.7. 181.2 F 35.3 35.3 0.48 4.5 3.0 2437 c0.29 0.60 13.8 1.00 1.1 .. 15.0 B 27.5 C B 18.0 .6> 42.8 42.8 0,58 2945 c0.34 0.58 9.6 1.00 .... ·o .. 3 9.8 .A 9.8 A Synchro 9 Report Page 1 r ,1 <[ ([ (J (I (I <L . (I ([ (1-· \, ([ ([ Cl er (I CL- ci· er Cl a \ .) \ ) \ -/ J ) J \ __ J J ) l _; \ ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. JJ10 Existing + Project PM 12/7/2015 --.. Littk£onfigurations Jl~lfiify9iyml}/pfi}'':'·?t•>:::-';._;:}(199\;;)\;j}'::at._()tS:';:L/'tftt:i:f'(::/JL\.::'C{:}t\•••t::t?:: . Future Volume (vph) 100 1dear_p1ow(vpqpQ);t:> .. _. ::-_-_ .. .>_;) ·.}90P::,>···_ -;--.-_'. i----_u:::fL!.,: :~-::::>" >:·(e:·;-L•:_-f-;:L ,;::: r:;:;;,.> :" fr,~ .'\\ii :,:;:,·••-;c: •--• :.:,</._:--:c.-•,ii Total Lost time (s) L"aM~:Pw·:·-FactCJr<_h(,:.{,,.:\ ,_; \,; <:'.:•.<'. J :>'·?·· . .'<Y•}:'.:•':<: __ --,:7:;J;'.·, :, .. ,:!,·_.-: ::<c:··::,-_. <-.'••• ._-:>'.:::{>rd, .. -;.{' '_··;::-·s.-X-!/:)':-·;:!:'-::,,:!\e~l Frt v/s Ratio Prat 11/11/2014 Baseline Synchro 9 Report Page 2 :i:, -0 -0 ;o 0 fi ::c s; z m (/") Intersection Turning Movement Prepared by: .,.1.,. '1 FIELD DATA SERVICES OF ARIZONA, I NC. ~ Sl0.316.5745 Project#: 14-1349-011 TMC SUMMARY OF El Fuerte Rd, & Gateway Rd, ,:i " <II t: <II ::i I.I.. w Gateway Rd. TOTAL AM MD 2~ 160 1~ 62 0 141 22 :::-0 .os -o .'37 ~ t.,o>. A ~ Ji:ij E+P -:3, L+ 31 ./) / I "'3600 =v., l'f~-t 10 = O. l 0 -z.oi56 PM 362 181 119 APPROACH LANES 1 2 1 _, < 0 '<!" g r-,. co N ..... L/'l 0 .... :;;: °' co N 0. M rl .... 0 :;;: :;: N 0 (Tl °' < N m I.O ,s;,,dJ u lS ~/1'7 (l / 'l, 'I' <::u Dr I r-,. O'\ ..... '° :'.:) " 0 :;;: :;: co O'\ I.O ... "' sr rl I.O _, "' L/'l co .... ·::: tr) g N 1 2 APPROACH LANES L___ N D Gateway Rd. AM MD PM TOTAL (J'l w z 5 35 140 175 0 J: u 36 46 82 a cc "-25 56 81 "-<( LOCATION#: 14·1349-011 TURNING MOVEMENT COUNT El Fuerte Rd. & Gateway Rd. {Intersection Name) THURSDAY 11/20/2014 Day Date COUNT PERIODS AM 700AM 900AM NOON PM 400PM 600PM /,/'I PEAK HOUR 800AM ?)5-t'i'I -r 3.3 = O, I '-f . l'i?OO NOOr-J PEAK HOUR .,..11),.1 D o .. s-o Los A PM PEAK HOUR 500 PM I I I ,I ~I <I i'I Cl Cl er (I Cl Cl Cl CL er 0, C] Cl Cl a er ([ (l \ ) \, _) ) I -! ) \ / \ _) -, ) J ) Intersection Turning Movement Prepared by: ~ ~FIELD DATA SERVICES OF ARIZONA, INC. T' 520 .. 316.6745 14-1349-003 TMC SUMMARY OF El Camino Real & Town Garden Rd. iii GI c:: 0 C ·s Ill u ui Town Garden Rd. TOTAL AM 1 GizJ 43 :t> 0 ~ 10 " " ;,:i 1 99 34 0 :t> n :c ~ 2 m If> AM ::r.cu El-P I J,Lg ::-0.'20 ""' ,cuo ~ ~= o.o7 1~00 f • Ir> 0,1.1"3 t.. o.s A M :CCV E+P .J, l'i-c-?_ ,ooo -0.'ZS ~ ISO<> = o.o I MD PM 74 10 65 r l'Z."t'-JS= o.c:>i I 'i'OC. ----_i.:_ ________ -----1c.-.-.. __ -,C 7 ::, -= 0,01../ l&'CO +--0.1 D APPROACH LANES -' < g ~ a. 0 ~ ~ < c:£)- c:::===::> ===:;--__),. 0 ~ N ~ 00 ~ .-, .... J D CONTROL Signalized N a, ~I < ! t"f/3S-f'? AM MD 41 37 97 N D Town Garden Rd • PM TOTAL 69 110 13 50 124 221 0 ff] z :s ::c ~ c,: C. c.. < ti, 11/rl SJ u~ LOCATION#: 14·1349-003 TURNING MOVEMENT COUNT El Camino Real & Town Garden Rd. (Intersection Name) \NEDNESDAY Day c·--··· COUNT PERIODS AM 700AM NOON PM 400PM /,M PEAK HOUR NOON PEAK 110\JR PM PEAK HOUR 11/19/2014 Date 900AM 600PM 73G AM 400 PM ·····------------------ Intersection Turning Movement Prepared by: ~ i FIELD DATA SERVICES OF ARIZONA, INC. ~ 520.316.6745 Project#: 14-1349-006 -------~ TMC SUMMARY OF Alicante Rd, & Town Garden Rd, APPROACH LANES Town Garden Rd. AM MD PM 75 94 c::D"l1/rlcoNTROL ------84 157 c===:> Signalized ------32 92 ~ ;--"!-'=..:..~--+----!----l 0,'Z7°' , LOS A M ICV E-t-P ~ ,;~1-= 0.1'1 f z "- C z z < --' < ... g 'Z.'3/.$? ~u~ °' r-... Lr) " " M °' co lO r-... lO M a) Lr) N ..., ..., ..., 1 1 APPROACH LANES -·····-··-··---- AM 16 59 44 N D Town Garden Rd. MD PM TOTAL 12 28 82 141 30 74 LOCATION#: 14·1349·006 TURNING MOVEMENT COUNT Alicante Rd, & Town Garden Rd. (Intersection Name) TUESDAY Day c= COUNT PERIODS AM 700AM NOON PM 400PM 11/18/2014 Date 900AM 600PM t\M PE."-K HOUR 730 AM NOON PEAK HOUR PM PE.AK HOUR ------··--·----···· (l ([ (l_ r ([_ ([ cr- <l ·· G, ) ) ) l J ) ---'\ ) ) ) \ j ) --, \ ) ' ) T r ~ )> "Cl "Cl ;o 0 )> () :c s;: z m Ul ,., Intersection Turning Movement · · · Prepared by: ~ 41 F1ELD DATA SERVICES oF ARtZONA, hie. ~ 520.316.6745 Project#: __ 1_4-_1_3_4_9-_0_1_2_ .'ff.7-0 TMC SUMMARY OF Bressi Ranch Wav & El Fuerte St. APPROACH I.ANES >, r:, :: .c u -' C ~ Ill 0,: g 'vi "' :i;; ~ Q. CQ 0 :;: El Fuerte St. :i;; 0 0 0 < d) D lS TOTAL AM MD PM ~ I 0 u=Jl--0-l---!--Q---l ~ . CONTROL • •l>J._ 2 ~ 96 297 c==>,0, ,yn~--· 05532 33~ ~ o.o~ ; 0 I :.: - AM 0 217 79 El Fuerte St. MD PM 0 199 82 LOCATION#: TOTAL 0 416 151 0 2 1 14-1349-012 TURNING MOVEMENT COUNT OrO'-f --:;: SI" 0 0 r-. l'ioo ~ >--0.01 r:I l "l OC> 3: + 0.10 .c u C 0~3 r:I er: Los A 'iii Ill "l 60 li'OO (1) .. Cl o.zo o.o'.3 I l-o.S A " N ...) ~ APPROACH I.ANES Bressi Ranch Way & El Fuerte st. (Intersection Name) THURSDAY Day COUNT PERIODS AM 700AM NOON AM PEAK HOUR llOON PEAK HOUR PM PEAK HOUR 11/20/2014 Date 900AM 800 AM 500 PM HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd .. Existing with Project AM 12/3/2015 (I (I --lilli-(I Lane Configurations tt~ ttt 'i1 (l-\ii~ffii;;JZ~~fop~l[y~ti]Hfr;fr::i,EF:'.:ffi$s~:fi:5;;~-6~;:;;;,;;;,;_;:~~;&L~;::t;~5,7~~;;:'\~:·:f'>Q:'.~'.;l::;}\~-1:;;'.i'bE~:::\,';iJE:~~E~:::?:~::'-~['}; ·'.;r,::,;~'.-~'.'.S~N;·Z:'.~:,{:;E;;"E~:S:;; ~-:x: - Future Volume 1189 63 0 2574 0 71 Cl- cM capacity (veh/h) 488 32 536 --~111111~~.~-.. -. ••••111 Volume Total 528 528 334 953 953 953 79 Baseline Synchro 9 Report Page 1 if I G Cl Cl T Cl ([ {I ([ ' CL' ([ \ Cl C[ 0 \ I ) \ ) \ ) \ J ) \ ) ) \ _) \ ) -\ ! \ ) _) ) ) HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway Existing with Project AM 12/3/2015 ., '-t ,.. \. + ---l~l--111 Lane Configurations ¥ . t+ ~ 4' JrRrng:til6)uffle;tye,plla}xi?:;.:,:;:[L:_:;;·~':,t~;;\:i'.:.;,;$; ..•. :t,;,~\~}t6{;:;·;,,,;~;i:;:.~~:; ... :~\piia<.;>~q8,f.,'.;;;J{'':.;;/;:,·<CL,:f~;:,.,._,::;,f:,.:,z.;;:;;.;;;;;L··aP'.l'':;:,.:: .. •:,'j Future Volume (Veh/h) 2 5 146 5 10 238 0% 0% 264 TWLTL Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. Baseline 26 40 Existing with Project AM 12/3/2015 7 154 8 562 586 100 731 577 175 Synchro 9 Report Page 1 f (I il ([ -.' ([ t '1 t : f I Cl (I. ([ (I ([\ er ([ \ / \ ) '\ ) . \ J ) ) ) ) ) ) \ ) ) ' ) i j ) ) ) ) 'J ) _ _) '1 / __ _) HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Existing with Project AM 12/3/2015 __ ., __ Lane Configurations 'i t ~ "i 'f' i~~ffl:~\Yl,Jci·mg1vifii~J;•t';;-t<:C:fr:·3;,:54:,:,tJ/jJ.Z8/t'::;;;.1·a6,.:::::<>82!:<;~:ft6J:;<~•··;·aZ;,::::/>·••;.:·,.'U·.····"~<'>k'~:t:};i:~:;,:}:;>tf.;'!'i·j::;··:;·z):~;l'.ffi:;:· Future Volume (Veh/h) 64 128 186 82 116 87 Grade 0% 0% 0% 97 284 6.4 6.2 3.5 3.3 643 786 -~-~Ir-Volume Total 71 142 298 129 97 J~\,ii~:i~:tj11:ttJ;,:f11'.~i1:;;1ra1:?1:,1::t!~ii¥:itr,1;~;1JtlI::iil1t1~;1i1:~iit1:~i1;1~1:~1i1t;rfi Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. 264 575 251 4.1 6.4 2.2 3.5 3.3 cM capacity (veh/h) 1300 643 788 Existing with Project AM 12/3/2015 IIIIIDR---~- vorurne Total 19 286 77 Baseline Synchro 9 Report Page 1 I I l ,I ([ (I (I_ (l :'.I u ([ Cl Cl 'I-\ Cl_ ([ c1: C_ \ ) ) ) ) ) ) ) _) ' \ ) ) ·, __ j ) ) ' \, '' ') ; I ) \ ) ) "\ ___J HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. Existing with Project AM 12/3/2015 Bl-11111-Lane Configurations ' ~ t ~ ¥ · Jr~fficlWl,i.i'ifi~'IY~iti/fi}:ft:,·;Xr··•:;,{'i3~2"·.··:f206',·?Sg~ff.·':··.·.7'',·;,;z2:\.·•·-:,•t2s)'.·.•2,a1·+•.e•'/;2 ··•;'fk':;>'11,.'/;;·;:'iYY'>:·•r:c.,:··•.:·,:,,.~~~·:·.•~•••:i··c··•••·,·'··,····,'.'. Future Volume (Veh/h) 38 206 243 22 25 37 Grade 0% 0% 0% 42 229 294 595 282 cM capacity (veh/h) 1268 628 757 --Volume Total 42 229 294 69 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Baseline Existing with Project AM 12/3/2015 Synchro 9 Report Page 1 ' ' \ ( C ( C ( \. c·. C r \ ...• C 1 I ' ) ) \ ) ) -, ) -, ) \ ) \ ) \ ) \ ) J ·•J -) ---) -- ) ) \ / ) ) HCM Unsigna!ized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. ~ "f'//l(>I Existing with Project AM 12/3/2015 -·i]lll) __ ,,.._J_ Lane Configurations V t+ "i t lr~fl@:ttoJuttlj)(y~!i)tH<··;-:";:');:?1,·';('.8;! '.;,':";J3_5:,.·;_.-_--\J9~\~2-·,·-:· •;Btl:Ti~~.;'<:JJ9•{,:•c~.•· ~:249:!.~:');;:,·., ,:::>>;V···;·:':•'•-·-,_•'">DG.,,,',--'_-,~'-· 'T~;;--,v ._ ..• ~_::;r:.;·•_--·--·-·--·,,: <f Future Volume (Veh/h) 8 85 162 36 89 240 Grade 0% 0% 0% 550 841 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 21: El Fuerte St. & Project Drwy. t 260 521 4.1 2.2 cM capacity (veh/h) 387 738 1041 Existing with Project AM 12/3/2015 ---Volume Total 34 186 186 307 214 - Baseline Synchro 9 Report Page 1 / - ,_ ,- l\._ __ ( ( ( (_ C \ ) \ ) / -'\ } ) ) \ I ) ) ) -1 '-_j ) \ -} \ ) ) ) ' } 1 / --) HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. 0 1782 0 189 None None 927 3266 3853 1091 4. 1 6.8 6.9 Baseline Existing with Project PM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway 0% 2 6 cM capacity (veh/h) 780 1304 ,_ Volume Total 17 260 4 373 Baseline Existing with Project PM 12/3/2015 Synchro 9 Report Page 1 ( ( ( ( C ( \ C C r- \ - ( - \ C \ J ) ) -\ \ ) -\ ) \ / \ _) ) HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. t Existing with Project PM 12/3/2015 _@,. _______ f$._ Lane Configurations 4+ 'i ~ 4 'f' 4+ 1taftlg::l£oJwiie'._tYebttiJ·-.:,1~-••;, .• '_:.:::'J:~;]·f.\;>:ffe':1;-"&,-;i£sg;::':;-.-,.::Cgd7£<:,,.i:-§6;·1:-,~'~,:J)1L::0:\:!;;1;a<.•>~,·-;i'g~:,::;J2;r::::.:::;~;;l;.ff;~:Ir;.,J5;>r,,:\:.··•_,2 Future Volume (Veh/h} 1 161 39 207 66 14 18 2 223 21 5 2 Grade 0% 0% 0% 0% 2 None TWLTL 538 549 452 224 r;.m;arm,(veh/h) 1506 411 407 840 385 979 ·-Rllr~~-Volume Total 223 230 89 22 -248 31 ~-;:1~1~:~;~~~~~~~~~~~~ Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way / -to ,,._ '-\.. ..I ···-i-Lane Configurations "i t f;, , f Existing with Project PM 12/3/2015 u~tnc:w,91iittrie1N~QtPJ-,:~:-t::,;:.::,,,;:Ji;:_z9l;;::;;. :;,wg4;,,ms:~:212.;:74::1M;e\;_\:.:.;@s,,c0':-/;fi .. 1S>:>,;,\:,::.,;;;}.\:::::,;!::S>.t::,as~.;~::_:_j;'.:::.,:4.:,· .• :::::: .. :'c~~--.•:::xt:E.1:;::;;r,:i1 Future Volume (Veh/h) 94 324 212 146 283 73 Grade 0% 0% 0% Baseline Synchro 9 Report Page 1 ( ( \_ f "'--( c-•. ( \ -c. ( ( \ C \ __ _ C \ ) \ ) ) \ ) "\ -) i / -) -\ -/ \ ) ) \ ',_ I j HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Existing with Project PM 12/3/2015 --!18£~11-Lane Configurations 1+ lj ; V mthffi~J&i}ley(n~''.((@1)%tj:);;J,;;;:~.:0;':'.~:i;f;6'2~:~;~1:·::;;'~i,::;l:;'.'.j~~1¢s~~vf(~8~;}fa'.'~~~~:::-:::;::~::''2l,:';;:~:;{''.'{';f;}tc';Y7';:':;:':Y;'.:'';:S:';,::';;~'.~(:;f0;&±~-!;;~1tt;)':f~'.~i't¥;;/'t;•'; Future Volume (Veh/h) 626 37 29 483 32 27 Grade 0% 0% 0% cM capacity {veh/h} 869 382 430 _,~ Total 737 32 537 66 ilf\titJ:;ti:tfli!i}~[fli!i;!:Ili\icI!~ilt~ftf1ijtl/Jti~j; 30 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. -+ Existing with Project PM 12/3/2015 ( ( \, llllti-lUIIIIIIIIIIIIIIIIUI-,:· Lane Configurations 'i ; 1,l. V f@f:fi]1~oJVm)l;:t.v~litii}i\::;•••·:::;; ,L::i8K/p··Jssz:kD~:'2J:~::,;,J::·.AQ.,:r;:::~;fl,B.;.,,:h:<~:;z~"\,,:,.::,.·~::::.·;):,,(;:£~'.:,:: .. :·;;•.·:'':,:!'.::;;,;.L;\:i;,·:;!.::t;<.:··•·._'.;,h::if::\:t:,:,::·\:j1 (. Future Volume (Veh/h) 82 567 272 40 48 71 C . Grade 0% 0% 0% 44 53 Baseline Synchro 9 Report Page 1 (.; C C C \ / \ ;' -, ) _)' ) ) ) \ ) --\ ) ) ) ) ) \ j \ ___J HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. 153 157 Existing with Project PM 12/3/2015 J. cM capacity (veh/h) 082 622 64 188 859 im1ill~---~~~ Volume Total 162 480 153 209 248 96 192 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drvvy. & Gateway Rd. Existing with Project PM 12/3/2015 __ , __ _ (- ( ( ( I ··•·:r•·,,,,:T:·?~!)~~rt/2~2~:+J:t:@~rnr·?··-,~a*·:i•':);·1~4~k~ ;'>$1$,/-:':-i',;J::•·•x•:····::Ji• 2:~~·ir"/·;;;'.:v.':::r~r1··;:~:t·,:""''\';f'.'~····,i2~:t:t1"'t1 ( -. 8 229 490 84 318 cM capacity (veh/h) 259 507 947 ~--Volume Total 263 637 271 353 Baseline Synchro 9 Report Page 1 C ( - \' C ( C (- '-- /'" \_ C (_ ' ( '-- ) ) \ ,c ) J \ -) \ ) HCM Unsignalized Intersection Capacity Analysis 21: El Fuerte St. & Project D,wy. cM capacity (veh/h) 148 637 Existing with Project PM 12/3/2015 --111.\i-Volume Total · 77 302 634 454 0 0 0 137 0.18 0.18 0.37 0.27 0.0 0.0 0.0 Baseline Synchro 9 Report Page 1 ---\ _) -, ) \ _) \ Uptown Bressi Mixed-Use Shea Homes 004014 © Urban Systems Associates, Inc. January 27, 2016 APPENDIXD NEAR-TERM PROJECT DESCRIPTIONS & INTERSECTION LOS WORKSHEETS D 004014-Report_E ) ) -.J --,, _J ) \ ) _J -, _) \ ) --, ) I __ / I / _) ---"\ __J Uptown Bressi Mixed-Use Shea Homes TABLES-1 Other Approved Or Pending Projects © Urban Systems Associates, Inc. January 27, 2016 Page I o/3 The following approved or pending projects have been included in the other projects trip generation and distribution that has been added to Existing Conditions to simulate the Near-Term Without Project Conditions. Dos Colinas - A 4 7 acre site with a 309 unit continuing care facility plus 29 units affordable housing. Trip generation of 1,340 ADT, 73 AM peak hour, 102 PM peak hour trips. The trip generation and distribution was excerpted from the Final Environmental Impact Report. This project is on College Boulevard, near El Camino Real. Rancho Milagro -22 estate single family units. Trip generation of 264 ADT, 21 AM peak hour, 27 PM peak hour trips. The project is near College Boulevard, El Camino Real, adjacent to Dos Colinas, so that the same trip distribution percentages were used for Dos Colinas and Rancho Milagro. Robertson Ranch PA-22 -A Robertson Ranch West Village Phase I site development plan has been submitted and is pending approval. The East Village, including the PA-22 office, is approved and partially developed. There are occupied units in the East Village, and traffic from those units is included in existing traffic-counts. The revised West Village Phase I plus the remaining East Village trip generation has been distributed to the Archstone Bressi-Ranch study area intersections using the original trip distribution percentages as included in the approved Robertson Ranch traffic study, and the trip generation has been excerpted from the West Village Phase I pending traffic study. The trip generation is 15,875 ADT, 1,053 AM peak hour, and 1,583 PM peak hour trips. The project location is at El Camino Real and Cannon Road. Alga Norte Park -A 32 acre Community Park near Bressi-Ranch was approved with the La Costa Greens subdivision. No site specific traffic sh1dy was found, so 30% of peak traffic was assumed on Alicante Road to I from the Bressi-Ranch area. The trip generation assumed was 1,600 ADT, 208 AM peak hour, 144 PM peak hour trips. The park site is located at Poinsettia Lane I Alicante Road. 004014 5-2 004014-Report_E Uptown Bressi Mixed-Use Shea Homes TABLE 5-1 (Continued) Other Approved Or Pending Projects © Urban Systems Associates, Inc. January 27, 2016 Page 2 of3 Poinsettia Place-The project includes 82 units (68 townhomes, 14 stacked flat condo units). No traffic study was found by Urban Systems Assoc. Thirty percent of project traffic was assumed to travel to I from the site on El Camino Real north of Poinsettia Lane. The trip generation assumed is 656 ADT, 53 AM peak hour, 66 PM peak hour trips. The project location is Cassia Road west of El Camino Real. La Costa Town Square -This project includes a 284,400 square foot community shopping center, 128 condominium units, 64 single family units, and 55,000 square feet of office. The approved traffic study was used for trips assigned to the Uptnwn Bressi study area. The project trip generation is 25,516 ADT, 1,197 AM peak hour trips, 2,584 PM peak hour trips. The project is located at Rancho Santa Fe Road and La Costa A venue. Bressi-Ranch Planned Industrial 25.0 Acres {Viasat) -The Viasat project within Bressi Ranch has been included. The additional trip generation assumed is 4,578 ADT, 549 AM peak hour, 549 PM peak hour trips. The project is located east of El Camino Real between Gateway Road on the north and Town Garden Road to the south. Two Hotels Within Bressi Ranch -Two business hotels with a total of 239 rooms are planned within the Bressi-Ranch planned industrial area. The trip generation was excerpted from the two hotels draft C C C C C traffic study and includes 1,673 ADT, 134 AM peak hour, 151 PM peak hour trips. The project site is C located south of Palomar Airport Road and east of Innovation Way. 004014 5-3 004014-Report__fl ) '\ / ) \, / \ j \ ) ) ) -' ) ) Uptown Bressi Mixed-Use Shea Hornes TABLE 5~1 (Continued) Other Approved or Pending Projects © Urban Systems Associates, Inc. January 27, 2016 Page3 o/3 Quarry Creek Master Plan ~ This project is approved and includes 656 dwelling units, Community facilities and a park and ride lot. The trip generation and distribution was taken from the project's select zone traffic model plot and the draft traffic study. The project trip generation includes 5,423 ADT, 475 AM peak hour, 557 PM peak hour trips. The project site is located west of College Boulevard at the end of Marron Road. OTHER PROJECTS NOT INCLUDED: The following projects have been considered as "other projects" to be analyzed in the Near Term scenario, but were rejected since they did not add project traffic to the Uptown Bressi study area or may not move forward in the Near Term. Carlsbad Paseo (South) -This project, at Palomar Airport Road I Paseo Del Norte, has been subject to a preliminary City review, but may not move forward in the Near-Term. La Costa Towne Center -This shopping center renovation is not expected to add project traffic to the Uptown Bressi study area. 004014 5-4 004014-Report_E Uptown Bressi Mixed-Use Shea Homes 004014 © Urban Systems Associates, Inc. January 27, 2016 Cr-eek Master ~>Ian orrc,n Rd W"'St of Colleqe Blvd 1 T FIGURES-I Other Projects Location Map 5-5 004014-Report __ E (_ Q C ( ( ( ( ( \_, C (_ \ C C_ r \~ ( \ __ -' C C C (___ ,\ ) ) ) \ ) \ ) ) \ _) \ ) \ ) ) 1 _ _) \ ) ) ) ~\, Dos COLINA$ SUBDiVISiON PROJE Carlsbad/Caiifomia Pmpaietf by; July 8, 2010 Upd~ted: Jlil{26, 2011: Piepare,Jfor,: West $entor LJving RIE; LLC 6005 Hidden Valf ey Road, "Suite 290, Carlsbad, Callfomfa 92011 LLG Ref. 3-06-1636 , , f\me!/?-,0Gi$p$!9~~ ,,, Walter 8, MusJal, PE Tr~t1$portaticm PltJt)net fl Seoiqr Ir;;h(Dqrt~tio~ Erfglheer Under/he Si;ipetit!'sion t)f.- John P~ KeatlngJ:i,E. Prlncipai · LinsctitUiwi& Gree~pan;Eiigiiieers m:rnulfuer Street san p_iiij~. c~iiz1ii oss.300,:aeoo i: $~~,ailp.§~1Q , F WIM-iJl~ilrigineors.com 8.0 PROJECT TRAFFIC 8.1 Proj~cfTrip GeMratfon The Dos OolinM Subdivision project proposes to develop 62 Cott~:ise uni~s, lt'i§. In.dependent Living 1,1nits, ~J Assis:te;q Living units, iind 29 Affordable Roq~ing µnits, .. :the trip generation estimates for th~ pr£?po$ed development were based o:u SANP4G'.s B.riefGt~ide of Vehicultir Traffic Gen¢ration Ra;t¢s ftH' the San Diego Region -April 2002, Two tiort:-¢onhguous project sites along Go,llege Boulevard between Cannon Road 1:1J.1sd m Camino Real are propbsed. ··,vestern Project Sit~ The proposed 62 Cbttagelmits c911sistof QiW _and;uvo beifroom dwelling -units with attaohed garff;,ges, No. centralized ·dining or other te9r~~donal far,illities are-proposed for these µnits: The fl_e(ireiitent Co.mmun"tty trip ratY.Wil~ vs,ed as it b'estfits the. description ofthis land use, Thep:ro.pqse:d Jqo· Iiidep¢ndent Living Units are similar to th~ coij<1.ge&; ho\vevei:', coiriiilon areas for djlii11g µJ1q ti:lcteati ppa(a¢tiVit1es ate. provided ang th_e wtiis ate e~pf ct.etl to gGiiefate. minimal traffic; Nevet-tlle-,foss, to be conservative, the Re,tireme'f.l.( Qt;,M,fl:mtiity trip rate was i.ised. The ·proposed 81 Assisted .Li:vipg unit$ :at~ 'designed for the elderly and focltid~ 'assi~ti:tpce teqififoments Sbr patieo,ts -with $,P~¢iaJ ~011;1.itk:ins such as Aliheimers. This hm:d 'µSe als9 feamres common areas for q.~p.lng a(ld_ rect~f'tti6nal a¢tivitlesand is expected to genetate:rnfaimai traffic. To be CQrtservative; the Ctlngi-·egt1;te dare Facility trip rate was used'. Easte.rn frQject Site The proposed 29 Aff9t4a.l:ile fiou$in:g tihlts ¢oiisist of one, two and tb;:ree beqt9orn units. Th_e M.itlti.,. family trip rate.WfiS -µ$¢.tj. as·'itbest fits the description ofthi~ Jand qs(;':. tit.pk_ $-J ht,bµJate~: the total :project traffic gen,e{atio11. th~ tot~l project is .,cafoUlated to generate .i.pprox.imaJy1y 1)40 ,ADT with 27 inb9_µn;4 I 4$ :011#:>o@d trips during tl:ie AM peak hour anq 6.2 itibottnd /40 ontbound trips during theC:P1{peak. how, ·· · 27 ( ( ' ( ( \._ ( C C C C: ' ) ' ) \ ! ] ) ) ) -\ ) ) \ ) J ] ) ) ) ) -\ ) TABLES-1 PROJECTTRlfi GENERATION Daily Trip En.ds -(:ADT) AM Peak Honr PM Peak Hout Use Siz~ Ra.te: i . Iv I . _--d ix_l)of ,._o uni~ ADT Iri:Olit Sp)J.t Volume % Of In:Out l'.n Out ADT Split Volui;ne In Olit \Vestef11 PrQfrc.t Site Cottii!?e. q2 ,1,n,,it~ 4/unit'' I iso 5% 40%':60.% $· ,8 7% 60%:4:0% u 1 ,,, :ind.epeilderttLivib.;.; 166 uriit~ 4/$ii;' 660 5% 46%;6(:iiiJ f3 20 7.% 60%:40% 28 18 Assisled Livlr\g 8 i unfrs ;z.s I uiii_tb 299 4% i:iO'Yo:40% i, 3 8% .so<V,;Jo.Y. 8 8 ' ,,. Easterti Pt~J~ct Site .Affoftliible HousiAg 2Q"µrtii.~-8 ! uriif' t3g :r% io%:~o% ,i" 15 9% 70~;3(}% l.5 7 Total: l;J40 21 46 62 40 (qpi11rtirs: _ _ . . _ --. _ . . ··-· _ _ _____ , __ _ __ a Re.tireinentC:::omm.uriityrnte b_ased•onBtiefGi.iide:'ofJfe/ifoii.tar 1}aj}h; G~ngrqHa,r7:/{r.;t'!Sfo.nhp S,or.f;>f?gr;, ~eg/R,t (S4Jfl)AG) ,A:pfil lOOJ .. i,'. Co4wegate ¢1.il'.eFadlitytate Was usei:I based tin S?i,jf G11id,~•pfV~li!ciilar·J'rqffir;, G~mrrqtfa1(Rates./ot {~e.S'a~bi:iga.R~~ioli (SA'NDAG), Ajiril'Z002; _ _ _ _ _ _ __ _ . c.. Mult'Hainily(6·20 Dt;.r!aOre) fate ba~ed p,n #r/?!4-ilid? q]teMcuJar: Traffic GeMtritJoi/ S.atrr,ffo.rtJiaSwi Dlei6 Region (SANDA,9). Jpril 2002, -,. d. ADT vot~.~s ~bown are, r9w1de~ to \be nearest Hi: 8.2 Trip Dl$tribution/Assignment The prqject, gen~ratf;ld tr$:ffic was i:Hstrib:uted and assigned to the study arya. Th~ q.istr:ibvt.iort of project tl1iffi_-;: was based dn site access parameters, roadway systeµ1 oh~ract~ristic~, proximity to the freeways, pqpulatlCfi:i densities. Two separate distributjqns wete deve;l9ped to ao¢q\iJit fof th; future y".lcfension 6f:Catin6n Road (Reach 4B}. · Figi1re 8""'71 and 8~2 depict the P(Qj~qt .tttJ.ffi¢ d,i$t11hi,1tion without and with the Cannoµ RoJiii extensfon1 respectivyly, the ~it~ti$IOA is ex_p~qtetl to shift J'.ii'~Jl';_ct trips from EI Qam.iI;10 ).<_~;µ ~ncl College BmiJevard.'to CanqotlRoad,. Fl.g;tr¢ -8~~ nnil $-4 .depict the project traffic assignment with.out -and witJ1 the Cannoi:i Road ext@si011,_tespeotivety. 28 LLO ttef; 3c0(H ulo Dq{Coli;;s U:GEND XX%-. -Inbound Distribution shown X,X%.:,P. -Outbound Distribution ,sh.own ~ R ' .. 1 ·1·· D' l:'b t' v--v -e91cino np i.s n . u ion (§} .., Local 91::ipti.!r~ ---~--..,. ruWre rcii:idwoy extensk>n REY, -07 /oa);,ot l f:l:\i.6:J6.\2Qt i. \i/OP.~\~1GliRES\LLG16'J'.s FlGUi!1t·a'-i.bwi, t::i ; ' {y' .~ ·11:::r i& V NOTTCJ~q'A~E Figure 8-1· PrpJect Traffic Distribution (Without Cannon Road fad@n$iQn} Dos COLINAS (_ ( ( - (_ ( ( ! r· \. ( C C .· -\ ) ) '· , __ / ) ) ) ) ) \ -J \ I © fa. CAl'lll<O REA!..I T AMA~ACK AiiENUE ro/1 T/2'""" r=.·ARAOA 'I ;iVeNu'r:1 CA.~NPN ,t{O,At! ® El Ci\Ml~cr RaAL/ tANN(1N ROAD N r I® ( I ~.~· . ~-·.. .·' ' ., .. . '. NOT.ES: --APT '(Ava:o9'; Qaily frofffc) shown m1dbfoi::~ · ~M/PM p~ak hour vo:11mes ore .. shov.1.n i:1t the· inieroeotions• -& m,i:lbio~k · · ·· ·· · · EL Ci,;M1Nc R1::~LI l:qLLEGE pO~LEVARQ 2/5.) iot;rt~~titiii homes, NoiHi-Si;,ut~/E,i~t~w'e.sj EL CAMiNCi !'lrn.i F ARAO,\ y AVENUE "' ,e:t JTC. t/i.:,/ 'l./3.J fo/Hi""'1j \..J/6 t ~ " "': 810 ..... q;/12 10/8- ~z """ .1\,. t . 4(4,) 1~/if', \..J/6 t "' ' .«· C9llloc B~yll;V~Ro/ CANNON R<5A'li -,----,-,I-.. -. ---· Figure :8-3 ProJeot Traffic Volumes (Vv'ithout Cannon Read 1:.xtens{on) -~~- ·i ··~ ,,~~ J :: ·r·---.·-0~, ... -!e:; ...... ,i..........~-ii........c..!.·· 1 ~q. ___ . _ _,_I _ -l\<;$-~M.ei 'blSik:\0'<\1\1;,<...i j,_~ 't><;S ~-~-------'-·-· ------ .3~~-k""l f~ ·ff\l'o~C;,.~,~-1!11".<~""'-t )'~~M"/t'I -·~i.~ ·:Kt:·;~~·~' '-~ff:t;t~i:1i~, '.~~~r~~ f~-u~ ... "s.,,,it',tF~; ~IL(5111rJ~i.:l:!i!.t -~~;~;~~s• ~-?.~ :;~7f''" ·~--("~-~ ~-,=o :=:> .'=> -.. ···~. .,.-~5 ·~ .... ;..,....,:.: ..... "t"1~-~#~---·· .... _~ si,r,r lli(i, -:s~tErs fi'B~~~~~~~~~s~ -~~r.i,<;ci..J:.,~{.,j(l",;.'_,,.....,.,. ( \ ( ( C ( ( ( ( 1· ( ( \_ (' \., (- \__ C C -,, J -, ) ' I _/ ) ) \ ) ) -, ) \ j -\ ) ) l --' ) ) ) \ ) i ) ) . , t"'_ ~ tltAN.SPbl(l')\'FION AN !c\l.Y:S1$ R013ERT$QN JiANcm Prepare/.lfor ~ ~ Note: A Robertson Ranch WestVlllage Phase I site. development plar'! ls pending appr:ovaL Th? E<:1st \iilJ;;mEt; inchJd{ng ine pA*,22 9ffi<:,e fa appr9ved, Ther~ ~r~-exlstltlg ocqupiEid, uciit!3 in the East Villa_gethat ar!3 itfoluded ih exi;3,ttng tr~ffic counti'i, The revised West Vl[lage Phase J pfus East viirage trip generatfon has been dlstributed to the Archstone Bressi~Rarich study area interse_cHqrts vsfng the btigin_al trip d)stdbutlc,n percentages as;n9lµqE!d ,n the c1pproyep · Robertson Ranch traffi.c-study, sht:5wn in Figure a~1 of thatr'eport ;,ind lnc:luded in thrs summary: Other attachments are excerpted from the Weat Village Phase I pending traffic ·study, © UR.HAN SYSTEMS ASSbt-1NtltS; tNC, f&\ffi~-l{At,Ji.:JNq & (i//j)fy:i,.i'j1~q, ~\Ai~d;:ri~Q.8, rflJ)JEQTS[Wi'.(i[lT QQF~.Y..P)V:frs "TQ 1~·pvs.TRY"AN:t::J<G.0VE'ilNt\fJ;";.'{f,- 454Q Ke~my VWa RPa\i; S1.1ttl'\ i 06 San Diego, Cnhfornia tJ2123-1573 (358) 560-491 i ( ( ( (_ ( ( ( ' ( \ . C C C ( 1 ) ) ) \ \ j -, ) \ j ) _/ ) -, ) \ ) ) ) \ ) ) Tere.ia.Sousa Shqpf:ll Hqtnes ,------ [ I ., J J: l J ,AJTAC.HMENT 1 Site Plan © Urban Systems Assodates, Inc. July 12, 2()12 0021.Sl0-0712.12-Etriemo~'TSousa-spk-L ------------------- 45_40J{¢di;iJY Vi[lciRqq1f, Siiite, 106 • Sein Die:efp, CA 92)23 • (8.38) 360-4911 • Fax (115;9) 560-9734 Roberison Ranch CalaveraHills ii, LLC LEGEND § '='.J?f,oj ect Qiily I:)is(ri!,,utio[l. fi:;rcen1%;es --~ • · · --= f\itute Road~ FJOUR:E 6-1 ©Urban Systems" Assqpkites, Inc. September l, 1005 @ . . ' ~LE . I· Year 2010 Project Only Directional Distrib\1tio11 Percentages 31.91-Graph(ts_H.dwiJ 6-2 3101,Reportji. wpq ( C (_ ( ( r \ ( ( ( f \ ( \ - C c··. C C ) ) ) ) ) \ _j ) ) -, ) _) ) Teresa Sousa Shapell Homes -i,t1cx,fgi;;o:;c;s;t.·-:~iic\-a:;;,c_::;c_C:\•s\c PA USE 1 Multi-Family 2 Community Facilities 3 Single Family 4 Community Recreation 5 Single Family 6 Single Family 7 Multi-Family 8 Multi-Family 9/10 Single Family 11 Community Commercial 12 Park 13 Multi-Family I ·t '\ (,_,/,)tl .,,-,_;_ ,,-.--;; • ..'r __ ,:·,::7. i'/.;/t -~.•.:;,:~ 1,,.:1·,~, •. ,,:,,.\,_ 'ii': AMOUNT 21 DU 2.0AC 88DU 1.0AC 24 OU 65DU 108 DU 254DU 78 DU 12.0 AC 13.5AC 34 DU ,i'-f'c:'"''"''''-"-"- Attachment 2 Project Trip Generation Including All \Vest Village "'""'· .,-·\, ~;y;:.;~,o.c:;i ___ ,,;:w:,:,;;>--,-,,,_. ----:,, AM PEAK HOUR RATE ADT % # Split In 8/0U 168 8 13 2:08 2 50/AC 100 4 4 6 :04 3 10/ DU 880 8 70 3:7 21 50/AC 50 13 6 5:5 3 10/DU 240 8 19 3:7 6 10/DU 650 8 52 3: 7 16 6/DU 648 8 52 2:8 11 6/ DU 1,524 8 122 2:8 24 10/ DU 780 4 62 3:7 19 700/ AC 8,400 13 336 6:4 202 50/ AC 675 13 88 5:5 44 8 / DU 272 8 22 2:8 5 Subtotal 14,387 846 356 "" ,,-,,,, '.'•'---u,.-,,·.,,-.f!,, '{i\f;;,'?!,: ,)f"._,;,,; ,,, '"--,,, West Village Phase 1 9 © Urban Systems Associates, Inc_ July fJ, 2012 ··--''-·-· ,:,, r-.: -,c, •-•"'<':?,_",E;': _,--- PM PEAK HOUR Out % # Split In Out 11 10 17 7:03 12 5 1 10 10 5:5 5 5 49 10 88 7:3 62 26 3 9 5 5:5 3 2 13 10 24 7:3 17 7 36 10 65 7:3 46 19 41 9 58 7:3 41 17 98 9 137 7:3 96 41 43 10 78 7:3 55 23 134 10 840 5:5 420 420 44 9 61 5:5 31 30 17 10 27 7:3 19 8 490 1,410 807 603 ''}:'-'"·.'¥ l'f, 'i-: ['.~~:?~j:i ;,:;,___,., ~--'f:: ·.::,>~' .. ';',:·~·•:-• ''" 002610-0712 I 2-Emcmo-TS0t1sa,spk-L 4540 Kearny Vi/lo Road, Suite 106 • San Diego, CA 9212 3 • (858) 560-4911 • Fcu (858) 560-9734 Terdc(Sbzts_q $hap~llHornes © Urban Syste!riS '!f.ssoci~tes,J . February 1 , Of;?, PA us·E .AMO\./NT RATE 1.4 SihglefaniilY 16.DU 10/ DU l5 Moltl•Family .7&DU:. .6.l.QU te Siiigl$fan:iilY 85DU 10/0t.J 17 Single Family 1.09DU 10/DU 18 :.$ingle farnHy i}OPU 10/DU 19 C6rri1)\Llnity ~ecr~aliofi '.M;AC 50fAC 21 Courtyard Homes' .84 DU 81 DU 22 Qllice .66,0'[<:SF ,;0/KS.F .. Total Attachment3 Project Trip Generation East Viflage Only AJIIJ PEAKHOUR i\ot % # Split In 160, .8 1·'.3 :3; 7 4 '.468 .8 37 2" ,:• 8' 7· 85Q.: 8 68 3.: 7 21 ·1 090 I,·. '6' 87 ~.; 7 26 1,110 .. 8 I w 3.; 7. 27 WO )3 13 .$,,,: 5 6 rm a S4 2•, 8 11 1,320 14 185 9:·: 1 1.67 i;7.70 54fi -269 ' :,.;_ ,. PM PEAK.HOUR Out % fl; Split .In 9 10 16 7:3 11 30 c9: 42 7:S 29 117 10 8;> 7:,3 flO 61 10 109 7:J. 7() p2 ·j.0 1}1 7 f} 78 7. .. 9. 9 5.;·.5i 4 43 a 60 7.; 3, 42 .. 18 ·13 172 '2:a· $4 277 604 .3.34 ~;PG~fo,PecUpiadUnits .-....._ '\. I IN OUT iN. OUT Apprqlf,l(J '.5,770 . 269 277 S34 270 78/\partments -466 -7 ~30 -30 -12 32J.londos -256 ,4 -16 "16 ~1 Olit 5 13 ;25 33 ;~ 5." JS 13~ 270 ( ( ' ( C C C C \ ) \ / ) __ ;' ) ) ) \ J -\ ) \ ) j ) . \ j ) ) .. I j ) ._j Terdsb, $otisa Shapell Hoines © Urban Systems Associates,-Inc. July12; 2012 PA 14 15_ 16 17 Hl 1.9 21· 22 ~ USE Single Fam Hy Multi-Family Singl\i FarriUY. Single Family $ingle famHy CorniJ1"!.lrlilY.·R~c'reatfO:n . Courtyard Homes Offic_e AMiJL!N:t 16DU 75:.DU .SqpU 109DU t10DU 2.0AC 84-0U 66,Q)(SF Attachment 3 Proj~ct Trip Generation Ea-stVillage Only I AM-PEAl(HOUR RATE ADT ·% # Split In iO/ PU 160 ·8: 13 3 :'7 4 arou 468 8 37 2,!.8 7 10/ DU 860 8 :aa 3:7 21 10,/ DU 1,0~0 8. .at 3:7 26 10/0U .. ,. 1-10 8. 59 3:7 27. ~QI.AC 100 .13 t3 5:5 6 8IDU 672 8 ·.54 2.:8 i1 20/.KSf' 1,320 14 185 9:1 ·157 Total s;no 546 269 .Out 9 30 47 6T 62 7 43 18 277 EastVHla$e Tr1p Generation lncluding'PA12 & 13 AM PEAK HOUR ~ PM PEAK HOUR % .# Spllt .In Out 10 ia 7:3 1.1 5 9 42 7: 3. 29 1.3 HJ 85. 7: 3. eq 25 10 109 7:3 76 33 10 111 7: 3 78, 33 ·-~ :9 5.:5 4. 5 9 60 7'·: 3 42 18 13. 172 2.:.8 34 ·138 604. 334 270 PM. PEAKHOUR OUT ~UD ·11-1,£91. ,At;)s.A;\;ce:P ~'(i',\1...5 -~-w~r \I "ij,,l:._,IH;.;r f'I-\A~?::.-,1'1 ),l,Ti;4<'{,i.,KN'.f~/ ~.~ 10 QQ-J 61 O.-.Q7J 2 I2.,13memo0 TSoc11sc1cspk-L 4540 J<«W'l<)I Vi1hd?oad, Srlite !'06 · Sahbfogd,. C:A 9_2I2} • (858) 560-49} I • Fax (8!5.8) J60°9734 I\,• f 0 ~ t.F y~ . :./ -ti\ --~J i'JN'U. .. . pt . ,. . ., >'Y \;"' • . . ,:). '?.51 D ~ b ""'1:. < IS"" .,,,. _.. ..... ~· /"'ff'n,;,(\\~d)n i '::J<Y'0 "1 ( ( ( ( ~ ( \, ( (_ ( C r· \...._ c. ( . ~ ( (__ C C J ) ) ) ) -J ) ) ) ! \ j ) \ J ) ) -\ -) --\ / \ j j · AL'A )J0Q:1s PA~ What to expect in the coming months cont. @ No_ise notific;:atipn Aithough you ran exp~~t to he~r th¢ sourid.s of cans.tructi011 weekdays during regu!.;fr t;on$ln,1ttlon hours, we will notify those· in the lrfl[Yiediatl:) V1¢inity of the site if We ¢xpect l;)ny' exces$iVe. nolse lev~ls i:lue to speci;.I ¢onstr.iJctior.i ~ctivlties; Watch the progress T_he traH~ aiMfi~idf the. patk ~ite Wi!I remain accessib!e,to th$ p9!.:ili¢ (!,~ritrg p~rk ,;:oh.stn.,1/::tioo. '1F\;irtholes'' ,along the 'p(bJE:ct fi;li:6hg wm ¥)fferp.issers-by a glimpse of the park as 'itJ$-frikllig Sh:~pe, For $afety, only authorized '<'onstn;rction j:)e(sonneJ are.allowed on the construction ,slte. Please obs1=rve ~II pos.ted sl§?ns m1d wab:hfor construction trarffo. Environmentc1Jly friendly ptactkes .Constrm:tion'flrmsworking on the pti:>.i;;:cth~ve cqrnmitt~,q to H\e'fg)b:;i,wln,S i':hvitonriii;ntaJ!J :s'q~i(lirlabfepractkes; .iii 1'v1lrjihii.'i'.fHg th.e a.Hwlirif6f airborne dl)st and pollution that caH be created by typrc.:~i ¢orJstn,i¢tiot1 i1i bive11fr1g P,5 p~f¢ei;\t qf tne.n¢rma! tonstructfon ~vaste from locd landfills QY ·recyding all steel., plastici woqd ~nct 9t_het mat~rf~l}tg" re:dute tr!'ish ll'I PreVeht(l)g storiji Water f)qtluJi.on1 influi;l'in~ rnohitorins pf rain W~t¢f leaving the i;ite outing and after rain ~• Purchasing material ftotri regional soqrte$, wrthin SQO m!!estrom ~hl':; site, When foasibl~ by Poinsetti~ lane. and 01Ythe east by Alk'att'te Road. . The. park Js •:scheduled 'to open ib .lale 20:13.,For mqrt';: ihft>ri11ation tind ·con$rru:cti6ii•·0#(;l?tet ·rilea$e-vfilf. vywvt,:car!sl:!ilcit;r4;9qv./pa:rk:;£tticlr~t or caH 760~4&.4~2943, ~ «~~f' (;!TY OF ,~ CARLSBAD Cadsbl).d & Etidnitas Luxiu;y Residentail Neighborhoods I La Cosfa I Mira.sol Homes I Vi.... Page 1 of 1 VJRlOIAN ~/;~·_tl)fiii~tt:~~H".11Qd.9-f 1)tl11)/www.lacoshiliteicotn/lacostagtee.ns/rteighborhoocls.php Ne,gnbo'itiiiods of La .. t:oita'Gieeiis ii/a artMl{liniced bf a me~n<leiipg n~tw~rk,9f i[•ll/l ~ngfa(ltpat!ls lh~t.~gnnect resid~n1effat!ie privatil Pres(dlo chib; tennis oi:,uii,,, po·n'i:is, p~~~r;·.a,n~: -~~1,tr pi~~~- 7/24/2012 C C ( \ ' ( ( ( C ( \ ( ( ) ) -\ ) ) ) -, _j \ _) :!.,;$ ~J.."ll"1'!;;;:;JJ'· --=-i:"'.-~::---'-----~-1--~~ ........... +---"'--t--'.:'-----.,... ,:;; ;J 1 ~- ~ ''6 ;~ . . l. 92.P.11 Zip Code Satellite Mapt View and hnage -Ma,pQuest Page 16f 1 ~~ r.n-~<.\:2 ' ---··, \/tic http'.//www,mapquesf.com/print?a=app,core;ef2fbc:l84fub6c56a94ybf9lf 6/1412012 ( ( (_ ( ( ( ( (' C (_ C C C e_: C f; ) \ j ) ) \ _) \ ) \ -:,/ \ ) -\ i ) \ ) ) \ ) ) __=:___'j VII. REFERENCES Atkinson, kl, P,C. Treuhan:t, ]1.N. Fisher, S.A. F;[at,ha,way, B.$. Johns.on, S.G, Toqes, and Y.C. Moore. 2 004. Designing monitorilig programs in :;in adaptive management context for regional multiple species conservation plans. tJs. Geological Survey, Western Ecological R¢search Center. . . Barbcrn:r; I..tO, ~nd J. Majqi::, Eq. 1988; Ten:esttj'.gl Vegetation of O~liforoia; New Expanded Edition. CNPS Special Pub. No. 9. 1020 pp. . Beauchamp, R.1v.L 1986. flora 9fthe Sail Diego ColJ.llty, Southe:Ql (;alffomia. BoWri:'i./iii, R,. 1973. So.ii Sutvey of'the San Dfogo Area. US.DA in cooperation With the 1JSDt UC Agricultural E.~perhnerif Station,, Bureau oflndianAffairs~ D~parhrtertt ortheNayy;,a11d tne't1,S. Marfo:e Corps. 'Califomi~ Depatttnentoffish ati.d Game (CDF'G) California.Natural Diversity Database (CNDlJ.H). 20.08a; State and FederallyListed :Endangered, Threatened; and Rare Plaht.ST)fCaJ_ifottjJa. State of Califomfar The Re.so\lrces i\g~_n~y. Dep~rtwtnJ ,ofF,fsh 1).µd 0il!ll¢, :Resourc¢ Ma:na:ge:nient anti PJani:f111g.bMsjq·µ, )3tpgeograpiWcI>at1J..Bfatich. U:RL: .littp.:(/ww\v,9-#J,-.c,:i-~qyfbi9ge6i:litfa/cnddb/pdJslTEPlants.pdf; January; 2008b, State and F~deraliy tist~d E11dang~reµ anti :rhte.a,t~riec1, Artitnais of Ca,Ufmnili. State of cififot11{ai Th¢' Re~p\ltces Agen.¢y, 'bepartnient of fish and Game, 13foge:<lgtaphic Pata Branch, Oalifori:ifa :NaJur~l I)iver$ity Database. URL: htip://www.dfg.ca.gov/biogeodata/ cnddb/pdfs/TEAnimals:pdf. January; · · 2QOS~, Sp¢claJ Va~c1Jl~r Pl\lstits, Bryqphytes, anq Licben,s List, Quarterly publication.. URL: http;//wwW.dfg;c_a,go,Ylbiogcodafo/cnddb/pdfs/SPPlants.pdtJanuary. . 2008d. Special Animals _(865 tax.a). State of Caiffomia,, The R~$Otirces Agcmc.Y, Departtnenlof Fi1,h an<l damt\ Bitrgeogti{p!Ji¢ DatR B.t.;.inch, C~lifofoia.-Natt:ttal Diy~rsity Database. URL: http:/ /'w\:y,v.dfg,¢'a.ggv/bio geoda(a/cn.ddbfpdfsl spanimals ;pdf. 'January. Cali'fomia Invasive Plant QonnctJ {Ca:t~IPQ). :ZOiO. CEJ.lifotji{£l inv<1sive P\Mt lp_Ventort. UE,L: httg:l/portaLc<!kfuc.:otg/weed.list, Califoniia_ Native Plant Society .(CNPS), .2U06. Inventory of Rare and En(iaµger~q, Plant$. fote~tier searchable database Version 7-06c; U.RL: http)/c11pfwc:1?.aplw,;netk,gi-:b1nliM/itfvetitbfy.¢gi. tip4at¢d qu~ii,et.ly. Jv.l{ff ·· · Carlsbact City or (City)\ 2004, Habitat Management i?Jart :tot Nat~inil Q'o.p;itµllitlti~s: iq th¢ :City !'If Carlsb~~~~~~~---~ _ /-~. · E~Vitcitiiheijfol Imp_actAss~ssmentForm'""" Initial Stuqy. CASE };Jo, GPA 04..:12/ZC 04..: . ~o~:::::~~~-;!;~.~~;•.•··· I GPA 04°12/ZC 04~0.8lLCPA04°,08/CT 04~10/CP M~05/fIDP 04c05/SDJJ04~07/CbP 04-l £1l.tUviFP.t)6-d8, April~, ·.· . . . . . ~-..:. ~-~ ~ '-..,,.__;~-,;,,•......-.."--,..-·~ .......... ~-·'~'""--. -- RESOUil,CJ\ BALANCEi INC. ~ .... MW wumrw WJtA FI'nal Pqfnseft.ia Place l?rese:n1e Management Plan, }larch 21, 20'11 C ( (' ( \ ( ( __ . C C I \.._ ( { •, \ .. ,_ ) ) ) ) \ J \ j ) ) ) ) ) ) \ / -, I i j -~ ~--- ~- La Co#a To,vn Square· 4:fpen Pr.pper-tte;y r © Orban Systems Associates, inc. ·· December 13, 2008 1 ! !-....~tR_a_n_s:.h=ih::.,·..:.t:.::g~=·:.:::.:o::.~.:.:\::~::.i~::.::~·:. d_·_a_t __ j___--4,~~~c=:s~s;;,.::_~--l---R-a_n..:O::.:i:.~::::l:.:.ri~:_: n..:· ~:_:!::_t..:_l:..r.:.:ri:.:·•~::..:t~q~a-t~~! ·,:() 0()0704 ·7"'""· in. ·~. 11 i 1 t ·.Malro.Eit'0Dd11a•:ar · .Polns13ttfo Lane i Paseo borto ~I~ \1 P:·f·>.l\q.t/iiry,<iicl .. .Rit~j' .· . .~· l ~-~ N E" ~ _lf) -~-lQ ·-~ ~,i ':";. \'i"":' .I·· I ·· Melrose·Drive at Carillo Way .. · FIGURE,4~5 Pr()jel:t Qn,ly /\MI :PNf PeakJ1our Ttaffic .. ~. 000704 _ ReportJi.doc C ( ( ( ( C· ( C f C ( ( \.' "· C C ( .. \. ' ( ) \ I / ! -, ) ; \ -J ) ) I ) -J ) ) ) '\ ) \ J --\ r: ' r;!; --r- ~ ~ TRAFFIC IMPACT ANALYSIS Fot Prepared for ASJ>EN PROPERTIES December 231 2008 @ TJRBAN SYSTEMS ASSOCIATES, INC. TRAFFlCPLANNING &ENGINEER.LNG, MAKKETING & PROJECT SUPPORT coNsbttA.Nts 'to fN.otistRYA'Nn aovEk'NMilit · · ··· · · · .. 4540 I(e~niy Villa Road, Suite 1 otf Swt biego;_¢A92120-c1573. (B58) 560~4911 0.' ~ ( \._ ( ( (: f ( ( I ( C ( ) '\ -J \ J -, ) ) ! '\ ) ) \ _/ ) ) \ ) La Costa to,vn Square Aspen Propettie:s :Propo#d Pro1···· Atnoµnt f Ccitrimunlcy sbop.pi~s: center r,singl°e::Famhy Resi4entta1 L\'tgend; 2841400 l28 t4 551000: SF DtJ du '.SF ® Ttip.R~te $0 i'KSF :g /DU 10 /DU' ~20 /RSF TABLE4-1 Project Trip Ge:neration AM PEAK HOUR ADT % # Jn/()ut. In dut 2~;752 4 910 6 4 :$4() 3($4 l,024 8 82 2 8 '16 69 640 8 51 3 7 i5 3$ iJoo 14 154. I> 139 15' l,i91 716 481 PM'PEAKHOUR % # fnldut In: out lQ ;!,275 s 5 1J18 1}111 10 10? 7 3: n lt jl· 10 $4 7 3 4? .1'9 ~ IJ 141 i 8 29. 1/4 !lf,;; 'Trip rates sourc-e i's SANDAG Traffic Generation Rates forthe San :bfogo Regioni Ap£il 2002. RSP =Thousand Square Feet. · · DU =Dwelling lfriit1:1. t- ~! ~\ 4-4 000704 _JJipqrt_Hdoc la Costa Ta:wn Sqitm'.e Aspetr Propettic$ N01'EA: -··-·-.-...:.:...:....:.... .. / . . I i:1·· (~)-J Af tbe Interstate '5 /.La.Co~ia Ave11Ue and lnterstaJe:s I Leucadia Boulevard interchange; -ihe d···;·-"···ec·"· .,oe ••.. ,, .............. , .•... , .• ,· .. ,.c .•. ·c ................... · •....•. .,.,· ................. ·.,,············ ...• 1stnuidio111ssp1if 3%io and from the north :anq 3%-to anci frotrdhe'south. FIGURE4..:2 Pi·Qject Trip Distribution J>.ercentages . ' ©. Urban Systems Associates, Inc. Decentber23, 2008 fJtJOM(P...epoi(..;.fl.doc. I'·- \, C C C C C ) ) ', / ) i J i _ _/ 1 } ) _/ ' _j ) i -I LCI Costa Tqwn Sq~wre Aspen Properties 000704 FIGURE#-4 4-7 © Urban Syst?msAssoc:iates, Inc; Decenibe1· 23,2008 @ . . 000 704 ~Rqxod _)-I.doc :i .I -t J· f lj -,_. "i i . . • 11-1 ! J j 1i i l 1 1 _ .. ! ·--'_'f J -r I I 11 H 1 I I _ · I~. ht r -- (_ r ( ( [" \_ ( (· \. C ' ) ) \ ) ---.. _j -\ _! \ ) j '\ J ) CITY OF CARLSBAD GROWTH MANAGEMENT ·PROGRAM LOCAL FACILITIES IMPACTS ASSESSMENT FOkJVI i~ROJECT IDENTrrr AND l1v1PACJ: ASSESSMB:t,ff; FI~E NA1YfE:ANO NO:. Bressi. Ranch Planning Area ~ .:-: Su~ 05-J:8 _ _ LOCAifAQILltY MAN'.AGEMENTZONE: l7 GENERAL PLAN:.Pt1:1nned fndustrial(ll.I) _ · Z0.l'.4I:NQ} FJanrted'It1dus~ialJP~W P.EVEIA;>~ERiS NAA1E: Slo_ugb Carlsbad. itc ~. _ . ADDRESS: -400 Ovstef PoihtBlvcL Suite 409. South :San. Francisco. CA 9408"0 · .. ,, ' .. ·.-· '·.· ,, ... , ,· PHON~:J;'lO,<J9?0) 875".~f,'l :S? ASSESSOR'S PARCEL'N d.r z 13~260,.02;:fhroui;ih .,.09 --QJJ A.NtltY' OF LAND USE.tbEVELOP.MENT (AC.1 SQ. FT.~ DU):, __ .... 23,,,_ .• O=S-6 =ac=re..,._s---"'"-'--~- A., Jt G, D. E. F. o. H. ,L J. .K tntr A1:hni~lstNiti:ve FaciiWes: Demand in Square .Footage·= L\br~ty: '0¢mand iit.Squate :Eoofage. = Wa~t~wate.r 'fr~~Urt~nt,CapMity (d~forilate,~ith J. Se\v.e~) Pai.k.: Oemand fo Acteage '°" Draittag~: P¢PJgnd in CFS = Ide1itify :btclitia~e l3asfo ;: NIA NIA 2l7EDU 106.62:CFS Circulation.,: Derttand irt APr = 5AM ADT I. ' -,·· ----. ::;;:;," .. Fire: Served.by Eire $t;1tionNo, _i:::i_ ,Station:~'No. 2· and 5 Open Space: .Schools: .Carlsbud __ _ '.,·,·., ., .... , .. c.,·, .. ·· s· ··-· ewer:: Demands in EDU f7A _ \Vntet: f39,0QO:;OPD ____ _ r' (-1 J l $ii;, ~1 09 ~ .es . ...., § ~ ,s }; V> is :~ :'( 8 ~-.·1· ·:~·- ~ ,-~ :=i·I :J i t;l ,,:2 ! 1;·~· a :r !li -• t 5_1, ~ •1· C 5 ~i ~ ~ ~ ~ &} ~ - t/1,J., r t.;"'7 '.jt'1 1·· ', ' ' Ao 'to -4• ··-.. I 5.,r;~ . . . . . . ~--·· r··.--············· ......... ___ ............. ---·-----····-------·--~--·-··· . ,1,;.,4~ .i~-''' l-~,;e.-----···-·--··-·------- /'rt .. . .· - . ,, ·,. /;·i.:f \"\\i 11 Jtt . oCJ<i; :"l ,, .,,· -,ry.,.-·. . a~,... r::::-''-" ', tJ (: } ,z..-~f;2, ~~·t: Gi). ',~)s' /~l -~ : ;·· . -5.# ' '1 \)\r . ' ,,,· • , ' ,_.,,}ff1 ··. : ' ' \\.;\_ ; ' ,~' :1) ,.,/ (i)·· •. [ ,~-~~ .. f I il I L 'k~ 1"'' ... ~ '1·. (a..) 4.ill"'Ac """' ,}: ~) -1.';15',~ ~~-1!~ :ti) $HT 2 6iD· SHT 1 ST 4 .·· t / S/JI lllECO COOHT'I ASSESS!lll'S U!P · ::z. "' SHT 1 OF 5 ' Ai.-<"'7 --.;.tlit\. J ~ .1,V( tl j 213-26 -· l;f Ir;. 1" = 200' · i,,· . \ 08/.31/!!010 RAG » rr,mn:nr w~--~ ·. , .... -~: A ~'°:a1. 8 ""' ;,_,.11J-rm. ~1%~ 111<11 · ""'' r {.~,!\ '-"~Ii".:._, G A G ,l........... "'·---:t,. r \t:f,i,A. ~· :• ' r r,~,,,Ab U/A1t.. ;; "' r ·"""" l•d/F ~DJ-fMi t ~,-(}8 -a,-(JJ t ,r I rw 1• NO l<CCESS .. 24 ~0-FOOT ACCESS j• 'CONDO .BRESSI RANC!t IAEOICAL Pl;A2A DOC:2009-0!·9-l:.'27 £:',!Jc r7'') ,.. . . .. j,}t,.L;.,., 0, . . ';L,>·O~ i;R.,r;:-~.,;i {~A,µc,H T · ·· .:.-----'·. . :4$5~A6., '2~o A~> _ ·1. s:.o i((> 'f. /?:, tA~ ·t 4'.b~D">'F/,il<..""' '31110()0>F" . -2n::;;:;;:J4~\, c:: 4i.:s1s At;;T ··-·-·· · ·-" ..... Af-"-- .. ~PU> ~ ' ==--·=-:. _--;;~4 . \: µ·····------~-, c,~-:y--···----·-·- r •" 4<s.9 ;'IJ:t.4 no. ,() ~ tti14' ' .. . ·--, ·--· ------n.v . . 4-1.CJ .......... ~-~--~-.... -----;.. MAP 151..35-CP;RL~BAO TCT :CT ()7~04 BRESSI RANCH MEDIC MAP· 14960-CARLSBAD TCT ,CT 0'2-15 ,-;',)~ r~· PLAZA f i ~ ', it h .,\/J '='fr· 3).""" l r,. 0 II JO ~ t:. O'/ n (', .~ ', ~:};. ~ n. ~ '-ti ( ,, ("""' ~ ' ' (""' ("'°", ,.,-, ' I 1 ( '] r1 /1 I~~ ) I \ ) ) ) \ j \ ) ) ) \ J .. J ) ) \ j \ ; _/ ) \ ) ---J~ro~t,\'"tt~ ~ ':'l.&-0'1 ·-. _r""' ·:,2. S:. o At~~ , ~\<.~I-~..\\ \ P·t. ~tJ:J&l) -X:1>n:.\l.~"iil.t t,.t .. 4/A TJ;lAF~IC IMPACT AJ~AL YSJS Fox QUARRY CRE.EK l\1AStER PLAN Prepared for THE CITY :O:F CARLSBAD and s:ir:CQND S1JBJ.\fiTTAL: June 7, 2012 ,©URBANSYSTEMS ASSOCIATES; WC. TRl,.fFlCI'LANNlNG &l:NGL':!EE~JNG, MARKE:TlNO &PROJECT !iUPPQ)n CONSULTANTS TOlNDUStRYAND GOYEl\NiviENT -- 4540 K~ar11Y Villa Jtq~d, S1:1ifo 106 San Diego, CA9:2123-1573 (8$8) 560"4.91 l ,- \_ ( ( ( ( ( ( \_ __ ( \_ ( \ C C ) \ ) ) ) ) ) \ ' -) -\ ___ / " \ _.) -, i I I / ) _:___'i • ) • ~ • • Qtii:my CreekAias1e1·Plciri Qiwr1y Creeklnve.stots, LLC PLANNING AREA AMOUNT R-1 ,ss DU R-1, R·Z 2.3ZDU R-3 8.1 DU R-4(~astl 1'2Sbi/ R-4 (Westl 63 otl iHi 56 OU ~am ri'turiitv 'Fadllt1es .1.SAC, Park and Ride 2irSria6es iofal TRIP RATE;e .6/DU . ·8,/DU S/,D\) srou 1.0/DU. 1b /ariU idd. /·AC:*'~. s 1 >iia.¢~ TABLE 4-1 Proje~t Trip G~neration AM ~EAKHOUR AOt %* # l/0 iN M4 .8 48 .2,: 8 10 '1,856 :8 148. 2:8 .llO 64.8 8 .52 ,2,; 8 10 t,ooo. :g . 80 2,8 16 6'30 8 50 3;7 '15 MO _.g 45 3 t 7. .13 JSO 17 ,26 5 i .5 .. J<3 140 14. 2Q 7 :3 :14· 5,578 469 f:zi. *Sour.~e:' SANQA<, ~r-1-gf c§41d~ V11~i cµf~f fo ffi\; Ge,:1er~.\r qn fl.:(.es ~o_r'\!,.e§a8 prego ~~gi or,, Apri i ;!OQr 'H_~o.t\l.:, ~rtp r~t~-iqJusl:~.d to ~tcoµrit.forp9F1bie·ig chli,;i gi~y-cmfadlity (S ~Jip; I d1Jfg (30 ~ l~O'ADT). I/ p·,,_jr,bqund /:Outpq~nd ra\ioc Trip Generatiort Adiustments AM PEAK HOUR. ADJ # IN 5578 469 121 "155 Net Exter/'lal Trips . 457 ',i19 P.ercentagei of Redutti&n :c:8% . 2.6% J"lqteg our' 38 '118 4.2: 64 35 32 13 6 :148 OUT B48 338 © Urban Systems Assodates, ln_c; June 7, .l{)_f 2 PM PiAKHCiU"R %~· ii I/ b .IN 9 sii 7 :a. 37 .10 ,186 .1. ;3 .iad .10 .65 7 r3: :45 10 ;1/:)Q 7 ;:g 70 :ro 63 .'l (3 44, '10 .56 1 '.3 39 18 28 5 i:S 14 .15 .. 21 3 :.7 6 sn 386 ·11 IN .. 572, 3$6 '2'6%' ~ ~ bU'r 16 56 19 30 19 17 14 15 l,86 our 186 04'_ . ·-.. ' G[j =SANEiAG Ge<ieia tioii llaie'Jiab,eieoomrneiiils 'a S%'trifl t~duc1iohfor fa!id uies.WJtli'transJtte~rer .ictess a:, neaf tr~ri~lfsiifiliihs ~¢--essibi¢\',/ithin i/~~io:ur'ttldi¢. bcEANSltiE PARCEL (Ndi A.. PA:'R'f OF PR6Jt:CT) AM)' EAK 1-i.oLiR PM i:i.EAJ(i-JOUR .. LAND USE .AMOUNT TRIP RAT£* ADJ % l if I f/:o"' I iN I our ,;{ I it I l/o•I IN I OUT Hidtisti'iai 'l,3AC 90/AG: ·111 ii I '13 I 9)1 I .1i I 1 ii I i4 I .2,:a' I 4 I i.i . . 0013'07 QOJ JO 7°R1:poii.t,J,dac ·V S.AND~G--Serie.$ 11 Combm~d North Count M. 2030 H' Y o ·. -.·· · 1g_hwayNet·· · k · S I·-t L" wor . e. ec ink Assighrnent City of CARLSBAD M9,dilJ ftun 04125/11 McM1\hn 1. Bast Circu1~·t'· .. El .. , .. ~-mn . ement Unadjusted For · v · · · · · ...... ,.,e,;ast olume On Th . · · · · ' ' . pusan!M Whole Sefed Ll"k·:·• ,0-, .... . tr -v, iUme ,select Link Percent . ... _ . age Tr~ftic.An,~lysis Zona l,i:nk Oi$trif;i,utioii5: 100%: 50,1% ,-> ,99.9% '1();1 % .-> -25.0% Zqn~f Dii;tributiii'ris: 10.1•w ,,> 25,6~~ D 1-11%. ""> ,Q,9% D Q.6% ._,;;; ,.0% D o,,% ··> 0.5% D ZertfT:ips(O.O%) W ' U" "-.Ji. .. r; 6M 1 •. . · I ·" .,2l:l0 . -... ---~ -:c ic ( C ( ( r-,_ C ) ) ) \ ) J 'i j \ ) ) 1 _) \ J -, ) I I ¥ -... 1r~ ~ -... ·· URB41YSYSTEMSASS0C.IATES, INC. PLANNING & TR.lifl"JC ENGiNEERJNG, MARKET/N,G: & PR.OJE<;T SUPPORT .CC!NSfJLTANTS to INDUSTRY AND GOVERNMl:NT ATTN; /q~y Blagg...,. Prime Group Con.struc(ion, In<; •. E-MEMO E-Ma.ih Y joev'blagg_.primegrouu@gmail.com lteidid@prlmegroupconstrucfion.com .TOTAL PAGES (InclRding Cover): 50 DAT:Et MapJ, 2013 T11i1EJ z.::~5:.J2P.1.lf JOBNJJJ,;IBl!_R; O(JQ3l2 SUBJEC1) Bressi Ranch .Hotels Cont1dential.Communkatlons. This,trn/l.$ipitb:\f 1$'int<:':nd¢d:f()f the re¢ipJerH 110,roed ab9v~, Pill~.~ :9t:tienyi$e i:xpfi;:ssly 'inilifil.tyd, •:thi~. entii¢ ¢t>furnuhicriti~n i}.@nu<leiitiaJand pdvlieged i:iifotrnation. tfyou ate notthe intert4ed recipient,. ~q notqiscfose,. copv; distribute otuse·this infonn:atfon, Ii;youteceived'th1!l . . transmission tn.error, pl~ase noil:i),· us '.immedlatt.iY by telephone, atour expense:and desiroytheinfotmaih:lrt . .. .. ·. . ' As yo1.i .tequ:ested, Utbijn Sy$t~ms Ajl:socia,tt$, foe;., h~s evahwl~d the ttaffi.c irrlp.a;cts of'ihe wvo hotel ptoj~ct .f>foposed whhin the Bressi Rarich Irtdustrlal Park m Caris bad. This final report replaces the .Ptevious report dated September 7, 201~" but the conclusions. have.1iot changed. The project includes two hotels, one with 133. too.ms aiid 011~ with 106 rooms. The 6.57 ac.fo p:roJect site 'is located at the southeast .comer of the Palomar Airport Road/ Innovation Way intersectioi1 . .Attachment l shows thy ·site p).nt yoµ; ptqvi<;I¥d- The types ofiµijr1si;rial 'Pa,ds: µ~es aSSUJ11y<:l inth~ Bressi ·Ranch Bu~iness Park could generate up to 200 average 4a,ily '1drs (ADT) p~r act.e, wmd;i Wqµld. a:µ19lttlt to 1;314 ~v~r.;::ig~ ga/1!' V(}}tiok trip$ for the 6}7 apre $lt~, Thy trip generation rates us¢d'.in: Carlsbad ate th¢ San Dtego Assocfation.oftiove:q.mieuts(SANDAG) tdp tat~s. an,d the BANDAG rates fot ;fl6'tels list fotfr types of hotels.~ a i::Iotel \vi.th Couv:ention F'aciHtles ?ti.cl Restilwant, ·a Motel, a Re.sort Hotel;. and a Business Hotel. If we assmne Business Hotels1 tlie1t thes.e hotefo would gtfierafo ·tilps aJ $~Vtr1Jveli,i¢ly h;ip~ per room.. Tlie tw9 J:iotels co111,bin~d. woµl9. genei-at~ L67~ APT, comp~red to 1,314 Ab! fo:r business p;:1-rk use.s, 1J1¢)ible he.J.qw shJ:iws Uie dirferegces ,111.ADJ ancl. pE>~ hQUJ: traffi.G flow b1:!tWGe11 business park mid hotel 1.tses, As shorYli, the project WeiJ.tld .have a minor. Ulcrea.se in avt,'lrag;: d~ly ti·efftc 1 000312-0 50Tl3-Bmento-JB! agg,.spk,t 4S46Kecrri1Y Villti Roai:l Suite i 06 • San Diego, CA 92123 • (858) 56U,4si11 , Fax (BJS) 560-973 4 ' \ C ( C C I ( C ( C ( C ) \ ) 1 / \ j ) ) J \, j \ ) ) ) ) J ) \, I Joey Blagg © Urban Systems Associates, Inc. Prime Group Construction, Inc. May 1, 2013 ATTACHMENT 4 Project Only AM I PM Peak Bour Traffic (Hotel Uses) CD :0 10% I® ! 5% ;I o!! '-a/6 "' . i "' ,; 1'--40/30 ;;, ·i --40/30 ...... ~ ' .., ,•·~ \... ~ r8/6 i t; rB/13 ~ 'll .. 50% .,....., pg.foma.r Aitpffl Rd, 50% .. .P<>fom<>r A!ry,,wt .II°' 70% Pa..loma.r AiTpo?'t Rd. ' '-.c: :.-· t l t 15% ~ ~ ff ~ t i 28/46-~ 28/46-Cl " """'"' ' 38/64 """\ i ................ u,,_,~ ·! "' , ..... "' .,, ~ • ;l 1 ,n ~ -.Drive.way 10% 10% Palomar Airport Road at Palomar Airport Road at Palomar Airport Road at Lowe's Driveway Ell Camino Real Loker Ave. Wast I Innovation Wrw G) 5% 0 2.5% I ., ! "' "' .... i '-., :::-"' -5/9 ~ -3/5 ,J ) .!, .; i 15% P~(.,;;iw~w .Ai:1-;:: art .ea. 10% P11.lt:1m~r -4.irpfr'ri Rd. /" 4/3_;1 10% 2;2...I 5% ~ 8/6-4/J-- 2/1"'""\ "' :::- I I I 2.'.5% Palomar Airport Road at I Palomar Airport Road al l-. El Fuerte Street Melrose Drive XX% = Project Directional Distribuficm Percei1tages + = Traffic Signal 10 000312-050113-Ememo-JBlagg-spk-t 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • {858) 560-49 I 1 • Fax (858) 560-9734 't:RAFFIC TM:PAOT ANALYSIS For THE LA COSTATO\VNE CENTER SUBMITTAL: Septembef'24, 20i2 ©c URBAN SYSTEMS ASSOCIATES,lNC . 0\ CY . 'U~'\ff!Gl'.~t~~fr~~~~t6~lblfjff~fg~6~f~}~$l{PP_0~1'. -- 4540 Kearny Villa Road:i S1iite 10'6' San bfogo; CA.92123-1573 ts:is) 5e!OA9 n · · / \ C C C C C C C \ / -, -) _) ) "\ j j ) ' ) •\ ) J ) 1 ./ ) •.\ ) ) TheL9 Cr;sta Towne Center Excel La Costa, UC 0023'12 © ilrban Systems Assoc.iates, Inc. Septembe_r.U, 20.12 doijltaR.eport_)Ldoc · The La Costa Towne Cen/er Excel La cbsta, lLC . La Costa ,Av~. t saxt1rw ·~;aci r i.o o:i -... ~ io. .co La Cpst?i f>,.ve.J Shtippirig Ci;!nte.r Di;..,,,y. ® .r-Q/1 tt El .Qa.miM Real ( CO$t<! Del Milr O} ,st '!-<.. ._ (1~ El. Camino..'R~~i'I / La Costa Towne Center l!fqtJRE 4.:4 © Urban Systems Associates, ]Ji¢. September 241 iiJli ttt La Cpsta Ave. I El Camino Reai. t J=::i ¢amino R~.all Levarite Street 'P~?J~~t()~ly f\M (FMl~akH°.t1t'tr~(~¢ 0(}2il2 4-7 ( ( ( ( ( ( ( \ ( ( C c··. ( ·~ - (_ C ) \ -J ) ) -\ ) --\ ) ) ) ' ) _) J -"\ ) ) ) \ j \ ) 'NEAR-TERM WITHOUT PROJECT Short Report Page 1 of 1 *\ I\ ( SHORT REPORT General Information Site Information Analyst USA! Intersection EL CAMINO REAL@ FARADAY A VENUE Agency or Co. USA! Area Type Alf other areas Date Performed 04/22115 Jurisdiction CARLSBAD Time Period AM PEAK Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 1 2 3 0 2 3 1 Lane group L TR R L T R L TR L T R Volume (vph) 31 139 73 114 626 170 709 695 98 440 1349 220 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 50 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left WB Only Thru & RT 04 Exel. Left Thru & RT 07 08 Timing G = 8.0 G = 16.0 G = 16.0 G;: G;: 27.0 G;: 41.0 G= G= Y= 5 Y= 0 Y= 6 Y= Y= 5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Lenqth C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 34 160 16 124 680 185 771 862 478 1466 239 Lane group cap. 109 432 189 395 873 776 714 1567 714 1600 489 vie ratio 0.31 0.37 0.08 0.31 0.78 0.24 1.08 0.55 0.67 0.92 0.49 Green ratio 0.06 0. 12 0.12 0.22 0.25 0.50 0.21 0.32 0.21 0.32 0.32 Unif. delay d1 58.4 52.4 50.5 42.2 45.7 18.4 51.5 36.9 47.4 42.8 36.0 Delay factor k 0.11 0.11 0.11 0.11 0.33 0.11 0.50 0.15 0.24 0.43 0. 11 lncrem. delay d2 1.6 0.5 0.2 0.5 4.6 0.2 52.3 0.3 1.7 6.4 0.5 PF factor 0.956 0.906 0.906 0.809 0.782 0.333 0.825 0.693 0.825 0.693 0.693 Control delay 57.5 48.0 46.0 34.6 40.3 6.3 94.8 25.8 40.8 36.1 25.5 Lane group LOS E D D C D A F C D D C Apprch. delay 49.4 33.2 58.4 36.0 Approach LOS D C E D lntersec. delay 43.3 Intersection LOS D HCS2000TM Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kl 70.tmp 4/22/2015 ( (_ ( \ -; ( i \_ ( f ( \, __ C C ( ( \.__ C ~ ' ) ) ' ) -\ _) -, -j ) -' j ) -' } ) \ _) -\ ) ) Short Report Page 1 of 1 ~\{' SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ FARADAY AVENUE Agency or Co. USA/ Area Type Alf other areas Date Performed 04/22115 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and TiminQ Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 1 2 3 0 2 3 1 Lane group L TR R L T R L TR L T R Volume (vph) 250 497 851 196 137 311 172 1304 95 227 821 18 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. meen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 90 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Exel. Left NB Only Thru & RT 08 Timing G = 18.0 G = 39.0 G= G= G = 10.0 G= 5.0 G = 35.0 G= Y= 5 Y= 6 Y= Y= Y= 5 Y= 6 Y= 6 Y= Duration of Analvsis (hrs = 0.25 Cycle Lenqth C = 135.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate. 263 923 401 206 144 327 181 1473 239 864 19 Lane group cap. 236 949 448 236 1025 632 509 1709 255 1315 402 v/c ratio 1.11 0.97 0.90 0.87 0.14 0.52 0.36 0.86 0.94 0.66 0.05 Green ratio 0.13 0.29 0.29 0.13 0.29 0-41 0.15 0.34 0.07 0.26 0.26 Unif. delay d1 58.5 47.5 46.0 57.4 35.6 30.0 51.7 41.5 62.2 44.6 37.5 Delay factor k 0.50 0.48 0.42 0.40 0.11 0.12 0. 11 0.39 0.45 0.23 0.11 lncrem. delay d2 92.7 22.7 20.1 28.1 0.1 0.8 0.3 3.4 31.5 0.8 0.0 PF factor 0.897 0.729 0.729 0.897 0.729 0.542 0.884 0.655 0.947 0.767 0.767 Control delay 145.2 57.3 53.7 79.6 26.0 17.0 46.0 30.6 90.4 35.1 28.8 Lane group LOS F E D E C B D C F D C Apprch. delay 71.0 38.0 32.3 46.7 Approach LOS E D C D lntersec. delay 48.5 Intersection LOS D HCS2000TM Copyright© 2000 University ofFlorida, All Rights Reserved Version 4.lf :file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k19C.tmp 4/22/2015 Short Report General Information Analyst USA/ Agency or Co. USA! Date Performed 04/22/15 SHORT REPORT Site Information Intersection Area Type Jurisdiction PALOMAR AIRPORT RD.!YARROW DR. All other areas CARLSBAD Page 1 of 1 ~.~ Time Period AM PEAK Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 1 3 0 1 2 0 1 1 0 Lane group L TR L TR L TR L TR Volume (voh) 64 1276 175 271 1398 110 40 9 53 29 3 19 % Heavyveh 1 2 1 1 2 1 1 1 1 1 1 1 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 5 0 5 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Thru & RT Exel. Left 07 08 Timing G = 23.0 G = 60.0 G= G= G = 15.0 G = 10.0 G= G= Y= 5 Y= 6 Y= Y= Y= 6 Y= 5 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Lenqth C = 130.0 Lane Group Capacity, Control DelayJ and LOS Determination EB WB NB SB Adj. flow rate 75 1707 319 1774 47 73 34 26 Lane group cap. 316 2302 316 2318 137 361 137 189 v/c ratio 0.24 0.74 1.01 0.77 0.34 0.20 0.25 0.14 Green ratio 0.18 0.46 0.18 0.46 0.08 0.12 0.08 0.12 Unif. delay d1 46.0 28.7 53.5 29.1 56.9 52.1 56.5 51.7 Delay factor k 0.11 0.30 0.50 0.32 0.11 0.11 0.11 0.11 lncrem. delay d2 0.4 1.3 53.0 1.6 1.5 0.3 1.0 0.3 PF factor 0.857 0.429 0.857 0.429 0.944 0.913 0.944 0.913 Control delay 39.8 13.6 98.9 14.1 55.2 47.8 54.3 47.5 Lane group LOS D B F B E D D D Apprch. delay 14.7 27.0 50.7 51A Approach LOS B C D D lntersec. delay 22.7 lntersect1on LOS C HCS200/jIM Copylight © 2000 University ofFlorida, All Rights Reserved Version 4. lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2klC7.tmp 4/22/2015 ( ( - C ( ( ( C ( \ C C ( C C ir-. ".:.. \ ) \ ) ) ) ) ) 'I . -I _) ) --\ I ) ) \ / \ ) ~\ Short Report General Information ~nalyst USA/ !Agency or Co. USA/ Date Performed 04/22/15 SHORT REPORT Site Information Intersection Area Type Jurisdiction PALOMAR AIRPORT RD/YARROW DR. All other areas CARLSBAD Page 1 of 1 .;,,;('1--~ !Time Period PM PEAK Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 1 3 0 1 2 0 0 1 0 Lane group L TR L TR L TR LTR Volume (vph) 33 1710 55 117 1330 63 150 14 281 100 13 68 % Heavyveh 2 2 2 2 2 2 2 1 2 2 -2-2 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 NB Only SB Only 07 08 Timing G = 19.0 G = 57.0 G= G= G = 18.0 G = 15.0 G= G= Y= 5 Y= 6 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis (hrs)= 0.25 Cycle Lenoth C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 37 1961 130 1548 167 328 201 Lane group cap. 259 2214 259 2210 243 409 195 vie ratio 0.14 0.89 0.50 0.70 0.69 0.80 1.03 Green ratio 0.15 0.44 0.15 0.44 0.14 0.14 0.12 Unit. delay d1 48.4 33.5 51.1 29.6 53.3 54.3 57.5 Delay factor k 0.11 0.41 0.11 0.27 0.26 0.35 0.50 lncrem. delay d2 0.3 4.7 1.6 1.0 7.9 11.0 72.7 PF factor 0.886 0.479 0.886 0.479 0.893 0.893 0.913 Control delay 43.1 20.8 46.9 15.2 55.5 59.4 125.2 Lane group LOS D C D B E E F Apprch. delay 21.2 17.6 58.1 125.2 ~pproach LOS C B E F lntersec. delay 28.8 Intersection LOS C 1rcs20001M Copyright It) 2000 University of Florida, All Righls Reserved Version 4.1 f file://C:\Docurnents and Settings\skab. USAI\Local Settings\ Temp\s2k 1 F5. tmp 4/22/2015 Short Report SHORT REPORT General Information Site Information Intersection PALOMAR AIRPORT Analyst USA! RD.ILOWE"S ENT Agency or Co. USA/ Area Type All other areas Date Performed 04/22115 Jurisdiction CARLSBAD Time Period AM PEAK Analysis Year NEAR-TERM WITHOUT PROJECT Volume and Timini:i Input EB WB NB LT TH RT LT TH RT LT TH RT LT Num. of Lanes 0 3 1 1 3 0 1 0 1 0 Lane group T R L T L R Volume {vph) 1333 174 120 1756 62 63 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost ti me 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 NB Only 06 07 Timing G = 20.0 G = 50.0 G = G= G = 35.0 G= G= Y= 5 Y= 5 Y= Y= y,=, 5 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Lenqth C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB Adj. flow rate 1403 183 126 1848 65 66 Lane group cap. 2225 640 295 3171 516 452 v/c ratio 0.63 0.29 0.43 0.58 0.13 0.15 Green ratio 0.42 0.42 0.17 0.63 0.29 0.29 Unif. delay d1 27.7 23.2 44.9 13.3 31.3 31.4 Delay factor k 0.21 0.11 0.11 0.17 0.11 0.11 lncrem. delay d2 0.6 0.2 1.0 0.3 0.1 0.1 PF factor 0.524 0.524 0.867 0.133 0.725 0.992 Control delay 15.1 12.4 39.9 2.0 22.8 31.3 Lane group LOS B B D A C C Apprch. delay 14.8 4.5 27.1 Approach LOS B A C lntersec. delay 9.7 Intersection LOS HCS2000TM. Copyright© 2000 University of Florida, All Rights Rese1ved file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k201.tmp Page 1 of 1 SB TH RT 0 0 N 08 G= Y= SB A Version 4.lf 4/22/2015 ,( \ ( ( ( f' \ ( \ ( ( C (_ ' C ( ' ) \ / \ J \ ) ' j _,,/ -' I Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection PALOMAR AIRPORT RD.ILOWE"S ENT Agency or Co. USA/ Area Type All other areas Date Performed 04/22115 Tlme Period PM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 1 1 3 0 1 0 1 0 0 0 Lane group T R L T L R Volume (vph) 2046 146 152 1561 76 164 % Heavvveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ WB Only Thru & RT 03 04 NB Only 06 07 08 Timing G = 20.0 G = 50.0 G= G= G = 35.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs = 0.25 Cycle Leni:ith C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 2154 154 160 1643 80 173 Lane group cap. 2225 640 295 3171 516 452 v/c ratio 0.97 0.24 0.54 0.52 0.16 0.38 Green ratio 0.42 0.42 0.17 0.63 0.29 0.29 Unif. delay d1 34.2 22.7 45.8 12.5 31.5 33.9 Delay factor k 0.48 0.11 0.14 0.12 0.11 0.11 lncrem. delay d2 12.5 0.2 2.0 0.2 0.1 0.5 PF factor 0.524 0.524 0.867 0.133 0.725 0.992 Control delay 30.4 12.1 41.7 1.8 23.0 34.2 Lane group LOS C B D A C C Apprch. delay 29.2 5.4 30.6 Approach LOS C A C lntersec. delay 19.4 Intersection LOS B HCS2000™ Copyright© 2000 University of Florida, AIi Rights Reserved Version 4.lf :file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k219.tmp 4/22/2015 Short Report Page 1 ofl SHORT REPORT General Information Site Information Analyst USA! Intersection EL CAMINO REAUPALOMAR AIRPORT Agency or Co. USA/ Area Type All other areas Date Performed 04/22115 Time Period AM PEAK HOUR Jurisdiction CARLSBAD Analysis Year NEAR TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 2 2 3 2 2 3 1 Lane group L T R L T R L T R L T R Volume (vph) 180 846 311 552 1275 526 168 659 432 524 1042 377 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Actuated (P/A) A A A A A A A A A A A A Startuo lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tvpe 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 90 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left WB Only Thru & RT 04 Exel. Left SB Only Thru & RT 08 Timing G = 8.0 G = 20.0 G = 39.0 G= G = 10.0 G = 10.0 G = 30.0 G= Y= 4.2 Y= 0 Y= 6 Y= Y= 4.2 Y= 0 Y= 5 Y= Duration of Analvsis hrs = 0.25 Cycle Lenath C = 136.4 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 207 972 254 634 1466 605 193 757 497 602 1198 433 Lane group cap. 202 1451 443 811 2195 1514 252 1116 1352 610 1488 603 vie ratio 1.02 0.67 0.57 0.78 0.67 0.40 0.77 0.68 0.37 0.99 0.81 0.72 Green ratio 0.06 0.29 0.29 0.24 0.43 0.55 0.07 0.22 0.49 0.18 0.29 0.39 Unif. delay d1 64.2 43.0 41.6 48.8 30.9 17.7 62.1 48.8 21.4 55.9 44.6 35.4 Delay factor k 0.50 0.24 0.17 0.33 0.24 0.11 0.32 0.25 0.11 0.49 0.35 0.28 lncrem. delay d2 59.5 0.8 1.3 3.5 0.6 0.1 9.5 1.2 0.1 27.2 2.4 2.9 PF factor 0.958 0.733 0.733 0.794 0.492 0.186 0.947 0.812 0.353 0.856 0.723 0.576 Control delay 121.0 32.4 31.8 42.3 15.7 3.4 68.3 40.8 7.7 75.1 34.6 23.3 Lane group LOS F C C D B A E D A E C C Apprch. delay 45.1 19.2 33.1 43.3 Approach LOS D B C D lntersec. delay 33.4 Intersection LOS C HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k231.tmp 4/22/2015 < ( ( ' { r C C (_ C (.,- \_ ( . \ -' ) ', --) \ } -, _ _) -j / --\ J \ I / Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA! Intersection EL CAMINO REAUPALOMAR AIRPORT Agency or Co. USA! ~rea Type All other areas Date Performed 04/22115 Time Period PM PEAK HOUR Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and TiminJ:1 Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 2 2 3 2 2 3 1 Lane group L T R L T R L T R L T R Volume (vph) 296 1507 165 544 988 376 372 887 469 697 968 173 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Par.king/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parkfng/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left SB Onlv Thru & RT 08 Timing G = 20.0 G = 43.0 G= G= G = 18.0 G = 8.0 G = 24.0 G= Y= 5 Y= 6 Y= Y= y:::: 4.2 y:::: 0 Y= 6.6 Y= Duration of Analysis (hrs = 0.25 Cvcle Lenqth C:::: 134.8 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 312 1586 174 573 1040 396 392 934 494 734 1019 182 Lane group cap. 510 1619 495 510 1619 1616 459 903 1028 770 1205 673 vie ratio 0.61 0.98 0.35 1.12 0.64 0.25 0.85 1.03 0.48 0.95 0.85 0.27 Green ratio 0.15 0.32 0.32 0.15 0.32 0.59 0.13 0.18 0.38 0.22 0.24 0.43 Unif. delay d1 53.8 45.5 35.2 57.4 39.3 13.4 57.1 55.4 32.1 51.6 49.0 24.4 Delay factor k 0.20 0.48 0.11 0.50 0.22 0.11 0.39 0.50 0.11 0.46 0.38 0.11 lncrem. delay d2 1.5 14.2 0.3 72.8 0.6 0.1 10.7 34.4 0.2 17.1 4.1 0.2 PF factor 0.884 0.688 0.688 0.884 0.688 0.121 0.897 0.856 0.599 0.808 0.792 0.487 Control delay 49.0 45.5 24.5 123.5 27.7 1.7 61.9 81.8 19.5 58.7 43.0 12.0 Lane group LOS D D C F C A E F B E D B Apprch. delay 44.3 49.9 60.6 46.0 Approach LOS D D E D lntersec. delay 49.9 Intersection LOS D HCS2000TM Copyright© 2000 University of Florida, All Rights Reserved Version 4. lf file:/ IC :\Documents and Settings\skab. USAI\Local Settings\ Temp\s2k26 l.tmp 4/22/2015 Short Report General Information SHORT REPORT Site Information Page 1 of 1 ~?fl( Analyst Urban Systems Intersection PAR @ LOKER AVE. WEST Area Type All other areas Agency or Co. USA! Jurisdiction CARLSBAD Date Performed 04/22/15 NEWR-TERM NO Time Period AM PEAK Analysis Year PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Nurn. of Lanes 1 3 1 1 3 0 2 1 0 1 1 1 Lane group L T R L TR L TR L T R Vo.lume (vph) 308 1204 159 157 2148 149 93 59 51 29 21 89 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 Ext. eff. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 50 5 5 0 Lane Width 12.0 · 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left WB Only Thru & RT 04 Exel. Left Thru & RT 07 08 Timing G = 22.0 G = 14.0 G = 42.0 G= G = 13.0 G = 17.0 G= G= Y= 0 Y= 5 Y= 6 Y= Y= 5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 324 1267 167 165 2418 98 63 31 22 94 Lane group cap. 286 1600 708 477 2315 317 229 163 229 534 v/c ratio 1.13 0.79 0.24 0.35 1.04 0.31 0.28 0.19 0.10 0.18 Green ratio 0.16 0.32 0.46 0.27 0.46 0.09 0.12 0.09 0.12 0.35 Unif. delay d1 54.5 40.6 21.1 38.3 35.0 55.1 51.7 54.5 50.6 29.6 Delay factor k 0.50 0.34 0.11 0.11 0.50 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 79.9 1.4 0.1 0.2 26.8 0.6 0.7 0.6 0.2 0.2 PF factor 0.872 0.693 0.429 0.754 0.429 0.932 0.906 0.932 0.906 0.647 Control delay 127.4 29.6 9.1 29.1 41.8 51.9 47.6 51.4 46.0 19.3 Lane group LOS F C A C D D D D D B Apprch. delay 45.6 41.0 50.2 30.1 Approach LOS D D D C lntersec. delay 42.7 Intersection LOS D HCS2oorfrM Copyright © 2000 University of Florida, All Rights Reserved Version 4.11 file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k28 l .tmp 4/22/2015 ( - \ (i .. ( I , ' . . I. C. C C _) ) J ·, . ) ' _) ) \ ./ . \ ; Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Urban Systems Intersection PAR@ LOKER AVE. WEST Agency or Co. USA/ Area Type Alf other areas Date Performed 04/22/15 Jurisdiction CARLSBAD Time Period PM PEAK Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 1 1 3 0 1 1 1 1 1 1 Lane group L T R L TR L T R L T R Volume (vph) 88 2286 210 67 1490 51 105 21 163 80 54 240 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated {P/A) A A A A A A A A A A A A Startup lost tlme 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 75 5 5 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N o N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 12.0 G = 62.0 G= G= G = 17.0 G = 18.0 G= G= Y= 4.5 Y= 6 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cvcle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 93 2406 221 71 1622 111 22 93 84 57 174 Lane group cap. 150 2381 994 150 2367 218 244 213 218 244 427 vie ratio 0.62 1.01 0.22 0.47 0.69 0.51 0.09 0.44 0.39 0.23 0.41 Green ratio 0.08 0.47 0.65 0.08 0.47 0.12 0.13 0.14 0.12 0.13 0.28 Unif. delay d1 57.5 34.5 9.5 56.7 27.0 53.3 49.7 51.4 52.5 50.7 38.3 Delay factor k 0.20 0.50 0.11 0.11 0.25 0.12 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 5.8 18.6 0.1 1.8 0.6 2.0 0.2 1.4 1.1 0.5 0.6 PF factor 0.938 0.411 0.141 0.938 0.411 0.906 0.900 0.893 0.906 0.900 0.745 Control delay 59.7 32.8 1.4 55.0 11.7 50.3 44.9 47.3 48.7 46.1 29.2 Lane group LOS E C A E B D D D D D C Apprch. delay 31.1 13.5 48.5 37.4 Approach LOS C B D D lntersec. delay 26.3 Intersection LOS C HCS20001Y1 Copy1ight © 2000 University of Florida, All Rights Reserved Version4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k299.tmp 4/22/2015 Short Report Page 1 of 1 ,1 .... SHORT REPORT 'I-" General Information Site Information Analyst USA/ Intersection PAR@ EL FUERTE ST Area Type All other areas Agency or Co. USA/ Jurisdiction CARLSBAD Date Performed 04/22/15 NEAR-TERM WITHOUT Time Period AM PEAK Analysis Year PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 0 2 2 0 2 2 0 Lane group L T R L TR L TR L TR Volume (vph) 108 1133 103 272 2260 89 110 77 111 39 31 38 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Actuated (PIA} A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasino Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 rnming G = 14.6 G = 68.0 G= G= G = 11.0 G = 17.0 G= G;:: Y= 4.2 y;::. 6 Y= Y= Y= 4.2 Y= 5 Y= Y= Duration of Analvsis (hrs = 0.25 Cvcle LenQth C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 116 1218 111 292 2526 118 202 42 74 Lane group cap. 363 2620 802 363 2630 264 390 264 393 v/c ratio 0.32 0.46 0.14 0.80 0.96 0.45 0.52 0.16 0.19 Green ratio 0.10 0.52 0.52 0.10 0.52 0.08 0.12 0.08 0.12 Unif. delay d1 53.9 20. 1 16.4 56.9 30.2 57.4 53.4 56.1 51.2 Delay factor k 0.11 0.11 0.11 0.35 0.47 0.11 0.12 0.11 0.11 lncrem. delay d2 0.5 0.1 0.1 12.4 10.0 1.2 1.2 0.3 0.2 PF factor 0.922 0;291 0.291 0.922 0.291 0.944 0.906 0.944 0.906 Control delay 50.2 6.0 4.9 64.9 18.8 55.4 49.6 53.2 46.6 Lane group LOS D A A E B E D D D Apprch. delay 9.4 23.6 51.7 49.0 Approach LOS A C D D lntersec. delay 21.8 Intersection LOS C HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf :file:/ /C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k2A 7 .tmp 4/22/2015 i , __ / _) ) ) \ _/ Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection PAR @ EL FUERTE ST. Agency or Co. USA/ Area Type All other areas Date Performed 04/22115 Jurisdiction CARLSBAD Time Period PM PEAK Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 0 2 2 0 2 2 0 Lane group L T R L TR L TR L TR Volume (vph) 62 2519 264 445 1395 25 144 62 250 232 122 45 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 100 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 22.3 G = 68.0 G= G= G = 12.8 G = 16.5 G= G= Y= 4.2 Y= 6 Y= y:::. Y= 4.2 Y= 6 Y.= Y= Duration of Analysis (hrs = 0.25 Cycle LenQth C = 140.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 65 2652 278 468 1494 152 223 244 175 Lane group cap. 528 2433 745 528 2450 290 342 290 373 vie ratio 0.12 1.09 0.37 0.89 0.61 0.52 0.65 0.84 0.47 Green ratio 0.15 0.48 0.48 0.15 0.48 0.08 0.11 0.08 0.11 Unif. delay d1 51.3 36.5 23.2 58.2 26.9 61.4 59.7 63.2 58.4 Delay factor k 0.11 0.50 0.11 0.41 0.20 0.13 0.23 0.38 0.11 lncrem. delay d2 0.1 46.4 0.2 13.1 0.3 1.7 4.4 19.5 0.9 PF factor 0.880 0.388 0.388 0.880 0.388 0.939 0.917 0.939 0.917 Control delay 45.2 60.5 9.2 64.3 10.8 59.4 59.1 78.8 54.5 Lane group LOS D E A E B E E E D Apprch. delay 55.4 23.5 59.2 68.6 Approach LOS E C E E lntersec. delay 45.8 Intersection LOS D HCS2000TM Copyright© 2000 University ofFiorida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k2C3.tmp 4/22/2015 HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. Baseline Near Term AM 12/3/2015 Synchro 9 Report Page 1 ( ( C (- \___ C \ ) -) \ ) "\ ' ) \ ) --\ '• __ ) -, ' ) \ _/ \ ,J ) "\ j ) . \ ) HCM Unsigna!ized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. 3987 1090 4.1 6.8 6.9 3.5 3.3 cM capacity (veh/h) 88 2 210 Near Term PM 12/3/2015 -~----Volume Total 1299 1299 664 732 732 732 133 0 14 0 0 0 133 Baseline Synchro 9 Report Page 1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection MELROSE DR.@ PALOMAR A/RPOR Agency or Co. USA! Area Type Afl other areas Date Performed 04/22/15 Time Period AM PEAK HOUR Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timin!'.1 Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 1 2 4 1 1 2 2 Lane group L T R L T R L T R L T R Volume (vph) 479 666 125 68 1434 51 610 464 96 58 573 744 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 !Timing G = 24.6 G = 42.0 G= G= G = 26.0 G = 25.0 G= G= Y= 4.2 Y= 6 Y= Y= Y= 4.2 Y= 6 Y= Y= Duration of Analysis hrs = 0.25 Cycle Lern:1th C = 138,0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 515 716 134 73 1542 55 656 499 103 62 616 800 Lane group cap. 613 1544 833 613 1616 472 648 1226 624 333 643 1104 v/c ratio 0.84 0.46 0.16 0.12 0.95 0.12 1.01 0.41 0.17 0.19 0.96 0.72 Green ratio 0. 18 0.30 0.54 0.18 0.30 0.30 0.19 0.18 0.40 0.19 0.18 0.40 Unif. delay d1 54.8 38.9 16.2 47.6 47.1 34.6 56.0 49.9 26.4 47.1 56.0 34.7 Delay factor k 0.38 0.11 0.11 0.11 0.46 0.11 0.50 0.11 0.11 0.11 0.47 0.29 lncrem. delay d2 7.4 0.2 0.1 0.1 10.1 0.1 32.7 0.2 0.1 0.2 20.2 1.7 PF factor 0.855 0.708 0.229 0.855 0.708 0.708 0.845 0.853 0.550 0.845 0.853 0.550 Control delay 54.2 27.7 3.8 40.8 43.5 24.6 80.0 42.7 14.6 40.0 67.9 20.8 Lane group LOS D C A D D C F D B D E C Apprch. delay 35.4 42.7 59.9 41.2 Approach LOS D D E D lntersec. delay 44.3 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k2CF.tmp 4/22/2015 C ( C c. c···. C (' \ ) ) \ ) _) \ ) -, ) ) ) ) \ -_) _) ) ) \ J \ _I ) _j Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection MELROSE DR.@ PALOMAR AIRPOR Agency or Co. USA/ Area Type All other areas Date Performed 04/22/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 1 2 4 1 1 2 2 Lane group L T R L T R L T R L T R Volume {vph) 955 1573 548 261 977 80 273 576 85 114 484 769 % Heavv veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A} A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tvpe 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ Exel. Left EB Only Thru & RT 04 Exel. Left Thru & RT 07 08 Timing G = 15.0 G = 25.0 G = 25.0 G= G = 12.0 G = 31.0 G= G= Y= 0 Y= 5 Y= 6 Y= Y= 5 Y= 6 Y= Y= Duration of Analvsis hrs = 0.25 Cvele Lenath C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1005 1656 577 275 1028 84 287 606 89 120 509 809 Lane group cap. 1058 2147 868 397 1021 510 317 1613 618 163 846 1624 vie ratio 0.95 0.77 0.66 0.69 1.01 0.16 0.91 0.38 0.14 0.74 0.60 0.50 Green ratio 0.31 0.42 0.56 0.12 0.19 0.33 0.09 0.24 0.40 0.09 0.24 0.59 Unif. delay d1 44.0 32.1 19.9 55.3 52.5 30.8 58.4 41.4 24.8 57.5 44.0 15.3 Delay factor k 0.46 0.32 0.24 0.26 0.50 0.11 0.43 0.11 0.11 0.29 0.19 0.11 lncrem. delay d2 13.8 1.3 1.5 3.9 26.1 0.1 22.7 0.1 0.1 12.3 0.9 0.2 PF factor 0.704 0.511 0.146 0.913 0.841 0.670 0.932 0.791 0.556 0.932 0.791 0.123 Control delay 44.8 17.8 4.4 54.4 70.2 20.8 77.1 32.9 13.9 65.9 35.7 2.1 Lane group LOS D B A D E C E C B E D A Apprch. delay 23.8 64.1 44.1 19.3 Approach LOS C E D B lntersec. delay 33.6 Intersection LOS C HCS2000™ Copy1ighl © 2000 University ofFlorida, All Rights Reserved Version 4. lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k2DE.trnp 4/22/2015 HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway Lane Configurations ¥ it "'i 4' cM capacity (veh/h} 607 905 1432 ;-·-Volume Tota! 95 149 35 331 ~tI;!t1mii:t1ii11~1Ii~tl~iitr~1111t1iir11t1 Baseline 1 A Near Term AM 12/3/2015 Synchro 9 Report Page 1 (- \. ( ( C (_ ( C' c\ C ( i ,_ ) _) ) \ -J ,, _) \ I ) ) ) \ __J HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway Future Volume (Veh/h) 11 64 225 11 69 262 Upstream signal (ft) 478 257 4.1 cM capacity (veh/h) 563 788 1308 ~-,-Volume Total 82 257 50 310 9 p Near Term PM 12/3/2015 fflR1m1~~11m~e•mgm•m1s~~~ Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. I t>A NearTerm AM 12/3/2015 Satd.Flow(prot) 1611 1770 4947 5045 Satd. Flow (perm) 1611 151 4947 5045 Adj. Flow (vph) O O O O O 117 11 109 1253 278 ___ O 1962 Lane Group Flow (vph) 0 O O O O 7 0 120 1512 0 0 2068 Protected Phases 2 6 Actuated Green, G (s) 6.9 94.1 94.1 94.1 0.86 0.86 Vehicle Extension (s) 3.0 3.0 3.0 3.0 vis Ratio Prot 0.31 0.41 v/c Ratio 0.07 0.93 0.36 0.48 Progression Factor 1.00 1.00 1.00 1.00 48.8 68.0 1.9 2.3 Approach Delay {s) 0.0 48.8 6.7 2.3 HCM 2000 Volume to Capacity ratio 0.87 Intersection Uiilization 50. 7% ICU Level of Service A c Critical Lane Group Baseline Synchro 9 Report Page 1 r I \ _ ( C { \ \._ C c·-- ( ( ( ( C C ) \ ) \ __/ ) ) \ / ) ) J I ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. L,firM'£onfigurations · Future Volume 100 Fri Satd. Flow (prot) Satd. Flow (perm) Adj. Flow (vph) 109 Lane Group Flow (vph) O vis Ratio Prot vie Ratio Baseline Jo A NearTerm AM 12/3/2015 - Synchro 9 Report Page 2 HCM Signallzed Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. f1 io ? NearTerm PM 12/3/2015 "*f_Jillli_i __ _ Lane Configurations '(f ~ tff; tt'f+ Future Volume O O O O O 258 10 100 1474 86 O 1677 4.5 Frt 0.86 1.00 0.99 0.99 Said. Flow (prot) . 1611 1770 5043 5042 Said. Flow (perm} 1611 162 5043 5042 Adj. Flow (vph) . 0 0 0 0 0 280 11 109 1602 93 0 1823 Lane Group Flow (vph} 0 0 0 0 0 226 0 120 1690 0 O 1926 Protected Phases · 2 6 v/s Ratio Prat 0.33 c Critical Lane Group Baseline 0.76 0.38 Synchro 9 Report Page 1 C C ( C C ) \ / ) \ ) -, ) ) ) ) ) "\ j ) ) \ J \ ) 1 ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Future Volume (vph) 100 fO f NearTerm PM 12/3/2015 t;~)ftif ':,~t~g~:hx·,;;s:c.,i\+\(',:ff ::,:':·tit:>::\,·;J\.:>i1l}ki3b.gt;;tl%/;;_i(::?'.'£'.;t2:;:s·@:<!;:\,~~,.-~t :.::·.· ;!(\,,·•:t.:,£Yr:··•gt,i:~',,!t Y;t:?::1·'~:, Frt Satd, Flow (perm) Adj. Flow (vph] 109 Lane Group Flow (vph} 0 Protected Phases v/c Ratio Baseline Synchro 9 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. t fl A Near Term AM 12/3/2015 1111'181B[idl!I-- Lane Configurations 4+ \tj f+ 4' '(' 4+ Future Volume (Veh/h) 1 96 6 170 210 17 36 6 116 1 1 1 Grade 0% 0% 0% cM capacity (veh/h) 1320 14 79 411 406 946 360 405 802 -~--Volume Total 112 185 246 46 126 3 Baseline Synchro 9 Report Page 1 \. ( ( ( ( ( ( (: (··' 4J .( (_; r \. .• C \ ) \ ) \ ) ) ) ) \ ) ) HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. t nP Near Term PM 12/3/2015 --111-llillffllll~ Lane Configurations 4+ "i ~ 4 ~ 4+ Future Volume (Veh/h) 1 200 39 148 79 1 18 2 186 7 5 2 Grade . 0% 0% 0% 0% Blt4k1tl'.~v:[taot&r:[x:t;Z'$:;T:~":t:1~'~);p';S~~~pi;·p~2;~;:;::F;p;c~z.tt;;,~~t::()'9~:>;f)0:·$.2';:t:,':'(t9'~t:;;':P:':~2:~:~:'.i':O-''.[Z?;(f:O-gzjts",O;eft::~,;\';gJS2!;::x~;;Q··,s'.2 flowrate 1 217 42 161 86 1 20 2 202 8 5 2 259 652 649 412 409 7. 1 6.5 2.2 2.2 3.5 4.0 484 Baseline 238 852 6.2 7.1 670 86 6.5 6.2 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Near Term AM 12/3/2015 ( ( ---{ lane Configurations "i t ~ "i '(f ( Future 97 186 40 183 f 309 3,5 1321 627 Baseline 3.3 816 Synchro 9 Report Page 1 ( ( ' ,' f '\c (',, \ -- C C ( C ) ) ) ) ') ' ) ) ) HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way \ ) cM capacity {veh/h} 1385 403 883 )- \ j \ j ) ) ) Volume Total 208 282 189 189 110 Baseline Near Term PM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. _,.. l-,("' .-~ I" 11 A Near Term AM 12/3/2015 _i'IIII __ _ Lane Configurations 1+ ~ t ¥ ( IcaJf1w»'.Ql,gJJJ~,fef~JiZb1ii<'• .. ··.,"2i,;J·g1.Ix:;,,,,,:g3.J,;;];5[:rrt,·1<21¥:~··2xx,,ar.:.·:+·:·i'·2e,\;·;;,;'._.~;;<:-;~1:~ .. :;:"'J;;;i[;,,;1_t;z\;;,J,i!:1~:t·::,.'";f;;~~:t~;: c Baseline Synchro 9 Report Page 1 ( ( ( C ~·-. ( . \!. ' (/ r· \_ ' _) '\ ,/ -, ) ) ) \ J \ I ) ) -\ ) ) ) \ _) \ ) -\ ) ) \ I HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Baseline 13 f Near Term PM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. -+ +- /'1 A Near Term AM 12/3/2015 i-Lane Configurations lj + f+ ¥ 152 6 Grade 0% 0% 0% 7 cM capacity (veh/h) 1304 785 ~~~m~~W,\1~1,'!Jj!~~· Volume Total -2 165 260 18 9.9 9.9 Utilization 22.7% Baseline ICU Level of Service A Synchro 9 Report Page 1 ( C ,-- " \ ( \ ( I ( ( ( I \. ( I \ \_ - ( ) ) ·, ) ) ' ) ) HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. J cM capacity (veh/h) 1407 569 878 ,,·, .)- .·· _) ) ) ... ) _) ) \ / Volume Total 2 505 170 16 · 0 0 8 2 0.00 0.30 0.10 0.03 7.6 0.0 0.0 11.2 Baseline lil~ijfJi)]j!filt'i~;;l~! 'l.f f Near Term PM 12/3/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. 151 490 4.1 6.4 137 6.2 3.3 cM capacity (veh/h} 1430 644 911 -__ :!, 63 227 76 Baseline Near Term AM 12/3/2015 Synchro 9 Report Page 1 ( i - ( ( - \ ( \ ·( C ( ( \ --' \ _! ) .... ) ) ' ) \ .1 HCM Uns1gnalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Is f Near Term PM 12/3/2015 ---Lane Configurations f+ 11 t ¥ Future Volume (Veh/h) 367 74 138 128 32 139 Grade 0% 0% 0% cM capacity (veh/h) 470 610 111---Volume Total 490 153 142 190 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. -~ ll A Near Term AM 12/3/2015 ( Lane Configurations ¥ f, "i t j.·~qffip,Mommelve,rylh)'.:.~,,,:.,i.:,,,,,:,J:,;;L8:~.;;,:,@.::&:-··;tgs,:r~._t;\;.a§;,:.CA,,(:,8W;:0)1~;,:@q3.~.;~t•;i/~2:;:,: .. ;:,.;:;,::,,,·1~:· ... :;~Tc .. · .•. :.,.2.h:.,,.1,:,,'.,.:;~.:,1:f'.~0):,W:•~:.,· •. ·' ( 8 85 123 0% ( r ( 285 173 469 6.4 6.2 4.1 3.5 3.3 2.2 cM capacity (veh/h) 558 892 1404 C Volume Total 101 173 97 275 Baseline Synchro 9 Report Page 1 ( ' ""-' f, ) \ j ' ) \ J -' ) -\ ) HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. !l f Near Term PM 12/3/2015 [- Lane Configurations ¥ 1+ 1i t Future Volume (Veh/h) 8 229 422 84 244 258 Grade None 285 550 810 6.4 4. 1 3.5 3.3 2.2 cM capacity (veh/h) 567 1020 -) ~---~ ) _) \ -_) ) Volume Total 258 550 265 280 Baseline Synchro 9 Report Page 1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection EL FUERTE ST./GA TEWAY RD. Agency or Co. USA/ Area Type All other areas Date Performed 04/22/15 Time Period AM PEAK HOUR Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT r ... · . \_. ' Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R r -, ( ' -- Volume (vph) 160 62 33 25 36 35 92 125 66 63 96 292 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 4 4 4 4 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 8 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 C Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Thru & RT ExcL Left 07 08 Timing G = 25.0 G = 28.0 G= G= G = 20.0 G = 15.0 G= G= Y= 5 Y= 6 Y= Y= Y= 6 Y= 5 Y= Y= Duration of Analvsis (hrs = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 168 91 26 75 97 201 66 101 307 ( \_ Lane group cap. 781 451 402 434 241 603 241 645 623 vie ratio 0.22 0.20 0.06 0.17 0.40 0.33 0.27 0.16 0.49 Green ratio 0.23 0.25 0.23 0.25 0.14 0.18 0.14 0.18 0.41 Unif. delay d1 34.5 32.2 33.3 32.0 43.4 39.2 42.6 37.9 24.1 ( _ ·. Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0. 11 lncrem. delay d2 0. 1 0.2 0.1 0.2 1. 1 0.3 0.6 0.1 0.6 C PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.885 Control delay 34.7 32.4 33.4 32.2 44.5 39.5 43.2 38.0 21.9 Lane group LOS C C C C D D D D C Apprch. delay 33.9 32.5 41.1 28.3 Approach LOS C C D C lntersec. delay 33.3 Intersection LOS C HCS2000TM Copyright© 2000 University ofFloiida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k2EC.tmp 4/22/2015 -, _/ ~ \ _) \ ) \ / i _/ ) -\ j Short Report Page 1 of 1 &S'.-,'"'\ ~ SHORT REPORT Genl3ral Information Site Information Analyst USA/ Intersection EL FUERTE ST./GATEWA Y RD. Agency or Co. USA! Area Type All other areas Date Performed 04/22115 Time Period PM PEAK HOUR Jurisdlction CARLSBAD !Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R Volume (vph) 362 181 163 56 46 140 78 148 71 121 188 395 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 4 4 4 4 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 8 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Thru & RT Exel. Left 07 08 Timing G = 25.0 G = 28.0 G= G= G = 20.0 G = 15.0 G= G= Y= 5 y;:: 6 Y= Y= Y= 6 Y= 5 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 381 354 59 195 82 231 127 198 416 Lane group cap. 781 437 402 414 241 605 241 645 623 v/c ratio 0.49 0.81 0.15 0.47 0.34 0.38 0.53 0.31 0.67 Green ratio 0.23 0.25 0.23 0.25 0.14 0.18 0.14 0.18 0.41 Unif. delay d1 36.9 38.5 34.0 34.7 43.0 39.6 44.2 39.0 26.4 Delay factor k 0.11 0.35 0.11 0.11 0.11 0.11 0.13 0.11 0.24 lncrem. delay d2 0.5 11.0 0.2 0.8 0.8 0.4 2.2 0.3 2.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.885 Control delay 37.4 49.5 34.1 35.6 43.9 40.0 46.4 39.3 26.1 Lane group LOS D D C D D D D D C Apprch. delay 43.2 35.2 41.0 33.1 Approach LOS D D D C lntersec. delay 38.2 Intersection LOS D HCS200oTM Copyright© 2000 University of Florida, All Rights Reserved Version 4.11 :file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k2FA.hnp 4/22/2015 C Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ TOWN Agency or Co. USA/ GARDEN CT Date Performed 04/23115 Area Type All other areas Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 3 1 1 3 1 Lane group LT R L TR L T R L T R Volume (vph) 43 10 34 122 37 63 118 1355 139 334 1202 77 % Heavv veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Q. 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 30.0 G = 22.0 G= G= G = 25.0 G = 45.0 G= G= Y= 4.5 Y= 5 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 142.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 56 36 128 105 124 1426 146 352 1265 81 Lane group cap. 277 237 374 255 312 1608 482 312 1608 482 v/cratio 0.20 0.15 0_34·· 0.41--· 0.40 0.89 0:30 1:13 -0:79 0.17 Green ratio 0.15 0.15 0.21 0.15 0.18 0.32 0.32 0.18 0.32 0.32 Unif. delay d1 52.3 51.9 47.6 54.2 51.8 46.1 36.6 58.5 44.1 35.0 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.41 0.11 0.50 0.33 0.11 lncrem. delay d2 0.4 0.3 0.5 1.1 0.8 6.4 0.4 90.2 2.7 0.2 PF factor 1.000 1.000 1.000 1.000 0.858 0.691 0.691 0.858 0.691 0.691 Control delay 52.7 52.2 48.2 55.2 45.3 38.2 25.7 140.3 33.2 24.3 Lane group LOS D D D E D D C F C C Apprch. delay 52.5 51.4 37.7 55.0 Approach LOS D D D D lntersec. delay 46.8 Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4. lf file://C:\Documents and Settings\skab.USAI\Local Settings\Ternp\s2kl4.tmp 4/23/2015 ) \ ) ) Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ TOWN GARDEN CT Agency or Co. USA/ ~rea Type All other areas Date Performed 04/23/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 3 1 1 3 1 Lane group LT R L TR L T R L T R Volume (vph) 74 10 65 196 13 190 20 1286 162 167 1516 15 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 o 5 10 125 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 30.0 G = 22.0 G= G= G = 22.0 G = 48.0 G= G= Y = 4.5 Y= 5 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analvsis (hrs = 0.25 Cycle Lenqth C = 142.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 89 68 206 82 21 1354 171 176 1596 16 Lane group cap. 277 237 374 245 274 1715 515 274 1715 515 v/c ratio 0.32 0.29 0.55 0.33 0.08 0.79 0.33 0.64 0.93 0.03 Green ratio 0.15 0.15 0.21 0.15 0.15 0.34 0.34 0.15 0.34 0.34 Unit. delay d1 53.4 53.1 50.0 53.5 51.3 42.4 35.0 56.3 45.4 31.4 Delay factor k 0.11 0.11 0.15 0.11 0.11 0.34 0.11 0.22 0.45 0.11 lncrem. delay d2 0.7 0.7 1.8 0.8 0.1 2.6 0.4 5.1 9.6 0.0 PF factor 1.000 1.000 1.000 1.000 0.878 0.660 0.660 0.878 0.660 0.660 Control delay 54.0 53.7 51.7 54.3 45.2 30.6 23.5 54.5 39.5 20.8 Lane group LOS D D D D D C C D D C Apprch. delay 53.9 52.5 30.0 40.8 Approach LOS D D C D lntersec. delay 37.8 Intersection LOS D HCS2DOOTM Copyright© 2000 University ofFlorida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k22.tmp 4/23/2015 Short Report Page 1 of 1 }). SHORT REPORT General Information Site Information Analyst USAJ Intersection AL/CANTE RD.ITOWN GARDEN RD. Agency or Co. USAJ Area Type All other areas Date Performed 04/22/15 Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume (vph) 75 101 32 44 59 16 79 90 36 6 16 120 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/ A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. oreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tvpe 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 15.0 G = 20.0 G = G= G::: 10.0 G = 25.0 G= G= y::: 4.5 Y= 5 Y= y::: Y= 4.5 Y= 6 y::: Y= Duration of Analysis (hrs)= 0.25 Cvcle Lenqth C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 79 140 46 79 83 133 6 143 Lane group cap. 295 394 295 396 197 489 197 433 vie ratio 0.27 0.36 0.16 0.20 0.42 0.27 0.03 0.33 Green ratio 0.17 0.22 0.17 0.22 0.11 0.28 0.11 0.28 Unit. delay d1 32.7 29.6 32.1 28.5 37.3 25.4 35.7 25.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.5 0.6 0.2 0.2 1.5 0.3 0.1 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 33.2 30.1 32.3 28.7 38.8 25.7 35.7 26.3 Lane group LOS C C C C D C D C Apprch. delay 31.2 30.1 30.7 26.7 Approach LOS C C C C lntersec. delay 29.9 Intersection LOS C HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.1 I file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k308.tmp 4/22/2015 C ( ( c/ \ ) \ ; ) \ j \ ) ) _J ', ) \ ) -\ ) Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA! Intersection AL/CANTE RD.ITOWN GARDEN RD. Agency or Co. USA/ Area Type All other areas Date Performed 04/22/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume (vph) 94 210 92 30 82 12 49 53 35 6 98 101 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 16.0 G = 22.0 G= G= G = 9.0 G = 23.0 G= G= Y= 4.5 Y= 5 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis {hrs = 0.25 Cycle Lenqth C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 99 318 32 99 52 93 6 209 Lane group cap. 315 429 315 444 177 440 177 430 v/c ratio 0.31 0.74 0.10 0.22 0.29 0.21 0.03 0.49 Green ratio 0.18 0.24 0.18 0.24 0.10 0.26 0.10 0.26 Unif. delay d1 32.2 31.4 31.0 27.2 37.6 26.4 36.6 28.5 Delay factor k 0.11 0.30 0.11 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.6 6.8 0.1 0.3 0.9 0.2 0.1 0.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 32.8 38.1 31.1 27.4 38.5 26.6 36.7 29.3 Lane group LOS C D C C D C D C Apprch. delay 36.9 28.3 30.9 29.5 Approach LOS D C C C lntersec. delay 32.9 Intersection LOS C HCS20001'M Copyright© 2000 University of Florida, All Rights Reserved Version 4.H file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k316.tmp 4/22/2015 Short Report Page 1 of 1 SHORT REPORT .. General Information . Site Information Analyst USA/ Intersection EL FUERTE ST.IBRESSI RANCH WAY Agency or Co. USA! Area Type All other areas Date Performed 04/23/15 Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 2 0 0 2 0 Lane group L R L T TR Volume (vph) 24 70 79 267 115 32 % Heavvveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A} A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. meen 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 35 5 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasinn EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G = 15.0 G= G= G= G = 10.0 G = 20.0 G= G= Y= 4.5 Y= y:::. Y= y:::. 4.5 Y= 6 Y= Y= Duration of Analysis {hrs = 0.25 Cycle LenQth C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 25 37 83 281 155 Lane group cap. 443 396 295 2038 1133 v/c ratio 0.06 0.09 0.28 0.14 0.14 Green ratio 0.25 0.25 0.17 0.57 0.33 Unif. delay d1 17.1 17.3 21.9 5.9 14.0 Delay factor k 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.1 0.1 0.5 0.0 0.1 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 17.2 17.4 22.4 5.9 14.0 Lane group LOS B B C A B Apprch. delay 17.3 9.7 14.0 Approach LOS B A B lntersec. delay 11.6 Intersection LOS B HCS2000™ Copyright© 2000 University ofFlorida, All Rights Reserved Version 4.lt file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k30.tmp 4/23/2015 C ( (_ ~ ,... J..o t,. C C C \ ) -' ) ) \ ) __ ) ' -J Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection EL FUERTE ST.IBRESS/ RANCH WAY Agency or Co. USA/ Area Type All other areas Date Performed 04/23/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year NEAR-TERM NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 2 0 0 2 0 Lane group L R L T TR Volume (vph) 60 143 82 219 349 33 % Heavvveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 35 5 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G = 10.0 G= G= G= G = 10.0 G = 15.0 G= G= Y= 4.5 Y= Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 50.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 63 114 86 231 402 Lane group cap. 354 317 354 2092 1046 vie ratio 0.18 0.36 0.24 0.11 0.38 Green ratio 0.20 0.20 0.20 0.59 0.30 Unif. delay d1 16.6 17.2 16.8 4.5 13.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 I ncrem. delay d2 0.2 0.7 0.4 0.0 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 16.8 17.9 17.2 4.5 14.1 Lane group LOS B B B A B Apprch. delay 17.5 8.0 14.1 Approach LOS B A B lntersec. delay 12.6 Intersection LOS B HCS2000TM Copyright© 2000 University ofFlotida, All Rights Reserved Version 4. lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k3E.tmp 4/23/2015 . NEAR.;.TERM WITH PROJECT ( C C C . c, c· C (_ C C cc C {. ·. ) ) \ ) ) J \ ) ) ) HCM Signalized Intersection Capacity Analysis 1: El Camino Real & Faraday Dr. Near Term with Project AM 11/30/2015 0.58 !91ulotm~P,~laY,:~:t:;.T(\(~i7\:.:''f5l,g:W',4Q.8G;·.···i·',33]);:·t)\44¢ib",2~1ir:.~:=7,::y •. £~4l_e?·o'i:~l~S.5~·:·,'j~43,§jy£:581,~r,4~,8f;;~/~mi Baseline Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 1: El Camino Real & Faraday Dr. Near Term with Project PM 11/30/2015 'f'i +·tt+ 'i tT+ f "i ;; r' .. , ,;',is :\}:•:l:1?~:JJ:1:')~4.~rm;1:J:::Jg4}, t.:.).§Q,:.:::,; Jgz :.::.::: ~?P : · ·L?P2::: : )J .~t:iJHimrn Future Volume (vph) 227 864 18 189 1343 104 250 497 870 205 137 311 fd~plflo~Tvi3,ttPD.~',:i::c.~~~::·:-.•UsopJ'V/).·gqpy,··.···1s,0Q;•'":.fiJ90,Q~{~-l1[0Q"7:;;;:;tsog.1~;:)sop,;;J~:t;RQ"Q;i£0§1.[g.\:(T~Qp,··:_;.:tsoo.rcft~OQ Total lost time (s) 4.0 5.0 5.0 4.0 5,0 4.0 5.0 5.0 4.0 5.0 5.0 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.93 0.85 1.00 1.00 0.85 Satd. Flow (pro!) 3433 5309 1583 3433 5252 1770 3153 1441 1770 3539 1583 Satd. Flow (perm) 3433 5309 1583 3433 5252 1770 3153 1441 1770 3539 1583 Adj. Flow (vph) 239 909 19 199 1414 109 263 523 916 216 144 327 Lane Group Flow (vph) 239 909 6 199 1516 0 263 862 310 216 144 190 Protected Phases 1 6 5 2 3 8 7 4 Actuated Green, G (s) 10,9 42.8 42.8 12.0 43.9 21.6 42.7 42.7 19.5 40.6 40.6 gtfegtiij:'ar.~)ru:g·;(stz;~:,,·;;::'.~;f o.9l;:~;;,t4~]·:'..::,;1::[Z;~!~:,h41:Z~O ,,f.;;;4;!~91.J,&l:,;':·e'{g1.'.5;:J:~~;fC~-~~:.,~;1.7'.~f]':,~J;fts:r:4a&Jf;]l0~6 Actuated g/C Ratio 0.08 0.32 0.32 0.09 0.33 0.16 0.32 0.32 0.14 0.30 0.30 Cle;ir[hce)Trn,~:m_:71·:··~'~'.·'\.L,.:,·.'A.9 .. ':~~:-•/5··0;>·,c,~·::::S·0·~::''!·: .. '4,(,:::;c',~5-·Q;.;'.\;'':·:··-•.f'~':;;'·,:,.;Z:'(o1[·::·.•lr!f:~'.·:::::E,O.;;'·(;·r4J: .• ~'..:"~5JQ,;ii;,,{'ey_b Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 _La,riErGr,P;pa1:t(vphl1:10\•.:·7~t,.:;,,Jfr~:277,•·+,,;;1:6,&3,s/-,·"··:50J-,,:,:¥I{?OS.: .. :.:.:,-t1J97c,;:>;,,,-;..,::,:.,;·::;~;::(,.,g?a21;+0·$97,;:'<.,,45$h{::t0f2g5f<<f1q94.,·]:,p,,,:'4J§ v/s Ratio Prat c0.07 0.17 0.06 c0.29 c0.15 c0.27 0.12 0.04 v/c Ratio 0.86 0.54 0.01 0.65 0.89 0.93 0.86 0.68 0.85 0.14 0.40 Progression Factor 1.00 1.00 1.00 1.31 0.73 1.00 1.00 1.00 1.00 1.00 1.00 Delay (s) 84.4 39.2 31.6 81.7 36.9 90.8 51.3 44.4 78.3 34.5 38.1 Approach Delay (s) 48.4 Baseline 42.1 55.6 50.0 Synchro 9 Report Page 1 ( ! \. ( C ( ( ( ( C ( \_ C ', / 1 J j ) ) ) \ ) ) _ _j HCM Signalized Intersection Capacity Analysis 2: Palomar Airport Rd. & Yarrow Dr. Near Term with Project AM 11/30/2015 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Flt Protected 0.97 1.00 Flt Permitted 0.82 0. 77 1.00 1.00 0.95 1.00 0.95 1.00 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RTOR Reduction (vph) 0 17 0 0 0 52 0 10 0 0 5 0 v/s Ratio Perm 0.02 c0.03 0.01 Approach LOS D D C B 1&t1--llllllll!l!IMIWfl- HcM 2000 Control Delay 22.9 HCM 2000 Level of Service C Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.0 Period 15 ~~li~1~&1NIIII~~l;l~ Baseline Synchro 9 Report Page 1 HCM Signalized lntersectionCapacity Analysis 2: Palomar Airport Rd. & Yarrow Dr. Near Term with Project PM 11/30/2015 ;r,. ' ( ' ;t ~ _l ___ _ Lane Configurations 4 llj t 1' "i tt't+ 'i tt't+ TI'r]Jgf@lllli(<J:pfit;:'}~;-'.d,:iX{t405'., __ ._,_·-:c:·5:1q~{k:.;,:;,:6'a:;;;~;·:,~1j50i~L~?;;;4:~:::;tl28,6,~}':::,~3:{h1%4l'~,1\'.::§g'. .• ;':•dt.;~8-;J;,,J,a65;;,-,·.:,·AM Future Volume (vph} 105 13 68 150 14 286 33 1748 55 68 1365 113 t~tln!E:&~tl~npJ)l;;~1il;&:t\cl;;\:t~O~k0%%JL9~QQ;t;~;:c~a~_pn~mt,,;~~:o®)lf;;t~nqit.5~(tt~p;~it,Ctt~,Qo'!J;s:~;1~,Qo,;;~l~tt~,cto;;::~.;1!01L:~]$Q1'~1X'i~;9,o§ Lane Width 12 16 12 12 12 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Flt Permitted 0.87 0.60 1.00 1.00 0.95 1.00 0.95 1.00 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ii~lfliBivI!BJ;~1\11i1?:f:::lx§0.~1&1ltrrf@jI*'~1,~o·o:~1::~:1t~~,t;n:ra~?&J\h~;!f.ol;t,nW'Wl(:}~onJ3l;:}m10~,~1:r~1r®1~;:Elff®l::~~:t2:a1 Adj. Flow (vph) 57 14 74 163 15 311 36 1900 60 74 1484 123 Lane Group Flow (vph) 0 102 0 163 15 204 36 1958 0 74 1603 0 Protected Phases 8 4 6 5 2 v/s Ratio Prat 0.01 0.02 c0.39 c0.04 c0.32 0.30 0.72 0.47 1.00 1.00 1.00 44.7 65.4 c Critical Lane Group Baseline 0.74 0.32 57.1 D 0.52 0.73 11.3 13.3 Synchro 9 Report Page 1 ( ( \_ r ' '-· C r- (_ ( ) ) \ ) \ ) ) ) ) \ J ) J HCM Signalized Intersection Capacity Analysis 3: Lowe's Entrance & Palomar Airport Rd. Satd. Flow (prot) 5085 1583 1770 5085 1770 1583 Protected Phases 6 8 5 2 8 5 Actuated Green, G (s} 79.1 97.3 14.7 99.8 18.2 32.9 Actuatedg/CRatio 0.61 0.75 0.11 0.77 0.14 0.25 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Near Term with Project AM 11/30/2015 g,an$:"Gfp''c},~p·{vph)·'····:·,·,·,;::·>··::~pg4~'·f'···11_25z···,i<r:2og'';;'Z':i3,903'h,~-7g2~a;;:'.:::····~za-'\'f····~:'.:~':"'··<,~'-:',''''''?:·;·''"":<'''''''''Y'i''.~·'~'·''··':''~~Y:C?::'>'''"'t::+/.; v/s Ratio Prat 0.28 0.01 c0.07 c0.37 c0.04 0.01 c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: Lowe's Entrance & Palomar Airport Rd. Future Volume (vph) 2098 79 156 1609 76 169 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 . 6.0 Frt 1.00 1.00 1.00 1.00 0.85 Satd. Flow {prot) 5085 1583 1770 5085 1770 1583 Satd. Flow (perm) 5085 1583 1770 5085 1770 1583 Near Term with Project PM 11/30/2015 militte~fatkJmitt)$i1tit\x!t~Rttrfii9;#i!l,t~l5~!:rt,mf~:'.t9,;W~1:likt~.»Wiit"lfti5Ytl:wtY2:1akitSt:itNZtil'.1~/1 Lane Group Flow (vph) 2208 78 164 1694 80 178 Protected Phases 6 8 5 2 8 5 Actuated Green, G (s) 64.2 82.9 29.1 99.3 18.7 47.8 Actuated g/C Ratio 0.49 0.64 0.22 0.76 0.14 0.37 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 c0.43 0.01 0.09 c0.33 0.05 c0.06 v/c Ratio 0.07 0.44 0.27 c Critical Lane Group Baseline Synchro 9 Report Page 1 ( I \.. ( ( \ C f I~ \_ ( ,, ( (_ ( (. ( \. \__ C C \ j ) ) ) ) \ ) ) ) ) \ ) HCM Signalized Intersection Capacity Analysis 4: El Camino Real & Palomar Airport Rd. Near Term with Project AM 11/30/2015 Lane Configurations 'i"i ;+; 7' lf"i ttt '{'r' l!j"j t+t 7"(' l!jl!j t+t '{' [r~fficC¥ciJQ.rnttvpht:.:: __ :_:•::.::;,···'.~·.• .. 1a9::.·.-.:········•.:-·e.N ...••... : ... _s1.1.:.··· ... :.·.· ... P52 ... • •. '.,J2~.a-,·•·.:.• ... i_5p:.r.:..:::• ... -1,$a·:'··.:.•:.,: .. ~-e.60.: .. ••,.· ... _:_•·4~2..•·.: .. ·, .. ·.··$§1 •.. ·.<'··Jo4~• .. ·•···· ... : ..• ,~rz Future Volume (vph) 180 871 311 552 1298 553 168 660 432 551 1042 377 'ld$aTFJo,wTxrn~Ji;·:r<*:~ft,,,:;,~/1900~:.'\4909·,~::,3J·~OOa~:;;:f90Q,;!;;;4.9P9:·c\·:~h-9j)Qd£~mo.oxJ1:'fl.90P·:kh1900···.·JJb1900:::::ptn.eoq:;,;;'";1.:~dq Total Lost time (s) 4.0 4.0 4.0 · 2.0 5.0 5.0 4.0 4.5 2.0 2.0 4.5 4.0 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (pro!) 3433 5085 1583 3433 5085 2787 3433 5085 2787 3433 5085 1583 Satd. Flow (perm) 3433 5085 1583 3433 5085 2787 3433 5085 2787 3433 5085 1583 a:ciRl~~ii~1Ti,f(Jfitlf§C~;7~~)1£J~'.-$:.:;:~;!lIJ~;~.,LfE·S~~v:r1J152fI1:1f®j1\':;l&di'.&:i!1c~~61t.r1~1,&:itLY,;ri:;zt;£l[!~,fJi Lane Group Flow (vph} 189 917 200 581 1366 289 177 695 398 580 1097 332 Protected Phases 1 6 5 9 2 3 8 5 9 7 10 4 1 ~ffi:!~!~;$ct1'·;1,~b·,s;\.:;:;1:~:~::~.2n~~;~•1YI~;:asc;-{~:~1!(~2J:;;11~-.~~'~isnl:IJ:4t?;~~:,t:':':HA~~K~n&:~~~T<,:~i:k::~:Y~::~ Actuated g/C Ratio 0.09 0.27 0.27 0.21 0.38 0.38 0.08 0.19 0.40 0.21 0.32 0.41 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 J:'.atfe'(;rttCap:Jvfih);t'"";·'7':·'·''"'"'•·943'.':''•'':'1,$58:.;'}':,,;·'.'422-··,,,7L'W.1~:'z'lj;92u::''•'"195q·:··';;';';2JW;:::,·,gs7:',;''.'~;1·1•1~ .. :""'':\721f't'0neo77·~'":':p49 v/s Ratio Prat 0.06 0.18 c0.17 c0.27 0.05 0.14 0.08 c0.17 c0.22 0.05 Approach Delay (s) 49.1 40.8 48.4 44.9 c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 4: El Camino Real & Palomar Airport Rd. Near Term with Project PM 12/3/2015 E E D -HCM 2000 Control Delay 53.9 HCM 2000 Level of Service · D Actuated Cycle Length (s) 130.0 Sum of lost time (s) . 17.5 Period 15 Baseline Synchro 9 Report Page 1 J \ ( C ( ( ( ( ( C ( r- "- C C ( .. C C \ ) ) ) \ ) HCM Signalized Intersection Capacity Analysis 5: Palomar Airport Rd. & Loker Avenue West Near Term with Project AM 11/30/2015 ili~fmii&i!ti::;:1~fc'.~;~::~;,:;;~:i~~:~=s1;a1:::i~~]B!f®J1::rl~~;;:~~J~r!.v;:;g:~1~~!!~~!1:Ii:m:!~~~ Satd. Flow (perm) 1770 5085 1583 1770 5036 1770 1863 1583 1770 1863 1583 Et@~i~W&t2,gfivpfj)"'.·qr:e•2~ir:d'~6~0:1;~:z:~tr:1:'t''K~©~r,tim.~!ttl;l~Ii~E::t~'1~;:~;lci~lj4~'.;!~2W!§bTJlli;[ftilm LaneGroupFlow(vph) 324 1267 136 165 2423 0 140 64 8 31 24 11 Protected Phases 1 6 3 5 2 3 8 7 4 Actuated Green, G (s} 28.6 75.1 82.1 16.6 63.1 7.0 18.7 18.7 3.6 15.3 15.3 Actuated g/C Ratio 0.22 0.58 0.63 0.13 0.49 0.05 0.14 0.14 0.03 0.12 0.12 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Qanf'Gtp'G#P.XV~h)'':·r>';,··:\:,?'''$8B·:.'·'•·;c2937;:~···.;~}·,~9ij·:;·:,')·;22~q';f'·c2444•,·,7::rt:·~'·'t:':~~:,.r95·_···'"·2§Z{J:~:-227··'":'··:·,)~';r;.•;,if19;''2'·•"'J8§ v/s Ratio Prat c0.18 0.25 0.01 0.09 c0.48 c0.08 c0.03 0.02 0.01 v/c Ratio 0.83 0.43 0.14 0.73 0.99 1.47 0.24 0.03 0.63 0.11 0.06 Progression Factor 1.00 1.00 1.00 0.78 1.06 1.00 1.00 1.00 1.00 1.00 1.00 c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 5: Palomar Airport Rd. & Loker Avenue West Near Term with Project PM 11/30/2015 Satd. Flow (prot) 1770 5085 1583 1770 5060 1770 1863 1583 1770 1863 1583 Satd. Flow (perm) 1770 5085 1583 1770 5060 1770 1863 1583 1770 1863 1583 Adj. Flow (vph} . 93 2432 331 71 1592 54 206 26 172 84 62 253 Lane Group F!ow (vph) 93 2432 227 71 1644 0 206 26 49 84 62 121 Protected Phases 6 3 5 2 3 8 7 4 /"\l,lUcrn:;u Green, G (s) 11.4 89.3 9.6 70.8 21.4. 21.4 10.4 15.1 15.1 Actuated g/C Ratio 0.09 0.56 0.69 0.07 0.54 0.13 0.16 0.16 0.08 0.12 0.12 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 t~;~,et,Gfu:;G@P;(iilplj~r-Ati·::.:Y_;_,J$;s:~;.;jas@:f ;r;']'.O_§j7t!;},~X;)3n:t:tf~t~iq:j})}j"'{,S'};'~~l\Mi:·.···+:;t906c.fi''.1{2p0'·•{>:>1@j1;r,:f£·2Mti_j ·::JBp v/s Ratio Prot c0.05 c0.48 0.03 0.04 0.32 c0.12 0.01 0.05 0.03 vie Ratio 0.60 0.86 0.21 0.55 0.60 27.9 7.5 57.1 18.2 77.2% ICU Level of Service C Critical Lane Group Baseline 0.91 0.08 0.19 91.2 46.1 47.2 D 0.60 64.4 ~!i1Itili:~~tl~t!& 0.29 0.66 53.3 63.7 Synchro 9 Report Page 1 l ( ( ( ( ( ( ( ( \ .. t \,_ C C ) \ ) \ I '\ ) j ) ) ' _) \ ) HCM Signalized Intersection Capacity Analysis 6: El Fuerte St. & Palomar Airport Rd. Near Term with Project AM 12/3/2015 Future Volume (vph) 108 1133 172 318 2260 89 120 89 138 39 44 38 Total Lost time (s) 4.0 4.0 4.0 4.0 5.0 4.0 4.0 4.0 4.0 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.91 1.00 0.93 BiJilittt1.fil&1ii!~i,m~.,,,ii11f11i111lm11rt1tllil1tl&~--lritll1ii11,fi1Dt! Satd. Flow (perm) 3433 5421 1583 3433 5390 3433 3217 3433 3292 iiiBllil(fllfl!l)YIBli,iriij:1~,,,1.1~~,,l11l111f!tll~-11ffi1t1111.l~1111;a1rilt111tfi1~11i1 LaneGroupFlow(vph) 114 1193 100 335 2470 0 126 116 0 41 52 O Protected Phases 1 6 5 2 3 8 7 4 ~t~WAJiiJili,~:CV+1i;;,~~¢;1,i'.k1;\~~7,t'gJ~ii:;t)~'t~;·,«t~eJ1~{~R~;t\)i'~;;~4~i::;:Wi4{ffiJSr¢!\::~W~i~i:X~m?~f\flitj Actuated g/C Ratio 0.06 0.55 0.55 0.14 0.62 0.05 0.15 0.04 0.14 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot 0.03 0.22 c0.10 c0.46 c0.04 c0.04 0.01 0.02 vie Ratio 0.56 0.40 0.11 0.72 0.74 0.77 0.24 0.31 0.11 Progression Factor 0.86 1.05 2.13 1.00 1.00 1.00 1.00 1.00 1.00 Delay (s) 54.3 18.0 30.0 59.0 18.8 81.3 48.8 62.2 48.7 Approach Delay (s) 22.3 23.6 60.0 53.0 HCM 2000 Volume to Capacity ratio 0.67 . 75.0% c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: El Fuerte St. & Palomar Airport Rd. Near Term with Project PM 12/3/2015 t m'hmtrtt1111111111111111r~vawa1111WvB.t111Watawset111W-sll!lllllfSmm1Ea~~ La~e Configur~tions "'i"'i Jtt V "(I "'i"'i tt~ "'i"'i t~ • i . . > "'jlj • t~ tr~fft(Yoi,µ(fii<vp~f.~• ··.•::!:lt· .. '.?~t~. • ::2?&.· ··ey4~ ·1395 25· ••• •. J6p···· ··.t~~'·.·::.)~r:··j3t:•·r1!?P 45 Future Volume (vph) 62 2519 288 549 1395 25 166 88 298 232 150 45 1~~ajf1~~.tvifoi51F' Jsog ~, ~ J~R9 ::· ·1®q · · 1 spo. )9cio ·· · 1900 · · · ·· t~Qo. > ;'1§99 ;:;:;:j9qq Y.:11.900· ·· '; '11foo · J9oo Total Lost ti~e (s) . 4.0 . 4:0 4.0 4.0 5.0 . 4.0 .. .. 4.0 4.0 4.0 L~hi,Q!iL Factqr \(9.~Z. · ttQO < loo 0 .. 97 . *1.00 0.W . *tQQ . :,\6~$! JtoQ Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.88 1.00 0.97 FKer~!~9ta.dT g'.$s . 1.00· Satd. Flo~ (prot) 3433 5588 1583 • 343.3 557 4 3433 3294 3433 3597 ~!t:EJi>h111#~~i1L· .. · ••.. · .,,,Q,~§. i-.~1199: '),1:o.o; J:g:·9.~· '· •100 · · ·. ;o_;:~[-I~·. ;1;g:q· :·:~;:.s;·~.'."'·go;§sH~:r.oo · •· Satd. Flow (perm) 3433 5588 1583 3433 5574 3433 3294 3433 3597 I@1i[ype~.;'};Jtr:.'.i' j}~J:Prgf,:~}{i''./Ne-.iP~rin i;.·.• .•. fri:>\ Protected Phases 1 6 5 R~rmi~~ijeK~~~t'•. 5.8 73.3 73.3 30. 1 10.2 20.0 Actuated Green, G (s) ett~9f1y,~:{;·r~~li: g '.lsf · J::S.tf. ;: 1~.3 .'z3::r.· . 30.1 96.6 96.6 0.64 ... Jo .. 2 ····· 2trn• Actuated .~IC .Ratio Pll~r~ii<ii:Ifrti~ ( s) · · Vehicle Extension (s) ~~niGrp Gap {YPh) v/s Ratio Pro! vr~ Ra.tr P'Pirm·1 v/c Ratio Ynft<}fm .ci~1ay:::~.:i· Progression Factor 1ngt¢m~iit~ro~1?!Y, ~2 · D~lar(s) t~v~19f seryicl3 . Approach Delay (s} Appf~t~~J6$ :: .. 0.04 0.49 0.49 0.20 \to: to ····· A.9 4 .. o 3.0 3.0 3.0 3.0 rn2> 2130 · ··· 113 988 0.02 c0.47 0.49 0.97 .. fo.t· ;3r~· 1.00 1.00 . jt · 1j.f, 73.5 "' 1; 49.1 ,[) 47.0 .b 0.12 0.25 ')~.3f 1.00 o:8 23.0 C c0.17 0.84 57:S' 1.00 .. 9'.1 66.7 ···~·. HCM 2000 Volume to Capacity rafio 5 .. 0 3.0 3589. 0.27 0.42 13.0: 1.00 Q.4 13.3 B .. 28.2 C Acit@1~g ¢y9Jl~~ngfti.Iinr .... · Intersection Capacity Utilization 0.88 ' 150i6 '"'• '.,, 96.4% 15 Sum. of iost Jillle (s) ICU Level of Service M~ir~ifperl6~.Xmirif ~· c Critical Lane Group O.o? 0.13 "4-0. ,~.6 3.0 3.0 233' 0.05 0.75 0.48 )~:7 .60.;t •. 1.00 1.00 12 8 ·· .·.··.·, .. _·.·.a.:a.·. ... ,. . . . 81.4 61.0 F. .E 67.1 E 1.01 ;•·,}<B~t·· .17.Q F 1.00 '/$0:9. 129.7 . F 20.4 ')bl 0.14 A,o···· 3.0 4?9:'. 0.05 0,9q 47 Baseline Synchro 9 Report Page 1 C ( I I \. ( C ( ( ' ( ( ( ( C ( f .. ( C ) \, / ) ) ·, ) ' J ) i ) \ ) ' ) ) --\ HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. Lane Configurations tt'l+ l.r~ifflg;)fo!.utrl~'Xvt:.tilt)J1i,t1cf:,i\::':1iJ1'f~ 211-,,:;;,,:-0:::!"23,,-: Future Volume (Veh/h) 1241 63 Gra~ ~ ~ 0% Hourly flow rate (vph) 1349 68 0 3080 0 77 Lane Width {ft) Percent Blockage ~~~ ~e ~ Upstream signal (ft) 927 vC, conflicting volume 1417 2410 484 vC2, stage 2 conf vol Baseline Near Term with Project AM 11/30/2015 --:: :·~ .. ;.:.,:<'.: -~ ~:.:,:": .. ' -~:1 r~.:· · · .. ,. ·· ·,::-·:i! : · ·,,t. ..... ,,.!. ·'· ··::.,·,,-,.:.~- :=:. ,.·,: 1· '..: :., • ·. . .• ' ......• : -~}:~·.'._,~ .. ·_,_·.· •. '·.·.·.:_·.:.·,·.·.".: •• :·_·.;.·.::.·_-__ ·.·.·.···:-,-.'.·_.·_:: •. , __ .• • .• ·.·., ft.it).:t .=~.tri::ii::,:I -_ . .-, -: .--- Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. Near Term with Project PM 11/30/2015 Ml-llllll-111111111-1111 Lane Configurations tt'Tt t+t ~ Future Volume (Veh/h) 3036 13 0 2123 O 170 Grade 0% cM capacity (veh/h) 84 2 205 ( ( ( ( 11 \ ( \ ( C ( Elam ___ C Volume Total 1320 1320 674 769 769 769 185 C Baseline Synchro 9 Report Page 1 C C ( (_ ( C ( ( ') / \ _) ) ) -\ __ ) ) ) j ) ) ) ) ) ) ) \ ) HCM Signalized Intersection Capacity Analysis 8: Melrose Dr. & Palomar Airport Rd. Lane Util. Factor •1.00 *1.00 1.00 *1.00 *1.00 Near Term with Project AM 11/30/2015 1.00 *1.00 •1.00 1.00 *1.00 *1.00 1.00 Turn Type _ Prot NA Perm Prot _ _ NA Perm _ Pro! NA pm+ov Prat _ NA pm+ov Permitted Phases 6 2 Baseline 8 4 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 8: Melrose Dr. & Palomar Airport Rd. Near Term with Project PM 11/30/2015 t llliWilt1NJ!Wi_llli_dli_llW_JI Lane Configurations "'i"i ttt "(' lljllj ttt 'f "'i"'i fttf 'f "i"i ttt '(' traffiq§/o(Qr:ne}(ypn'j'}',-'!ii h.u~:.J,,'.:9$.4L.\1§}2 ,:;:-__ ._-.56~ -_____ •. _ , .• -_2qf:; '.;}020 '. , \. ; ?Pt_;:' :292/[L~:. 57~ c<<:.!8$ !:· .. -__ -~:/t1A'k'>J8{•·'. '.,!:,an Future Volume (vph) 994 1612 565 261 1020 80 292 576 85 114 484 812 m~a1se1sw·Ivrrrfp1J~':'::·1:--:·";::···7~,{~ @pa·,~-~']1;9~9t:'ihtepQ~'iR~@Qo:=:lJJ~22~~:ngnoW!·:x9gqy~:::t~.oo~nJ:1_g90,:~~-r1909:·':,t29QP.OO~Jmo Lane Width 12 12 14 12 12 14 12 12 14 12 12 14 Lane Util. Factor *1.00 *1.00 1.00 *1.00 *1.00 1.00 *1.00 *1.00 1.00 *1.00 *1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 ~~fct;~floWJp'&rm1YI?:7\17~°''Bo/a539]1~r5~8$,;/~1;~YITfa9:~'1~3s'®:J$~~5~r:eiJ:~8.9Wffis39~';+.i[5'1•R~i6a9)\f#$1~~!i~5D88'~1M9'&% Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RTOR Reduction (vph) __ 0 _ 0 92 0 0 59 0 0 55 0 0 39 E~@1$ro'.a]TFi3W1'.r~~fi1~zw1:~1''~~Hliii'i3'1~@t~reB1;J1.:;fSfso'a;i'~~wY~~ra1-0"v.;l~11ir0:z5';lr~51~0%'~'.:\•'~:'"'1~rcr~~r;~:t1'~i~,'BX1~s,1~in20\''!"~P'509'"'.&~l'm Turn TyQe _ _ . Prot NA __ Perm Prot NA Perm Prot NA pm+ov Prot NA pm+ov Permitted Phases 6 2 Baseline 8 4 Synchro 9 Report Page 1 ( C ( ( \ ( ( \ C ( ( (. I - ( C_ (_ r ,_ C ( ) ', ) ) _) \ I ) ) ·, I \ ) ) J ' j -\ _) ' ) ) i ) i / _) \\ i -, j _\ HCM Unsignalized Intersection Capacfty Analysis 9: Innovation Way & Driveway " Near Term with Project AM 11/30/2015 Lane Configurations _ V 'ft, "'i 4 Ir~Jfl-63;tolurnii1vef\thJ~·:i, .•. :-·csf'.:~JP<-~'. '\77~-: "'51·ea;:,c1,::J}: '. :J~:·-·-.)3t··:_ •.•••..• -••.•. ,:. ;:~ . :· ,,··,·j:.::· ,,.:~; .. __ ._-_) ________ '.-'!~:::·>::·2·~:;~:·! FutureVolume(Veh/h) 10 77 168 11 48 337 Grade 0% 0% 0% ~]§Z]t1~l1111fl Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway Baseline Near Term with Project PM 11/30/2015 Synchro 9 Report Page 1 ( ' / - \ ( ( ( \ (_ C ( C C ' j \ / \ _) ' j ) ) i / ) ) '\ j \ I ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Near Term with Project AM 12/3/2015 v/c Ratio 0.07 0.93 0.36 0.48 Progression Factor 1.00 1.00 1.00 1.00 Delay (s) 48.8 68.0 1.9 2.3 Approach Delay {s) . . 0.0 . 48.8 6.7 2.3 HCM 2000 Volume to Capacity ratio 0.87 Intersection Capacity Utilization 50.7% ICU Level of Service A c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Near Term with Project PM 12/2/2015 /' -+ ~ f +-' fl ""' t. I" ',.. + MIIilt~---··-illll-'eltll¥1 Lane Configurations '{' ~ t+T+ t+T+ f!@f1l2::YqM@:XvPhf''::::;_·•;:i·;~·:·:;?::"'•'::'Q 0'.Y~;/?P;:::'.'•:f';'::;p;,,::·1:,::::"::Q'.!:s;";J:~:1:p:~:rt'=;:'?2c?'.'+Y:~··v.I9.:"''·/'.:1Qg·•:•._•·1_~7:4·:~:·:•••·."'·•~1,;.:,-•_•--••--·•··",:0_••<'tt#Z:? Future Volume (vph) 0 O O O O 262 10 100 1474 91 0 1677 ld~Wfflifw.Xvpfi20-:•·:"';·~':'L:;'.~··::-::·::.1e.,002:;:,'lQQp:::~·:.~1-goo·<:::::::·:1soo:':r;:,;J.aop.~/;;:!'190Q~:···;~J900·;·~;;J.~_op,:~·:)•900.;':::';JQOo':;:;f:•·;Moq~~·-:;;;;i't~QQ Total Lost time (s) 4.5 4.5 4.5 4.5 L~WeJiJl,Qp:aglor::.·,·:,;';~d\iY.:--•~£,;,,.\:' ~,·tr'·''.:),;·: : \'7. ';: L',.: .· '),'><s<.'..;,,>,:r"j: '. 4::Po.:>.,c: ; ·,''.·:!;>.·1M~:.::"' d~:ti· ...... ···{{'. :/, Y\ ':,,r?r-'c .Dig)'. Frt 0.86 1.00 0.99 0.99 Fit;R&it~ct@,~·;;f Jt ;;;:C,,;;;v\){<'', St.,: :•,,~, ·~h ,i:·>}';;{t '\,',x,':::;',~itilii~ '. :: :\. ·+too ':t: .;;,; < .. ;:i>'>c o gf < :>;1_6_6.~};: '{ ~·.:3:'·sk .. ~~~2d ... QQ Satd. Flow (prot) · 1611 1770 5041 5042 Satd.Flow(perm) 1611 161 5041 5042 Re~ak.rff2LiL{actor;,R8R~As,:.:,.,.4.:.Jhb,9z,:,1,<i:;,,.o,:92i,~\J:,";Q,_92.:; .•. ,z~.:o.'~2,t:i,i'.(;.0:,'92;"''~t:,d;~Z.,f~;;,o,9,4:r.::4;,Q,92 ~:.,;\p~1'lg;f,,::,0;•Q.9l(t!;;;\O~~?~'.,~~~r<Q.92 Adj. Flow (vph) 0 0 0 0 0 285 11 109 1602 99 0 1823 !UPRRe@dtLOri (vpti};,, ,:,/ ·;'"\··;~p 1,i,; .;•,,:pSJ>,~<o:> :w:;_q,;,,,,t,(01;;;«,L$4{:,,,,,h 0/ f~,:l' :Jf'''-~:s;, e, ;:t,.~'";.o1;;.s·:o.::: '.X;\•6 Lane Group Flow (vph) O O O O O 231 0 120 1695 0 O . 1926 Protected Phases 2 6 c Critical Lane Group Baseline Synchro 9 Report Page 1 ( ( C ( ( ( ( ( C t ( ' ,, ) ) ) ) } ~) _) \ ) '\ __ j. ) ) '\ .> _) HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. Near Term with Project AM 11/30/2015 t Grade 0% 0% 0% 0% Hourly flow rate (vph) 1 107 7 225 230 25 39 7 170 8 1 1 Lane Width (f~ Percent Blockage Median type None TWL TL Upstream ~nal (ft) vC, conflicting volume 255 114 794 818 110 978 808 242 vC2, stage 2 conf vol 682 705 286 116 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 W,~tiu¢;ftei:°1~,<,'i:·::·.y;·s:;\:J.·:t:::;rt%~; .. utt::~.'°C:'·J.r:,:······~·.c: •.. 1:?;~e~·i,:f~:1:.,LFf,':"jJ'J .•. ::,:i.?~~· .. ~ .... :t•::···~t:::.\''.~~~-:':'.'.·:L,~1uer>1i~ ... ;,''.,.·J1~ cM capacity (veh/h) 1310 14 75 359 359 943 290 359 796 BIMEW&INWEJIMl ____ li!ll-li1Umlil8 VolumeTotal 115 225 255 46 170 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. Volume Right 40 0 14 0 276 Volume to Capacity 0.00 o. 18 0.06 0.05 0.34 2 0.19 Near Term with Project PM 11/30/2015 @ii~1!llf1d:L:;~sm:rl.t1€~'.':9:~JHfjf.~ftlftrl\,:it~l,li1±E§]ltt"\12hlll1.[r.P:hiiU~%3hit:'.iwl~1!ftE7lKtsf!tlW 0.0 5.9 11.9 34.3 Baseline Synchro 9 Report Page 1 r \ ( ( ( ( ( \ ) -, ) ) ) ) -\ ) J i I \ I / HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Hourly flow rate (vph) _ 105 151 250 89 126 _ 199 Lane Width {f!} Percent Blockage Median type TWLTL TWLTL Upstream signal (fQ vC, conflicting volume 339 656 294 vC2, stage 2 conf vol 361 tC, single (s) 4.1 6.4 6.2 tF (s) 2.2 3.5 3.3 cM capacity (veh/h) 1220 575 745 Near Term with Project AM 11/30/2015 r•n-!-IRIIIHIMl!IIIIWIW- VolumeTotal 105 151 339 126 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Lane Configurations "'i t ~ "'i '(' Near Term with Project PM 11/30/2015 [,c\f.fic;;gp[too~,;('.x_~b1hJl!'.~:.,.:!~Jla~,;,; ... ,•<se,&· ... <.;,:,,2f@::.,,::. .. : •. ·lMI.·:,, ...• ~2~3·.• .. ".:·<lQj,,,.,,"~·,;·,, ..•.. · .. ;····=·"·~·:••·•.•:_.·:.•.•:•·-••::i:;::.;:.;_;~:.'.:;::::;:~i.~.·:;::.;;:;7:L.:...j•• .• ,.:C,::~•·•·~; Future Volume (Veh/h} 191 368 222 146 283 101 Grade 0% 0% 0% Hourlyflowrate(vph} 195 376 227 149 283 101 Lane Width (ft} ;iwim~ilt1mtlllltilllll!IJl!lllilrllllllllli~fill!111f~ii\iilllill111Billlli1!ilillfl]I Median type TWL TL TWL TL w!Jai(Q1ifiJ:tt~~llllll11\~'illlfAlt1mlilltl'tiilll\\llllllllltfl&1111il&'ll~Dl~fi}!!i:!!it! vC, conflicting volume 376 1068 302 vC2, stage 2 conf vol 766 i~:1~~fciij$:{sm%1.··;,j;rft&!:T14':~::'kct1:;:,~;;:,:<-c:!l:·:;;;)::-.;~~-·i:4·S1P?;~i:s1:::1~,-,:zJ:;;:!tP:~2·:J:K2~::c.t~r1t1~r::tNC1·£:::;:;:;:::r,,,~ tF (s) 22 3.5 3.3 · cM capacity (veh/h) 1182 361 738 lllitllli_l __ Volume Total 195 376 376 283 101 Baseline Synchro 9 Report Page 1 / I C ( ( \ ( (_ (- \,_ ( C C ) i ! J -, -) \ ) \ I HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. ,-> .,. '" Near Term with Project AM 11/30/2015 Lane Configurations ~ ", t V tfofflqQ.or~rn1ltveBlht:!;~:.,:1,'.1;J,,,,;,;i2t, .. ,:i:>,,.,g., ... :,,:,.Jl.· ..... :.:'301· ... :· .. :·•·.:•·,···•···.31:: .. , ... ·.,•·•:32,-.:·<·:,.,.·,•·•• .. :c.,: ....... :: .•. _ ...... ·-·•-··-·•····-,;._: ...... s .. · .. ·:·,:., .....• :.:.· ... : .. : ... ,··-.·• -., ....•.. _ .... ·:.-.. >::c:.-.··.:. ;~w~afu~Ec!::%~,~!~(:;\ .. ,Jt::"r~~i:::·'W;::,·c?·<';:;: .. ·::·]':.~?:Ir!:.\,·m~k:~'.,··.,9t~fi .. j:,,::-•·,z.~~~.::zt: .. {····i:I:D:'.::·:i)1·:a.:z~;{,J.:I,r\·~;:,::-£.'.'.:,:~-{'A::~.··~::i1 Grade 0% Baseline 0% 0% Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Baseline Near Term with Project PM 11/30/2015 Synchro 9 Report Page 1 ( ( ( ( C C ' ) _ _/ \ _) HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. ,, Near Term with Project AM 11/30/2015 ~~;9.w~f ~~~i,~rv~6YhI:;~··;~ '. /; '~ >;:~~ S,: j1i, :' ·,:: ?~·:;i''.~:::;~:l}igIJt!~I:,E:fi;'.~li~!'!!~n;~z::m:1:::::: ><. ;,), r;J!?f :'.:!~!1':;''': ,, '':'~, /'.'[; ;::t~; :;:[:~:;;;;::,":::'.:'·':::r' ;;;~,;): Future Volume (Veh/h) 38 217 287 27 25 37 Grade 0% 0% 0% Baseltne Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. Volume Right Volume to Capacity 0.07 0.36 0.21 0.24 Baseline Near Term with Project PM 11/30/2015 Synchro 9 Report Page 1 ( ' ( ( \ r-\_ ( C C C \ ) '\ J ) \ ) j ) \ ) _) ', HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Near Term with Project AM 12/3/2015 t ... .,...,_ '~ -----Lane Configurations "i ft "i ~ ~ "i ft Future Volume (Veh/h) 65 123 29 57 214 21 25 19 48 39 17 60 G-~ ~ ~ ~ Hourlyflowrate(vph) 72 137 32 63 238 23 28 21 53 43 19 67 Lane Width {ft) Percent Blockage . . . , ... . . . Median type TWL TL TWLTL Upstream signal (ft) 600 vC, conflicting volume 261 169 738 684 153 720 688 250 vC2, stage 2 conf vol 440 387 344 313 tC, single(s) . 4.1 . 4.1 7.1 6.5 6.2 7.1. 6.5 6.2 tF {s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 cM capacity (veh/h) 1303 1409 406 467 893 453 481 789 ~--Volume Total 72 169 63 261 102 43 86 Volume Right O 32 0 23 53 0 67 Volume to Capacity 0.06 0.10 0.04 0.15 0.17 0.09 0.12 Control Delay (s) 7.9 0.0 7.7 0.0 12.4 13.8 10.9 . Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Near Term with Project PM 12/3/2015 t --·-fi.~mtl'.tiltl\g~yv°e~ib§~l1c!:J;:}ff41:ifa~~i"'.JCFa$;:i:ngd:~}~iJf1~'*fri£j~Jt!1'.:i~Jlt&i'25~t;1otJ@jU;Jr~~:t.\!~F1&:+;~,wt~4 Future Volume(Veh/h) 146 393 83 138 152 47 41 43 139 86 39 134 Grade 0% 0% 0% 0% ,i'f~'9l'rfgfc1&t:t;:t~::$':c: "1:t1PPff~:~''.-::;o.;9u>,:'.:0(0;®:F·,1;;;'1f9,o:El)ry'r'~;:eJlf~''1&g"fiPM:ttQ:gg}:;1:weo_::::;p>]P:"':;.:::'tr9o'2;,,,:;;1t9g::,::ro;9d fiow rate 162 437 92 153 169 52 46 154 96 43 149 1038 25 584 56 _,_ __ Volume Total , t62 529 153 221 248 96 ' 192 , Baseline Synchro 9 Report Page 1 ( ( ( C (_ ( (_ C C \ J --, _) ) --_) ) -, ) HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. " .. Lane Configurations ¥ ~ "'i + Near Term with Project AM 11/30/2015 I@ffi¢N'.e>!qm~;;Iv~Nnl$:L~;,::;;;j';:;'.J:8,;,,-••:>:.·.a§.:.;;:.,,.,,t73,:.:: .. ~.:,-___ ::;3.$:,.:•:,.;,::,;;:.as. .. :;::~.•:::.28A;_-__ :·:·:·.•:· .•. ::··•-::_:•::••·,~.-::::·.-.:.:;:,:;;·.:.:.a:_-.,,,·:: .. •: __ -_.· __ "c::::'';_;•:•:'.):,::,.,-:· .. ,: .•. :-,;;> Future Volume 18 85 73 36 89 284 !i~ri;R]IliJiit}]/l Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. ( Grade 0% 0% 0% Hourly flow rate (vph) 9 254 593 93 271 366 Lane Width (f~ Percent Blockage Median type TWL TL None Near Term with Project PM 11/30/2015 ~~mi~~ilimii1s.S~1,1~l~l!iill~IBilili~ill~1f.~lll~t~II•llilf(lll•lll~l1'•'1lii~1-111flll vC, conflicting volume 1548 640 686 vC2, stage 2 conf vol 908 IC, single (s) 6.4 6.2 4.1 IF (s) 3.5 3.3 2.2 cM capacity (veh/h) 248 476 908 R-iil!--llllllll!BiiG!iiUIHl!iidliliiiiiiil Volume Total 263 686 271 366 Baseline Synchro 9 Report Page 1 ( ( C ( C ( ( C C '· ) ) ) ) ) \ ) ' ) ) ) ) ) HCM Signalized Intersection Capacity Analysis 17: Gateway Rd. & El Fuerte St. t ) Near Term with Project AM 11/30/2015 ( -TII-M\llllllliiii-JWIIIW-11111 Lane Configurations "i tit "i tt '(I "i"i ft "i f, Jrnfftc.)%ot~111eJvphf'.·<:':~0,.}AA05'.i· .....• ·:125: ..•. ·· .. ·•-.•·-·•~.,6q:.· •.. -.: .. 8.6':.~'--:Aot:.:, .. "3Q7..}:.J.~t:•·-:>\t7 .. -:'' .• )}6_:·•·---.><:'.f5_.-.• •:<'c:40t;,:'•:y_,35 Future Volume (vph) 105 125 66 86 104 307 181 77 46 25 40 35 ldea[plov£(Vp'.fip1)·:~~t··:::.~y):··~~:~~::·•;•:,J~J)O.::l2':';j,~Ob}t~:'::jJl].:~:~:;;z~QUi1}nslo6~-:~·0~'.f90o;•·:::•,~rt»00';,;.;:\1SQ9;t0:t';t~OO'.::·i;":'19,0Q":;t41§.QO:~;\le{YQ Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Frt 1.00 0.95 1.00 1.00 0.85 1.00 0.94 1.00 0.93 Satd. Flow (pro!) 1770 3355 1770 3539 1583 3433 1758 1770 1732 Satd. Flow (perm} 1770 3355 1770 3539 1583 3433 1758 1770 1732 Adj.Flow(vph) 114 136 72 93 113 334 197 84 50 27 43 38 LaneGroupFlow(vph) 114 175 0 93 113 73 197 110 0 27 48 0 Protected Phases 5 2 1 6 7 4 3 8 Actuated Green, G (s) 32.7 45.8 5.5 18.6 18.6 5.9 14.2 2.0 10.3 Actuated g/C Ratio 0.38 0.54 0.06 0.22 0.22 0.07 0.17 0.02 0.12 Vehicle Extension 3.0 3.0 3.0 C.aff~'.lGt v/s Ratio Prat Progression Delay (s) 18.0 9.8 75.8 27.4 28.8 61.0 32.5 73.6 34.6 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 17: Gateway Rd. & El Fuerte St. t r ) Near Term with Project PM 11/30/2015 ( Lane Configurations l!j t~ "t tt '(I "t"t ~ "t ~ Tr,Eltftg1\tci~m~'tvfl}L f;:1 ',:''' 7 '"'Ioli ·:·::·:::.:·':J1?:;~.;:,::·:.:J1 ·::: :: '::dfsi:::·:;.~205;:'l:>24.78;:;':·::::::.41.p::;: ·;;·21s.c:·:-;::·J .. ~~••; <·:-.•~: .. ;Eis ;·, .,·.:95:::~:::::;;·14,o: Future Volume (vph} 106 148 71 173 205 428 410 216 193 56 55 140 Jde}l!ioi{Jypti'/il}T,,:::~/:J~i:··,31:91)(l.·:,~1TBgo:·:,f0 .. @Q:;·::>:£t99.q~:k;.19Wt1?ti~oo]f;fl9 .. dQ,,::;:)~QR:2z:1.9QO:·,,'·y;1;BQd:T<'.fil:9QQGr·:,';19.0g Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Frt 1.00 0.95 1.00 1.00 0.85 1.00 0.93 1.00 0.89 eu·;ercitet~cc·.·:.·;:;-·.·:·:::\:··:·;;;,· << /0··. 0·95:.··'•• •·.::t·:oo··._,-,, .... i•<:··::·::x··::·: .. u:s5,;t··.:.!·:·. t~Qba1,;: >,:;1:.g:0.2,:··3:o:·~s(<·· •. rog<:r ,::·· .. •·:r:·-... ;.··.n:9fil .· •. -·i··.1··:09·:.x ,.···:::··:· .... ·!·~ ~i;im8i•1t}I~iliil1i~~i11{1l1i.~ru1111,11~ii.~r~,B;i~,11;li&!;Jlll~t!lll~liill;i,11111 Satd. Flow {perm) 1770 3367 1770 3539 1583 3433 1731 1770 1662 Lifie;Grp:·:pap·•(vph):.:t';:>\"'"2'<'':,.,-~??2•:'<''•'•J142;.:":~,-tf;;p:~:,,,~:G22,8:,,.',Ji.'J.j·Jg·k':t4a~:;sfrbt59.~<'''':,:,qo5+r·~':··>'<;'~;<iu09,;·,,•y'\\~99g,s;~"<.,1 v/s Ratio Prot 0.06 0.06 c0.11 0.06 c0.13 c0.24 0.03 0.08 v/c Ratio 0.42 0.17 0.82 0.20 0.29 0.75 0.82 0.56 0.42 Approach Delay (s) . 30.2 . 35.0 44.2 41.1 c Critical Lane Group Baseline Synchro 9 Report Page 1 (_ ( ( ( ( • i • I,' ( ( C C C C C C C: ) ) -, ) \ / \ ) ) J HCM Signalized Intersection Capacity Analysis 18: El Camino Real & Town Garden Rd. Near Term with Project AM 11/30/2015 Adj. Flow(vph} 45 11 36 144 39 66 124 1428 156 352 1265 81 Lane Group Flow (vph) 0 56 5 144 54 0 124 1428 53 352 1265 43 Protected Phases 4 4 8 8 5 2 1 6 4 Actuated Green, G (s} _ 17.9 17.9 21.3 21.3 17.6 37.0 37.0 34.8 54.2 72.1 Actuatedg/CRatio 0.13 0.13 0.16 0.16 0.13 0.27 0.27 0.26 0.40 0.53 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 _Qahe/@rp;,eiip:tv@1t:'"~··1-/····;;;;:z:1::;c.;,;,2at;<:·,·,2091'_.\_'·':·:zw:<"\!i-"'2§$··,'::;c_;·n:::•/2 .. i2ao;:··'].53JC•···);:~33.·•:~;--('45wq:J'_Y'I2041--;<;;,M$ v/s Ratio Prot c0.03 c0.08 0.03 0.07 c0.26 c0.20 0.25 0.01 v/c Ratio 0.24 0.02 0.52 0.20 0.54 0.93 0.12 0.77 0.62 0.05 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay (s) _ __ 52.9 51.0 53.7 49.9 57.3 59.5 37.4 54.3 33.6 15.1 A roach Delay s} 52.2 52.1 57.3 37.0 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 18: El Camino Real & Town Garden Rd. Near Term with Project PM 11/30/2015 t ~,¥¥??¥?????~~~1-.at;:!~(JJtn ~-~~~~-Lane Configurations 4 7' 'i T, 'i +tt ff 'i +tt 'f' I$tfiq}'1'o1um:~Ixp6E,L:tiJ1);·t11dJhts;,,ap;~"1:;_::t65,,:J"C:,rz3·1,:··;,.•·--,•-·.•,••-···1·s,::'·L••~·-•;··•-1·:g(}•_:-_f,·••·-·::2o·it,:·-_:t2B·t,··_,_••:'·_-,•:··2ooj:_:.,·•··_:·._-_1·s7:', __ •;'::1s1.6-, .. --.-,-:-•'•-•'1s Future Volume (vph) 74 10 65 231 13 190 20 1291 200 167 1516 15 Jh~~r~(ow0.NPFPD>'.C;!:·'t:lT;;;$1.'~[oy,::JgpIT;::11s:OQ.';J'.:1j,9,9q'.:<.TMo'Q.:D;J":fSqp,'.1'~:-+,:W§o}zf:isoo,a\·1~q'o:;t~,jj_gog?::,t[90,9.J;::teo,q Total Lost time (s) 6.0 6.0 5.0 5.0 6.0 7.0 7.0 6.0 7.0 6.0 Fri 1.00 0.85 1.00 0.86 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow(p~ 1785 1583 1770 1602 1770 5588 1583 1770 5085 1583 Satd. Flow (perm) 1785 1583 1770 1602 1770 5588 1583 1770 5085 1583 Adj. Flow (vph) 78 11 68 243 14 200 21 1359 200 176 1596 16 Lane Group Flow (vph) 0 89 10 243 50 0 21 1359 84 176 1596 10 Protected Phases 4 4 8 8 5 2 1 6 4 Actuated Green, G (s) 19.1 19.1 24.3 24.3 4.2 48.2 48.2 19.4 63.4 82.5 Actuated g/C Ratio 0.14 0.14 0.18 0.18 0.03 0.36 0.36 0.14 0.47 0.61 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 tah&Gtp;-·cap;:(vphl-}::::;;·."'•;~;0-·'.1:'''~1'';::>'":25zr<;;'J·2,2$,;')S}:iqJ·&.tt;,2sif·::>,~::,;s·•·1y3;.;:~:25;1~:;;1.991f:k<:1'.565f~~Y£:25,~Ju·:;;;2,2,~8.:"',<1MZ v/s Ratio Prat c0.05 co. 14 0.03 0.01 0.24 c0.10 c0.31 0.00 v/c Ratio Prowession Factor _ _ -_ 1.00 1.00 1.00 _ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay(s} 53.2 50.1 63.0 47.1 68.5 38.8 30.0 62.9 29.2 10.3 Approach Delay {s) 51.9 55.6 38.1 32.3 HCM 2000 Volume to Capacity ratio 0.66 Intersection Capacity Utilization 71.6% ICU Level of Service C c Critical Lane Group Baseline Synchro 9 Report Page 1 ( ( \ ( C (_ ( C ( (_ ( ( ( C ) ) ) ) ) ) \ J ) -\ ) \ _) \ / HCM Signalized Intersection Capacity Analysis 19:.Town Garden Rd. & Alicante Rd. Near Term with Project AM 11/30/2015 Actuated Green, G (s) 10.9 10.9 7.9 7.9 4.1 40.0 0.9 36.8 Actuated g/C Ratio 0.14 0.14 0.10 0.10 0.05 0.51 0.01 0.47 Vehicle Extension {sJ 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 19: Town Garden Rd. & Alicante Rd. Near Term with Project PM 11/30/2015 t tJ.llt6J!BgrJ~111t1i11tttl21~1tttQI~111;1qi~J1111g]@~~"J~1~1111&•11,J111!01,111111~]lJllgI~ill•a~i11ui~g Adj. Flow(vph) . 143 228 100 33 89 13 53 114 38 7 159 148 Lane Group Flow (vph) 143 311 O 33 96 O 53 141 O 7 274 O Protected Phases 4 4 B 8 5 2 1 6 Actuated Green, G (s) 16.4 16.4 8.7 8.7 3.0 37.3 0.9 35.2 Actuated g/C Ratio 0.20 0.20 0.11 0.11 0.04 0.46 0.01 0.43 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 vie Ratio 0.40 0.87 0.17 0.49 0.82 0.17 HCM 2000 Volume to Capacity ratio . 0.53 Intersection Capacity Utilization 55.2% ICU Level of Service B c Critical Lane Group Baseline 0.37 0.37 Synchro 9 Report Page 1 C ( ( ( ( ( t:i '''1 · ~i J C c. C ( C V Is ) \ .J ) ) \ j ) ) _) HCM Signalized Intersection Capacity Analysis 20: Bressi Ranch Way & El Fuerte Rd. Satd. Flow (prot) 3432 . 1770 3539 1770 1583 Satd. Flow {perm) 3432 1197 3539 1770 1583 Adj. Flow (vph) 138 35 86 304 26 76 Lane Group Flow (vph) 145 0 86 304 26 50 Protected Phases 4 8 2 Near Term with Project AM 11/30/2015 ActuatedGreen,G(s} 11.6 . 11.6 11.6 . 39.4 39.4 .. . Actuated g/C Ratio 0.19 0.19 0.19 · 0.66 0.66 Vehicle Extension ~o:~t~:rf.t:~~ v/s Ratio Prot 0.04 c0.09 0.01 HGM 2000 Volume to Capacity ratio 0.14 Intersection Capacity Utilization 24.3% ICU Level of Service A c Critical lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 20: Bressi Ranch Way & El Fuerte Rd. +- Near Term with Project PM 11/30/2015 ~~i~i~lcibmt¥2fllmiilll:~ifii~l1~1lll~li11Bll\111~1\11im •• ,11JIEilllll\11!~~-~1- Lane Group Flow (vph) 429 0 89 268 65 98 Protected Phases 4 8 2 Actuated Green, G (s) 13.2 13.2 13.2 37.8 37.8 Actuated g/C Ratio 0.22 0.22 0.22 0.63 0.63 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot c0.12 0.08 0.04 v/c Ratio 0.56 0.54 0.34 0.06 0.10 Progression Factor 1.00 1.00 1.00 1.00 1.00 Delay (s) . . . 21.7 24.4 20.0 4.4 4.6 ApproachDelay(s) 21.7 21.1 4.5 HCM 2000 Volume to Capacity ratio 0.22 Intersection Capacity Utilization 31.4% ICU Level of Service . A c Critical Lane Group Baseline Synchro 9 Report Page 1 ( ( ( ( ( ( ( ( C ( C ti Cl (' \_ C C /,...._ \ ) ) \ ) ·, ) \ ) ) \ ) ) ) \ / ) ) ) HCM Unsignalized Intersection Capacity Analysis 21: El Fuerte St. & Project DJWY. t Near Term with Project AM 11/30/2015 ---liNllltW:liNlltill.llllilillllll;i!l,iJII Volume Total 34 185 185 305 212 Volume Right 34 0 0 0 59 Volume to Capacity 0.05 0.11 0.11 0.18 0.12 Control Delay (s) 10.1 0.0 0.0 0.0 0.0 Approach Delay (s) 10.1 0.0 0.0 Intersection Capacity Utilization 23.4% ICU Level of Service A Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 21: El Fuerte St. & Project Diwy. Baseline Near Term with Project PM 11/30/2015 Synchro 9 Report Page 1 ( ( ( ( ( ( ( C (II ~:I Gil. ~Ii (:[ ; (1··. s.cli • C c. ( ' C ( ) ) \ / Uptown Bressi Mixed-Use Shea Homes APPENDIXE © Urban Systems Associates, Inc. January 27, 2016 BUILDOUT SANDAG I CARLSBAD TRAFFIC MODEL EXCERPTS & INTERSECTION LOS WORKSHEETS 004014 E 004014-Report_E --, ) \ ,I ) ) ) \ ) ) \ __ / ) ) ) _) -~- HCM Unsignalized Intersection Capacity Analysis 21: El Fuerte St. & Project Drwy. t Buildout with Project PM 12/3/2015 lllll--~1---Lane Configurations '{' tt +~ - Future Volume (Veh/h) 0 69 O 732 796 123 Grade 0% 0% 0% Hourly flow rate (vph) 0 75 0 796 865 134 Lane Width (ft) Percent Blockage ---Volume Total 75 398 398 577 422 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 21: El Fuerte St. & Project Drwy. Lane Configurations traffic'voliime veHm ·' ........... , ................. L ........ 1. Future Volume (Veh/h) ?,§ijgi?fitrq[ · ··· Grade e~~~.Hgµf i=acte>f ~~~.~ly ~~~ ra,t~Jv,e~t .. r,~~~§Y°i~h~.•Hr:::.;•,:.:.· :;); Lane Width (ft) wa11<rri • s''ee<i 'Ws • , •• ,M ., ••• 9 ..• P." ..... J .. ). Percent Blockage s1gfif 1µFfi]arf N~fi)•.·: •. •· Median type NteQJ~Q.j§toi~9i;Y~h).· ;· ypstream signal (ft) i>~fe'.pf cit<ipri Prl~ici~kM. vC, conflicting volume y~,1',j;t~ge;J:~h(v9[· .•.•. vC2, stage 2 conf vol vcii urib1cfok:eil vo1·:: ;,-""" ,J. ,, ~· ' '.,.-' """ ~·-,<, , .. ~ tC,single (~) tQ,:~sJ~gf(s}', tF (s) "'IV·ueuefree.% ·· P .. fL ................... . cM capacity (veh/h) Volume Total v9rMmi:Ce# > Volume Right q$8}. },;'.\ Volume to Capacity Q[i~ii.e Leng'tfi95t~ (fl)··. Control Delay {s) ~~n~l2$:/·.:: · Appr~ach Delay (s) ~pproii~fkQ§ir?• A ••.. · .,.·:·,o· ·:··1·····t .......... · .. , .. ··· · · yer1=1ge .~c:1y , , ,,, •.. 1.,,, •• 0 · ·sto . p 31 0 410 624 0% 0% 0% 54 ;6.92 · · o.92 >0;92' ::Q:§2:;· ::o;~rt: o .. 92.< 0 34 0 446 678 59 930 3.5 .1QO 289 368 737 3.3 2.2 95 ..... 1,gq. 707 899 34 223 223 0 17¢0 0.13 o. 0.0 0.0 0 Troo>; 0.13 0.0 None None 314 429 452 285 0 59 •}zoo; ····"17,QQ .. 0.27 0.17 0.0 0.0 0.0 Intersection Capacity Utilization 29.0% 15 ICU Level of Service ~Qa,iys!f period {ifiin) , Baseline Buildout with Project AM 12/3/2015 A Synchro 9 Report Page 1 ( ( ( \ ( ( / \ (_ ( er. ( c.· C ( ( C (. C ( ' I ) ' ) ) \ j ) ) ) ) ) ) ) HCM Signalized Intersection Capacity Analysis 20: Bressi Ranch Way & El Fuerte Rd. Lane Configurations tt+ '1 ++ "i ~ Future Volume (vph) 498 33 82 340 60 143 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Frt 0.99 1.00 1.00 1.00 0.85 Said. Flow (prot) 3506 1770 3539 1770 1583 Said. Flow (perm) 3506 458 3539 1770 1583 Buildout with Project PM 12/3/2015 Adj. Flow(vph) -541 36 89 370 65 155 _ _ · Lane Group Flow (vph) 569 O 89 370 65 102 Protected Phases 4 8 2 ~1Ri,1t,i1.&r1t::~:k'.~~i'.:1a:~1!~~,1fixmtiii~k#r:i\~1{t!~Jti1:t1~~11::i:1!:;;1a~::~t111~~$il?:~~1flil:,:r~~:t~t~~m~Jt1;~1~1~:1J Actuated g/C Ratio 0.24 0.24 0.24 0.66 0.66 Vehicl.e Extension (s) 3.0 3.0 .. 3.0 _ .3.Q ________ 3.0 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 20: Bressi Ranch Way & El Fuerte Rd. )! Buildout with Project AM 12/2/2015 Lane Configurations ,tf,.. 'r, +t 'r, '(' {raffic]Volb,IJU}JyphJ,: },'.f :?·,"tl;te6t-,;:·_-.. ,.·.a2,:_~ :·-/:·.7.9.~--:: .. :.:.~331s··.•-:-·•-:'.'.}2,4;,::-.~.-:;::-.70,-_ -··•=···---·,'O:,'•;::,:·, \: .... ·:.;.' ,_:_.::.,.,,-_--.···:/.·::.-:· ••.. -,;,;~~1-<•--••-,·-'2' ;•~-.-~ <=•-:•·-··· Future Volume (vph) 367 32 79 379 24 70 Total Lost time (s) 4.5 4.5 4.5 4.5 4,5 Fri 0.99 1.00 1.00 1.00 0.85 Said. Flow (prot) 3496 1770 3539 1770 1583 Satd. Flow (perm) 3496 . 773 3539 1770 1583 Adj. Flow (vph) 399 35 86 412 26 76 LaneGroupF!ow(vph) 418 0 86 412 26 48 Protected Phases 4 8 2 HCM 2000 Volume to Capacity ratio 0.18 Intersection Capacity Utilization 31.0% ICU Level of Service _ A c Crltical Lane Group Baseline Synchro 9 Report Page 1 ( ( ' C C ( \. ( \ ( C C C C C ' ) \ ) ) \ j ', ) ·,, ) ) 1 j ) ) ) ' ) HCM Signalized Intersection Capacity Analysis 19: Town Garden Rd. & Alicante Rd. Lane Configurations T@fi~:~QIPm~:CY:t?b)T Future yolume (vph) f q~~ll1gfi:tv'RnPff :t:;I · ' :.?f~QQ ,/ ; Total Lost time (s) 4.5 ~~11e::Vdi'.::Ea?:@r;:::,:(::: ;:;::n<·:::··rog Frt 1.00 0.97 f.1tel2t~Qt~~:Hit:i'Jr•1.1Ji:t':I:::c,:::;.:to.:~§'J:/t:~i9.Qt;.,c .. ~.:;. t Buildout with Project PM 12/3/2015 Satd.Flow(prot) 1770 1806 1770 1814 ETE~~tm'.iJ~g;';j1;i'0:fJt::i:'.'t;:ttt ;';]EQ,~§'l:.ti:}[qq;;::,::;·•·•···.1·;·,::X!i····;:q:~§:itftJJiI:ff[q?f:iA!/J[:!/i·•1m(1J!f(Q]~'[·~f~tijm!1tt\':ti·ti Satd. Flow (perm) 1770 1806 1770 1841 1770 1814 1770 1712 Lane.''Gr. 'Ca ;{v h) l'' ... 293 ........ sc, .. P,. ....... lt.J> .. . ..... . v/s Ratio Prot 0.09 ~t~j:~~ilcf~if m •.. v/c Ratio VnJfofin:P~t;:iy/d1· .... :.::>. Progression Factor 1ncr~ltiehtiro~1a·····d2 .. , .. ,, .. , ... h,., .. , .. , ... Y .... ,.:,. Delay (s) g~.Y~L~{~~fxtcI .· .. Approach Delay (s) t-i?RfR~f~·.h9K•.•.;•· HcM 2000 Coi\tr61 Dela···.' .. ·"· ,. . .... .,,.,., .. , ........ , ... ,, .. Y ., ~c,ry, .. 2gpg,y?1~T~.!?. 9?8~~i,ty r~t:io MtO§tecu;y,:g1,e1;~~gtfU ~r .. · · .. lnterse?tion Cap~~ity Utilization M~lysi{f:>~:dQd {min) ... . . .. c Critical Lane Group Baseline 0.68 ·'.a,t:s. 1.00 'e,o 43.5 "o,·· 41.5 45.9% 15 0.09 0.09 . ':41 ' i< <.4.5? 3.0 3.0 '1§9.:, .:::172..:>: / 0.02 c0.05 0.27 ... .4Q,~' 1.00 1.00 6,9} 41.2 46.1 D >c sum}Qfl9~Ui[\e (s) ICU Level of Service 0.40 0.22 ···!1$;6 .· A 50.7 §9:J, 0.53 .4¥,">. 3.0 1~96, . ' c0.21 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 19: Town Garden Rd. & Alicante Rd. Buildout with Project AM 12/2/2015 Satd. Flow (perm) 1770 1793 1770 1839 1770 1822 1770 1738 ~t41i1Jlf9m[~2WJ!ifilltl1ttfJllt4!&11~!!11ll~lll1ii1~!Bfl,1111!;1~11till1:~11!Blllmlllllm~~ Lane Group Flow (vph) 134 82 0 29 150 O 78 175 0 5 236 0 Protected Phases 4 4 8 8 5 2 1 6 ActuatedGreen,G(s) 11.3 11.3 _ 11.7 11.7 4.0 39.6 _ _ 1.0 36.6 Actuated g/C Ratio 0.14 0.14 0.14 0.14 0.05 0.49 0.01 0.45 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 v/c Ratio 0.55 0.33 0.11 0.57 0.91 0.20 0.24 0.30 Progression Factor _ 1,00 1.00 1.00 1.00 1.00 1.00 _ _ 1.00 1.00 Delay (s) 35.3 32.5 30.6 35.4 104.9 12.5 45.7 15.4 Approach Delay{s) 34.1 34.7 40.4 15.9 HCM 2000 Volume to Capacity ratio _ _ _ 0.42 Intersection Capacity Utilization 47.1 % ICU Level of Service A c Critical Lane Group Baseline Synchro 9 Report Page 1 ( I ( ,, ( ( (: \ Cl f \ __ ( ''-- (; \_ ( C ( \ ,J \ J ) ) ) -\ j HCM Signalized Intersection Capacity Analysis 18: El Camino Real & Town Garden Rd. t Buildout with Project PM 12/3/2015 ------Lane Configurations 4' '{' 'i ~ "i-+++ '{' lj +++ '(' rl~iemi1inmJ9:;,:;r:~;}L~7:lj,Jj6\1!:?lf~6mi\\$,~i~Jf{t1!@~:aw~fys~w:1r:tt~W~f%f!;'~'.9i~~f;01lj~j!trJm;11Z®bWJit.l1~,Q$rt[B~ Total Lost time (s) 6.0 6.0 5.0 5.0 6.0 7.0 7.0 6.0 7.0 6.0 Frt 1.00 0.85 1.00 0.86 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 1785 1583 1770 1604 1770 5588 1583 1770 5085 1583 Said. Flow {perm) 1785 1583 1770 1604 1770 5588 1583 1770 5085 1583 Adj. Flow (vph) 146 22 84 331 16 200 74 1454 203 _ 184 1540 39 Lane Group Flow (vph) 0 168 14 331 60 0 74 1454 83 184 1540 21 Protected Phases 4 4 8 8 5 2 1 6 4 Actuated Green, G (s) _ 22.2 22.2 29.5 29.5 10.1 40.2 40.2 19.1 49.2 71.4 Actuated g/C Ratio 0.16 0.16 0.22 0.22 0.07 0.30 0.30 0.14 0.36 0.53 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 vis Ratio Prot c0.09 c0.19 0.04 0.04 0.26 c0.10 c0.30 0.00 v/c Ratio 0.57 0.05 0.86 0.17 0.56 0.87 0.18 0.74 0.83 0.02 Progression Factor _ 1.00 1.00 1.00 -1.00 1.00 1.00 1.00 1.00 1.00 1.00 54.7 47.6 67.6 43.1 65.7 51.7 35.9 66.2 43.6 15.2 50.5 HCM 2000 Volume to Capacity ratio 0.80 Intersection Utilization 82.6% ICU Level of Service E C Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 18: El Camino Real & Town Garden Rd. Buildout with Project AM 12/2/2015 Actuated Green, G (s) 18.1 18.1 22.3 22.3 18.9 49.9 49.9 35.7 66.7 84.8 Actuated g/C Ratio 0.12 0.12 0.15 0.15 · 0.13 0.33 0.33 0.24 0.44 0.57 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3~0 3.0 U1ne\,rRCap1(vph)',>:·•·:••:·t".:·· ... ;····:;'····.t······••:%,L?1.5r'z~·:3M:.~{·;~·:···263,:i!'.:"2,50·':;·~-·.,•:.: .• ···:·.''y~2~3.1:;•··:···1·ag8·7•,';:$2{L:'·/42l}:••:22e,1'::?1r~8~4 v/s Ratio Prot c0.03 c0.09 0.05 0.10 c0.31 c0.21 0.27 0.01 v/c RaUo HCM 2000 Volume to Capacity ratio 0.76 Intersection Capacity Utilization 80.9% ICU Level of Service D c Critical Lane Group Baseline Synchro 9 Report Page 1 ( I \ / \ ( ( ( ( ( ( ( C ( ( ( C C C ( C C ( ) \ ) ) / ) ) ' / HCM Signalized Intersection Capacity Analysis 17: Gateway Rd. & El Fuerte St. t ) Buildout with Project PM 12/3/2015 ( ;I Adj. Flow (vph) 251 121 63 188 236 516 521 221 217 121 59 162 LaneGroupFlow(vph) 251 142 0 188 236 160 521 403 0 121 127 0 Protected Phases 5 2 1 6 7 4 3 8 Actuated Green, G (s) 15.6 34.1 13.1 31.6 31.6 19.1 28.0 8.5 17.4 Actuated g/C Ratio 0.15 0.34 0.13 0.31 0,31 0.19 0.28 0.08 0.17 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot c0.14 0.04 0. 11 0.07 c0.15 c0.23 0.07 0.08 v/c Ratio 0.93 0.13 0.83 0.21 0.33 0.81 0.85 0.82 0.45 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . ,ilitrts.t6Ailf;:~Z?ifiS1*:~i&~ltj~~:Aftk\r~;!b!;?il,,f1l(Sgit&1!]Lt11'$:~~l::rrii&it11:J«i~J{ft;;z;tf?;~it1lt!WtllV~iJ 1ir1&-mtJ!t1~2t#A~titiltltI~ttvwJ:±tt~Ji;%ri&¥!1JcTo&tt6Zlr;;1l1'ittiJJ,,·~Ri~1owitJlil\\fl£!M,w;,s1:,0,ut HCM 2000 Volume to Capacity ratio 0.68 Intersection Capacity Utilization 65.5% ICU Level of Service C · c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 17: Gateway Rd. & El Fuerte St. t r ) Buildout with Project AM 12/2/2015 ( Adj.Flow(vph) . 171 178 89 . 93 282 337 218 123. 107 30 51 70 Lane Group Flow (vph) 171 223 0 93 282 70 218 196 O 30 66 0 Protected Phases 5 2 1 6 7 4 3 8 Actuated Green, G {s) . 32.6 45'. 7 . 5.5 18.6 18.6 5.5 17.8 . . 3.1 15.4 Actuated g/C Ratio 0.36 0.51 0.06 0.21 0.21 0.06 0.20 0.03 0.17 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 vie Ratio 0.27 0.13 0.86 0.39 0.21 1.04 0.57 0.50 0.23 c Critical Lane Group Baseline Synchro 9 Report Page 1 <. ( ( ( ( ( ( (l (] ( 1· \ ( ( C ( C C C ( ) ) \ ) \ l \ J \ ) ) \ I j \ j ) ) HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. Hour)y_~9w rate (vph) 9 274 704 93 271 574 Lane Width (ft) · Percent Blockage Median type TWL TL None Upstream signal (ft} 287 vC, conflicting volume 1866 750 797 vC2, stage 2 confvol 1116 Build out with Project PM 12/3/2015 tC, single (s) 6.4 6.2 4.1 · tF (s} 3.5 3.3 2.2 cM capacity (veh/h) 191 411 825 --·-Volume Total 283 797 271 574 Volume Right Volume to Capacity 0.71 0.47 0.33 0.34 Control Delay (s) 33.7 0.0 11.5 0.0 Approach Delay {s) 33.7 0.0 3.7 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. Hourly flow rate (vph) 20 94 364 40 99 471 Buildout with Project AM 12/2/2015 ~l.l~:®]i~~l~:11v111fil1Bti~r1111111111111111111111111I11111~t111r1iti11t.111111111111111:1111~11111tkl\fillY.fii Percent Blockage Median type TWL TL . None Upstream signal {ft) 287 vC, conflicting volume . 1053 384 . 404 Volume Right . 94 . . . 0 Volume to Capacity 0.19 0.24 0.09 0.28 Baseline Synchro 9 Report Page 1 I ' < ( (_ ( (_ ( ( ( ( ( C C C C \ ) \ j \ J i ) '; _/ HCM UnsignaHzed Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. t Buildout with Project PM 12/3/2015 --,~-1111-lane Configurations '¥; f+ 'ti f+ +f+ ~ f+ Future Volume (Veh/h) 146 447 89 140 329 47 65 43 185 86 39 134 Grade 0% 0% 0% 0% Hourly flow rate (vph} 159 486 97 152 358 51 71 47 201 93 42 146 Lane Width (ft) Percent Blockage Median type TWL TL TWL TL Upstream signal (ft) 600 · vC, conflicting volume 409 583 1682 1566 534 1716 1588 384 vC2, stage 2 conf vol 829 713 1028 901 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 cM capacity (veh/h} 1150 991 54 185 546 29 148 664 _, ____ ,_ Volume Total 159 583 152 409 319 93 188 Volume Right O 97 · 0 51 201 0 146 Volume to Capacity 0.14 0.34 0.15 0.24 1.94 3.23 0.50 Control 8.6 0.0 9.3 0.0 491.5 Err 24.0 Approach Delay {s) 1.8 2.5 491.5 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Volume Right Volume to Capacity 0.06 0.20 0.05 0.24 0.27 0.12 0.15 Control Delay (s) 8.3 0.0 8.1 0.0 16.3 17.1 12.5 t Buildout with Project AM 12/2/2015 ;~irci;rrB~Jrii~h';;lt}!"'.i:Slf;\tU,iIJt:E'i0*j;1rrm1rll{&:t1!&,,:,i~t&v:::s':C:1~,;3r::,:xsJ:L:i.,,:':J5LC:t:t:.:1;:L::'.,:c,:4,;;J<'.a: Intersection Capacity Utilization 46.2% ICU Level of Service A Baseline Synchro 9 Report Page 1 ( ( ( ( C ( /' \_ ( ( ( \ r C C C C ( \ / ', I \ / i .I ) \ ) '\ _) HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd, & Colt Pl. Buildout with Project PM 12/3/2015 -·-!illi-Lane Configurations "'i t T+ V Future Volume (Veh/h) 92 623 487 40 48 71 Grade 0% 0% 0% · · · · · · · · · · · · · Hourly flow rate (vph) 102 692 541 44 53 79 Lane Width (ft) _ __ · Percent Blockage Median type None TWL TL ~~~~! vC, conflicting volume 585 1459 563 . vC2, stage 2 conf vol 896 4.1 6.4 6.2 lll\ltii!t!tJtti[l~lSl~i~ltlJl:I 3.3 526 Volume to Capacity 0.41 0.34 0.32 _ Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. Lane Configurations )j t f;i. V Buildout with Project AM 12/2/2015 traffic'i,Zo1ul]~'.{Ve]1p):''~,~·•:p~;'.'':'.;:;:$'$·,,,:\.":··:Wf'': .:·.•••.A2e;• •. · .. ••.•• .. ·•••··.':,.2f.'..t:::•••.••,3s:;···.:.·::·:::.c:.37:·:'•;:'•<<:::·,,::·,· •• :;'.;::::.'.·,.:··:: .• :::••••'..•,;:·:··:'''".···.·::::.·:·••.·,.:.••·•.·•·:.,:::.::··.'<: .. ,'~-· ~ill~,~i/~~~a~\~~~~t,~rt2lc~::i~i2j~ :~:~::fl1lE"ti~;J{~.i:;5.1:Iib::;~sfJh~{.~tli.i~t:~;!tiiIItlZ[:ri:ti];'.:!lifJJ;j£.:~~~:t~f~,i~i Grade 0% Baseline 0% Synchro 9 Report Page 1 ( \ ( ( ( ( ( C ( C C C ( C (_' -" ) HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Buildout with Project PM 12/3/2015 -BlllllWir..WUUi1H- Lane Configurations ~ "i t V Future Volume (Veh/h) 688 37 29 534 32 27 Grade 0% 0% 0% Hourly flow rate (vph) 764 41 32 593 36 30 . . Lane Width {ft) Percent Blockage Median type TWL TL None Upstream signal (ft) vC, conflicting volume · 805 1442 784 vC2, stage 2 cont vol 657 rii~ig~lsJt~tt:&R11t1,j~\":~tif::1Fr&zm~g,,i~:·1miffw\+tiM!ttP1*JM~f1Iw::~,t1I?tf~1~1~,;:li*zi:~~11¥tlif!fk$':Wt'i&,Jt!iW&zlr(1ittt?lt1:ifaij Volume to Capacity 0.47 0.04 0.35 0.18 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Baseline Buildout with Project AM 12/2/2015 Synchro 9 Report Page 1 ( ' \_ ( C \ C I \ __ C 1 __ j ' ) HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way -·-·-Lane Configurations "i "t ~ "i f' FutureVolume{Veh/h) 296 443 417 148 283 191 Grade 0% 0% 0% Hourly flow rate {vph} 312 466 439 156 298 201 Lane Width (ft) Percent Blockage Upstream signal (ft) 1607 517 1090 207 Buidout with Project PM 12/3/2015 i~----Volume Total 312 466 595 298 201 ti~1arjJtt[~,~itr1~t!1~1~11itiiij1~,fil~1111~1irr1:iii11!£tl1~i1i111~ Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Grade 0% 0% 0% Hourlyflowrat~vph) 190 221 439 88 184 467 Lane Width (ft) Percent Blockage Median type TWL TL TWL TL Upstream signal !ft) vc, conflictin~ volume 527 1084 483 2 conf vol 601 \\;r,\';>;r\,1iii1tJri;1A\"'.1~.iilW,Ai!\ Volume Right 0.18 0.13 0.31 0.47 Build out with Project AM 12/2/2015 Intersection Capacity Utilization 59.5% ICU Level of Service · B Baseline Synchro 9 Report Page 1 ( ( C ( ( / \ f \. ( r \__ ( ( __ / \ -~ \ ) __ j 1 ! \ _/ \ / HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. Configurations traffi2;~01itfu~]~ib&F < Future Volume (Veh/h) $\gff]P2Ht<>i !,_l'!v ;:;;;; Grade Ri~fHiiu.f:F~ci2t ! ... : ·, flow Percent Blockage RlgbJJ~td':ff~f~'.(~~h}:; t • ,/ Median type MeataWsiof~geJefif \; ;' ..•. ) . Upstrea ) i!if Pi~t '~~cl?):/· vc, conflicting volume vc1:1iJ~s~11::§9nt&ary.:::·•·.•,,· ... vC2, stage 2 cont vol YGvi?unf?l9"¢~~.gvgf:!tf ... tC, single (s) tc 2silif'e'(S :c: ,,b .• ·", gu, .. L ., . tF (s) ltb3:iUitilli~~l%'.W ... 5 434 101 153 437 18 cM capacity (veh/h) 1083 1008 Total 92IYm~::u.~1f::;•:7:·· Volume Right q~B:'.'S'].:·:::r'::1:m::c;.,>.•• ·• Volume l? ?~padty 9ii'.~!!fL¢frgm'i:ff$(b\(~J: S?ntr~1.~~.1ay (~L-..... h'?0.~\~9$:.'.•'.\j(i}{; .•. A(>pr?a~h Delar(sI A~proa,9b_ ;~Q§::?;:i/,: ••·. Baseline 568 161 479 57 291 53 0 0 291 11 10~3, .. •• '1109~. l79,5Ir1}?~@?t:::§.et;:;1 ls1y········ 0.00 0.16 0.28 0.21 0.52 0.92 '}74::. )ps 0.1 9.2 0.0 21.9 18.0 212.2 .. cc:: . ,:.:.1= 0.1 2.3 18.7 212.2 54 Buidout with Project PM 12/312015 0 276 563 29 10 10 3.5 4.0 3.3 36 261 594 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. Buildout with Project AM 12/2/2015 Hourly fiow rate {vph) 11 . 228 27 254 625 28 198 . 11 171 . 12 5 5 Lane Width lfl) Percent Blockage Median type None TWL TL u,.estream signal (f~ vC, conflicting volume 653 255 1404 1424 242 1587 . 1424 639 vC2, stage 2 conf vol 1140 1161 440 277 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 cMcapacity{veh/h) 934 1310 174 199 797 147 206 476 tll)lll-111--IIIIIILlllli Volume Total 266 254 653 209 171 22 VolumeRight . .. 27 . 0. 28. 0 . 171 5 Volume to Capacity 0.01 0.19 0.38 1.19 0.21 0.12 Control Delay (s).. . . 0.5 8A . 0.0 183.0 10.7 26.6 Approach Delay (s) 0.5 2.4 105.5 26.6 Baseline Synchro 9 Report Page 1 ( C C (_ I \ (_ C C C HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Lii~onfigurations Fri Satd. Flow (prot) Satd. Flow (perm) Adj. Flow (vph) 109 Lane Group Flow (vph) 0 Protected Phases v/c Ratio Baseline Buidout with Project PM 12/3/2015 Synchro 9 Report Page 2 HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Buidout with Project PM 12/3/2015 Satd. Flow (prot} 1611 1770 5040 5042 Satd. Flow erm 1611 148 5040 5042 Adj. Flow (vph) O O O O O 470 11 109 1580 99 O 1821 Lane Group Flow (vph) 0 0 0 0 0 430 0 120 1673 0 0 1924 Protected Phases 2 6 Actuated Green, G (s) . 24.5 76.5 76.5. 76.5 Vehicle Extension (s) 3.0 3.0 3.0 3:0 v/s Ratio Prot 0.33 0.38 c Critical Lane Group Baseline Synchro 9 Report Page 1 (_ ( ( ( C ( C C (_ r \. ( \. .. ( r \._ C C C C C C C C C C ( \ ) \ ) '\ ) ) ) \ ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Baseline Buildout with Project AM 12/2/2015 Synchro 9 Report Page2 .r--~ HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Buildout with Project AM 12/2/2015 Satd.Flow!fot) .. . .. 1611 1770 4926 . . 5044 Satd. Flow (perm) 1611 156 4926 5044 Adj. Flow {vph) 0 0 0 . 0 0 . 165 11 .... 109 1480 391 0 1897 Lane Group Flow (vph) 0 0 0 O O 93 0 120 1838 0 0 2002 Protected Phases 2 6 Actuated Green, G {s) 11.5 89.5 89.5 89.5 Actuated g/C Ratio 0.10 0.81 0.81 0.81 Vehicle Extension (s) 3.0 3.0 3.0 3.0 L'MJiZGfR/,caP:JYi5ti);;<:::·:::/::~:::;, .::>,:::'.0;s:::s:;::5~fr;::·:(·::;::::2;::::'1;.~:J:i;:i~::::):;;;::::E:S::,::;;:::;=:)es;;'i::':'1:::2;:t;:s;:;'~::::::::]:2s::R::';4ao10;:E::s::::::::,:::J~::'.wt:''.:'::,;:,.;:4rna v/s Ratio Prat 0.37 0.40 Baseline Synchro 9 Report Page 1 ( \ C r \ ( ( ( C C ( C C: C C ( \... C ( \._ C C C C 'i / ' ) ) ) ) ) HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway Buidout with Project PM 12/3/2015 Future Volume (Veh/h) 125 0 59 35 O 70 14 410 20 70 380 49 Grade 0% 0% 0% 0% ~iKtiJO:d]:~@l\O~tf:l~···: n;;:,i,t,,~;W]!t:,~~;®~e'?flL~,~Jcg/~yt:P:Jl~itt~E;;b'!z':·i:'l;~ig2l.·.f'[11J;92$\,':it9.~;nr{1·i0)2',·L:;~~9?5iJ!JJSgJ;?§p;i92 (tta~1iaiiUi1~1s2zr;~~J;±;1tt1att'rt1~)[;t?;tl±kl)t!J¥iili~i(tP,;t\!lL{1t~?(;it:;f!/j};l'.},~£J[~)faj!;)1W;!Jh1er:t:~)Tiib,~~1 ;1;;.~l&s)!l~F&t?&~!'.llil,fft;:rf2r!.~:tK:~;i!£!I!11foi1lik"ft;111tl:J:fr:!ft,S~(JtWit?£YfAf!i'i:\7t;ilf'f!itl;iit\tft<L;;t}!'.1 Percent Blockage Upstream signal (ft) 478 vC,conflictingvolume 1144 1090 440 1116 1105 457 466 468 vC2, stage 2 conf vol 552 498 629 618 tC, single (s) 7. 1 6.5 6.2 7. 1 6.5 6.2 4. 1 4.1 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 cMcapacity(veh/h) 311 364 618 332 371 604 1095 1094 -Volume Total 200 114 15 468 76 Baseline Synchro 9 Report Page i HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway t Buildout with Project AM 12/2/2015 ( \ ( (_ ( --!IIWWlllllf-Bl&WB--C Lane Configurations "i 'rt "i '(I "i f+ llj f+ Tr~ffid~\?'oJu·m~\(~enth); .. ,;,;F::J",;,,~;kJn,.4~>,,;;,,:,--,6: .. :,;.:_·«'14-·-;.:: .. -•::,··: .. •--•.: ..•. 1_0 .. ,,.;: ..•.. :/.;:.0>,.-;.,,:,.,: __ -99'-•:.:.,::::,$9· .. ;;··•••·A.r-r"·:••,·;,,:.,(20 ... :; .. , .••.. _;,,.50/f·-,,y57s-,:,,,,:.,; . .12s C ~~~~:ct~t~~Tf:V~~~e~y;:f,~:J:d;.~:~.";,,§to%~.,,··.;~·-1:+·:-:.·-·i_''/1'-~t,;j?Sfo~;,:,,)·;,;}~,:::.:.::!;.;.;=\~0\$'~J;~:1Esi:~;u;·\~l;~,:;;;t',.f1rit>~;'[•.&2; ( Grade 0% 0% ( Baseline Synchro 9 Report Page 1 C C ( C ( \_ ' C C ( \ - (_ ( \ C ( C ( \_ ( \____ ) ) HCM Signalized Intersection Capacity Analysis 8: Melrose Dr. & Palomar Airport Rd. "'t t Buidout with Project PM 12/3/2015 ffl i~~B ; ·=~ .:::~w:~ .. ~ff Lane Configurations ~°'l ttt '( 'tj"tlj ttt 'f lijlj ttft 'f lij'llj -t,tt 'f FutureVolume(vph) . 1006 1701 547 270 · 862 55 251 790 135 130 1145 812 Lane Width 12 12 14 12 12 14 12 12 14 12 12 14 lane Util. Factor *1.00 *1.00 1.00 •1.00 *1.00 1.00 *1.00 *1.00 1.00 •1.00 *1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Flt Permltted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 mt~Bl~tlJJ;;ifrn:/\w~~ii~~~~~1?J4~~~a~J~~1~tm~1~i~~~~@:r~1~~FJr~~tsm/ffeij5s]~~%ml~J~tifa'tl1J~~wa~a1~~i~~11~~a11t?im~~¥1,~aa1 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RTOR Reduction (vph) 0 0 78 0 0 40 · 0 0 51 0 . 0 24 ~11~1~~111~11tt~!;f~l~!1:zr~~liiI1t:~~2i1i1~iitc11i:!~1:1~!:11~~~~:~~iii1~rriii\1:~r~r1~!ti~I~ltft!t~:[t1!;~~1&ii~~ Permitted Phases 6 2 8 4 Effective Green, g (s) 35.0 60.7 60.7 15.1 40.8 40.8 10.1 35.0 50.1 6.2 31.1 66.1 Clearance Time {s) 4.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 4.0 4.0 5.0 4.0 Lane Grp Cap {vph) 917 2644 759 395 1777 510 264 2033 626 162 1355 972 v/s Ratio Perm 0.30 0.01 0.04 0.20 Uniform Delay, d1 50.0 29.4 29.0 57.9 38.9 33.2 62.5 41.4 28.2 63.9 50.3 30.2 Incremental Delay, d2 75.5 0.6 1.9 6.2 1.1 0.1 55.4 0.1 0.1 31.2 7.5 7.4 Level of Service F C D E D C F D C F E D Baseline D Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 8: Melrose Dr. & Palomar Airport Rd. Build out with Project AM 12/2/2015 Lane Util. Factor "1.00 "1.00 1.00 *1.00 *1.00 1.00 *1.00 *1.00 1.00 *1.00 *1.00 1.00 Baseline Synchro 9 Report Page 1 ( ( / \ ( ( ( C F \ ( \ C ( \- C ) ) ) ' I / \ ) \ J ) ) ) HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. Buidout with Project PM 12/3/2015 -Lane Configurations tt'f+ +t+ 7' 27 0 1899 0 Median type None None Upstream signal (ft) 927 vC2, stage Volume to Capacity 0. 78 0. 78 0.41 0.40 0.40 0.40 1.05 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. Lane Configurations ttt+ ttt ir~tirc:M51J1me·::(v.~ttim:~i1~~;jfi:t11\il~~fil27;3Y2~:f:;,~:r,$~.::'G;':;'n ·:, .o. · ::--.304 z , --_ . : to,,· .. -_ ·; D:. c,_ Future Volume (Veh/h) 1273 93 0 3047 0 71 Grade 0% 0% 0% Hourly flow rate (vph) 1384 101 0 3312 0 77 Lane Width (ft) Percent Blockage Median None Baseline Buildout with Project AM 12/2/2015 Synchro 9 Report Page 1 ( ( ( \ ( I \ I \ ( (: \ C C ( ( ( \,,_ C C \ / ) \ J \ ) HCM Signalized Intersection Capacity Analysis 6: El Fuerte St. & Palomar Airport Rd. Buidout with Project PM 12/3/2015 Adj.Flow(vph) 137 2647 233 557 1416 105 187 221 363 242 178 89 Lane Group Flow (vph) 137 2647 132 557 1515 0 187 398 0 242 209 0 Protected Phases 6 5 2 3 8 7 4 Actuated Green, G (s) 9.6 59.4 59.4 26.7 75.5 8.8 24.0 8.9 24.1 Actuated g/C Ratio 0.07 0.44 0.44 0.20 0.56 0.07 0.18 0.07 0.18 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0. 3.0 3.0 3.0 3.0 vis Ratio Prot 0.04 c0.45 c0.16 0.26 0.05 c0.12 c0.07 0.06 v/c Ratio 0.56 1.02 0.19 0.82 0.47 0.84 0.66 1.07 0.33 Progression Factor 0.89 0.90 1.75 1.00 1.00 1.00 1.00 1.00 1.00 C Baseline 54.5 142.9 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: El Fuerte St. & Palomar Airport Rd. Buildout with Project AM 12/2/2015 Adj. Flow (vph) . . .. 132 1174 204 300 2713 221 148 146 . 138 126 209 100 Lane Group Flow (vph) 132 1174 103 300 2928 o 148 169 O 126 . 260 . 0 Protected Phases 1 6 5 2 3 8 7 4 Lan·~.x;rp;paP,fypch){f':L;;>;t:;''::;gp;;26.f:,:;{y@9p·2::L:.7.98,1i~ii''.'.;43Q.:;}~;,;2930;;'.~'.:'::;::_;i;::t;:~~L-287>i::i;;,±550;;:''.;;',;:,~~:,;;:fi:£g§,(}::;i:;;,;/54$;;:,2''~'..:;>j:J v/s Ratio Prat 0.04 0.22 c0.09 c0.55 c0.04 0.05 0.04 c0.08 v/c Ratio Progression Factor 0.70 1.87 6.63 1.00 1.00 1.00 1.00 1.00 1.00 Delay (s) 41.5 38.5 113.4 58.8 45.9 58.6 47.8 58.7 50.2 Approach Delay (s) 48.9 47.1 51.5 52.7 Baseline Synchro 9 Report Page 1 ( ( \ ( '· ( ( ( ( ( ( ( C ( ( \. r "· ( C ( C C C : ) ) ) ' j ) HCM Signalized Intersection Capacity Analysis 5: Palomar Airport Rd. & Loker Avenue West Buidout with Project PM 12/3/2015 mu~-DlldeWllll!i!lllllllllA®EIWm1M11a-; Lane Configurations '*i +++ r' 'i ++~ 'i + r' "i t '(' T:raffi~}/9\um~Jvp~}· ·········100 ..•..• '.)!§1'.}{~1{{;;;;;:~:?Q]iti:}~t~ ,· i§9 {~$§,• . :i~ : · ]QQi';Jl,ifJQ~Jt::(§§:n:::1'1f~7Q Future Volume (vph) 100 2461 314 130 1418 60 256 25 300 105 55 370 1ge§lf!9wJv,p~i>ff' .. · ····I@o':.·::::tQmr•.•1···1999\:}1.§QQ 1:>'2000:> woo:i'··.1§of"'•··Jg.oo?tJ~90;·:·1\1~.9bJG:·1:1.®'oi;:,:;r~oo Total Lost time (s) 4.0 5.0 3.0 4.0 5.0 3.0 4.0 4.0 3.0 4.0 4.0 ~i11~,:qtj1.·i:a9lclr···· .•.. /r"'tpQ.··,· fo,~f H •1.oQ?</1-og ;, '.*cfs§ r> · ·rr;oo: Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1=rtetclt~?i~tr:;1i, ,L ~K;~t~i~~~f :~b:;L·;·. ~. · .· •· .. • · : ··,:.¥;~:i• .•.. ;,~ro,0. :i'•:;11~~::.\~,!,;~~~~<D•::nJ~6g .. • ,, ; , •..••. 11;~~1~Z·j~WJ~[:~~~~I~··~f~}~~:\';i;•i16;~g Satd. Flow (perm) 1770 5765 1583 1770 5730 1770 1863 1583 1770 1863 1583 H~l1Jf~QQ.9;¢.cfog:9j:t>~i?Yi •. ;,\: ;,,:•· HCM 2000 v~.1u111e to Capacity ratio t#4§teij.<3yt:i~:~~6gtb(s) '.·· lnters~ction. Capacity Utilization A11~ly§1$:@ri§.~ I min) c Critical Lane Group Baseline . '§~foofip§t PflW {~j 84.1 % ICU Level of Service 15 21.0 .·;g1;0:, 0.16 ·: ):()':\' 3.0 . '.?75 L'· c0.15 0.98 :.;§§.:§·· 1.00 3.0 3.0 1~?:::E !~??,? 0.06 0.03 . '.9.1 Q 0.45 0.66 0.18 0.92 PM}:·~; 59;0f: 4t,~ .. '.c'~4;~ 1.00 1.00 1.00 1.00 87.6 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 5: Palomar Airport Rd. & Loker Avenue West· t Buildout with Project AM 12/2/2015 liilliiiii_dll_lll!_1N11.lWiiiEE Lane Configurations "i +tt '(I "i -1'tf+ "i t 'f' "i t 'f' Jr9ff,ic:Vo1·um$Xvphf.;':.;,::r; .. 44•.·, .. ;~:,·.,2s2,·.·•:·· ... :1.2z9 ... ·,;·•• .•... 325··;•···,.·.1390:.,>·;.22sa.··•.:: .. •.,·•J30.:>.: ...• •A1>i, .. ·•··,··· .... ·4o·•• .. ·: ...... •.••1b5:~•.•···~<···•5Q·•--•····•····.•·• •• •·35.~::.,:·· ...•. :,.119 Future Volume (vph) 235 1279 325 390 2293 130 157 40 105 50 35 115 ,lde~fFlgW:1v'p!Zpg:'>~-· .. i~c;-';:s·'..,·::~l@PO·:;:,;':T§QQ.:tz;~BO,P2~:f1.~oql;;~,19,go.t·t~1~00J:::::q 99b;;::~21lQ9!li1.~~:;l~op:~;t91)Q::1~z;;;],:aQQ Total Lost time (s} 4.0 5.0 3.0 4.0 5.0 3.0 4.0 4.0 3.0 4.0 4.0 Fr! 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 ~f;it~K~~i~:1~~rrr~~~ftili~l~~;;~111:m;~~~~~J~m1~~11~:i~~~~~;;,~~1r~1~m1;ili&D~!l~f~~!l~111~!~Sr~}~[~ Satd. Flow (perm) 1770 5085 1583 1770 5044 1770 1863 1583 1770 1863 1583 Adj. Flowtvph} 247 1346 . 342 411 .. 2414 137 165 42 111 53 37 121 Lane Group Flow (vph) 247 1346 174 411 2546 O 165 42 17 53 37 14 Protected Phases 1 6 3 5 2 3 8 7 4 Actuated Green, G (s) 23.3 54.1 66.1 33.2 64.0 12.0 19.7 19.7 7.0 14.7 14.7 Actuated g/C Ratio 0.18 0.42 0.51 0.26 0.49 0.09 0.15 0.15 0.05 0.11 0.11 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ~aoe.G.rp•<fap,:(vphJ.;.~,L····:;• •. 1:' . .J-··f'{$;1zl•·;i'~1w~;··::iL:?Qf·.,.:::· .. ·;.·;:452.:,:.i.::_24sa0u•·:~;,;··:'J'·:,'._:,,;:,:t63{:_,~'\r282>5::[!23RL.J·:••:·95:,:.1".'/:.21·0.;,:i:'·;:119 Ratio Prot · 0.14 0.26 0.02 c0.23 c0.50 c0.09 0.02 0.03 c0.02 Approach Delay (s) 33.1 64.8 91.8 55.7 HCM 2000 Volume to Capacity ratio 0.90 Intersection 86.4% Level of Service Baseline Synchro 9 Report Page 1 ( ( C ( \. ( "- ( \ C c\ ( ( C ) ) \ i \ ) _) ) ) \ ) HCM Signalized Intersection Capacity Analysis 4: El Camino Real & Palomar Airport Rd. Lane Util. Factor 0.97 *1.00 1.00 0.97 *1.00 *1.00 0.97 *1.00 Buidout with Project PM 12/3/2015 *1.00 0.97 *1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 llti?J~lIJJllr&tlt11tm~'l:if/l[@ifi!lfijiil!f41i!l~l~B~lfE.Bll111~1:ltl!7iitl\iiB2~ll!CIPJJ Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Wafd?f1t81t "'"~rtf:ia1ct:'!Xl~~1i¥:15,B'.a21iJ11".il~£~¥aw2~r,11s~a~1r>EtJ1fflt1~'ai.r11rt~s~1.,itli1Rr:,;;xtla!Jxvi'fa1::w!~iau Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RTOR Reduction (vph) 0 O 159 0 O 320 0 0 41 0 0 38 Turn Type . . . Prot . NA Perm Prot NA Perm Prot . NA pm+ov Pro! . NA pm+ov Permitted Phases 6 2 8 4 Effective Green, g (s} 16.0 42.0 42.0 23.1 46.1 46.1 16.0 26.4 49.5 31.0 39.4 55.4 Clearance Time (s) 4.0 4.0 4.0 2.0 5.0 5.0 4.0 4.5 2.0 2.0 4.5 4.0 LaneGrpCap(vph) 406 1829 525 587 2008 1081 406 1150 1161 . 788 1716 693 v/s Ratio Perm 0.06 0.05 0.09 0.09 Uniform Delay, d1 58.2 44.6 33.9 55.8 35.9 30.9 59.3 52.7 32.6 52.0 41.0 27.0 Incremental Delay, d2 13.4 7.8 . 0.7 33.4 1.1 0.3 39.3 7.5 0.3 34.6 0.6 0.3 Level of Service E D C F D C F E C F D C Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 4: El Camino Real & Palomar Airport Rd. Buildout with Project AM 12/2/2015 Satd. Flow (pro!) 3433 5085 1583 3433 5085 2787 3433 5085 2787 3433 5085 . 1583 Satd. Flow errn 3433 5085 1583 3433 5085 2787 3433 5085 2787 3433 5085 1583 Adj. Flow (vph) 200 912 353 589 1395 716 305 826 463 561 1095 400 Lane Group Flow (vph) 200 912 189 589 1395 352 305 · 826 405 561 1095 331 Protected Phases 1 6 5 9 2 3 8 5 9 7 10 4 1 ~ff~lifl;~t&~~{i?~:t:t"':l~J:;12::;D1ff?at;·~ttdH.J+;:4*tt:;1.::1i;~:fa;7f;\.7:~ti~~llz·t:•j;W,)h:~:§41$ft:'Y~~;~;;:'',;;&~::;3~4. Actuated g/C Ratio . 0.09 0.27 0.27 0.20 0.38 0.38 0.11 0.20 0.40 0.21 0.29 0.38 Vehicle Extension {s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Eafre<Grpfa1ppJvp!f},~;1"'';;cW,©\'t~·,J,303,:::,::,,s:4399;,:,;yw,f34i;~>,'.~f:681<~;,vJ9JS;!;f;,$1p51;;;'·£l,l3851t:,,,:;~1QJ%t:,;,.;;1.,1pS"A0~:\7;11'"',~i':·1§9.5:l;t;,:$0l?, v/s Ratio Prot 0.06 0.18 c0.17 c0.27 c0.09 c0.16 0.07 c0.16 0.22 0.05 v/c Ratio 0.66 0.65 0.44 0.86 0.73 0.33 0.79 0.82 0.37 HCM 2000 Volume to Capacity ratio 0.83 Intersection Capacity Utilization 76.8% ICU Level of Service D c Critical Lane Group Baseline 0.79 0.73 0.55 Synchro 9 Report Page 1 ( ( ( ( ( / \ ( ( ' \ ( ( ) C C C C ( [ \ ) J \ ) ) ) l ) \ \ _) HCM Signalized Intersection Capacity Analysis 3: Lowe's Entrance & Palomar Airport Rd. Adj. Flow (vph) 2064 214 173 . 1569 232 177 LaneGroupFlow(vph) 2064 157 173 1569 232 176 Protected Phases 6 8 5 2 8 5 ActuatedGreen,G(s} 72.1 95.1 16.9 95.0 23.0 39.9 Actuated g/C Ratio 0.55 0.73 0.13 0.73 0.18 0.31 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Progression Factor 0.70 0.04 1.00 1.00 1.00 1.00 Delay {s) 16.3 0.3 67.5 7.2 59.8 34.9 Approach Delay {s) 14.8 13.2 49.0 c Critical Lane Group Baseline Buidout with Project PM 12/2/2015 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: Lowe's Entrance & Palomar Airport Rd. Adj. Flow (vph) 1360 182 145 1955 135 104 Lane Group Flow (vph) 1360 135 145 1955 135 95 Protected Phases 6 8 5 2 8 5 Actuated Green, G (s) 75.3 96.1 15.9 97.2 20.8 36.7 Actuated g/C Ratio 0.58 0.74 0.12 0.75 0.16 0.28 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Baseline Buildout with Project AM 12/2/2015 Synchro 9 Report Page 1 ( ( ( ( ( ( /11 \Li ( r i. c. C C ' ) \ / \ _) ) ) \ I HCM Signalized Intersection Capacity Analysis 2: Palomar Airport Rd. & Yarrow Dr. ' Buidout with Project PM 12/2/2015 Lane Configurations ~ "i t r' "i ttl+ ~ ttl+ Wra.fflG:¥.o!µni!i(vp'ij}.;,;,:,,:\,:4,~,:;:,:_.,,~oa;;,,ce,•;,4go:,;;;0~~~;)J,U4 .. :;;;::;:~.w.,,;,,.···.,.25· .. ,,,.·;,.,,29g,,.,,,',•;.,,$Q •. ,,J6.73,Lt:,',·oq",·.·:, .. ,iJ,.24 .. ,:;,,, ... ·15ogc;, •. ,.,.:.:::, .. :w Future Volume (vph) 203 20 70 170 25 299 50 1673 60 124 1509 78 w~al'.Fio~i't~bnplYi,iC~: .. ,:'.>!',':'···'A.'190Q·,<c1·aou:~fC~1egqtl:;J9.,o.911:tJ~oo]J;;:;f§QO:;;':·,,;n~QQ~~f;t90p;:,..F~19'oQ:··7>1Boq:fa_;'i99cO~::ruf[llQ Lane Width 12 16 12 12 12 12 12 12 12 12 12 12 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Flt Permitted 0.82 0.59 1.00 1.00 0.95 1.00 0.95 1.00 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1.00 0.92 0.92 0.92 '.@laWlb~f~cJof;tyfm)A~~~f~f;;?~~l~J1&,'o~~(!:Zf[Q~!StlOQ)i'.!@:6j.eJ~ItoTIJ&"!S'1Q011il~;·f'~Q.fJ\;~!illfl~ril!!p'.9~~l~"ouj!Sfd'f~ Adj.Flow(vph) 110 22 76 185 27 325 54 1818 60 135 1640 85 Lane Group Flow (vph) 0 182 0 185 27 245 54 1876 0 135 1722 0 Protected Phases 8 4 6 5 2 Actuated Green, G (s) 28.2 28.2 28.2 28.2 8.7 58.4 25.4 74.1 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.07 0.45 0.20 0.57 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 vis Ratio Prot 0.01 0.03 c0.37 c0.08 c0.34 v/c Ratio 0.51 0.78 0.07 0.71 0.46 0.83 HCM 2000 Volume to Capaci~ ratio 0.75 Intersection Capacity Utilization 79.0% ICU Level of Service D c Critical Lane Group Baseline 0.39 0.60 Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Palomar Airport Rd. & Yarrow Dr. Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 Buildout with Project AM 12/2/2015 1.00 0.91 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Flt Permitted 0.82 0.72 1.00 1.00 0.95 1.00 0.95 1.00 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 RTOR Reduction (vph) O 18 o o o 64 o 13 o o 4 · o a%rer~i@}imr:r:±.):;i73'i1{:1i1J[:~:t~zi;;;:~,·~:,;:i\'W§]JJ:'.~r···:v!E1iu1i;j1\:n&1:P~j;l;~WjjJ;f£!7¥~r:-;d:~:¢lrt~~·~ Permitted Phases 8 4 4 Effective Green, g (s) 19.8 19.8 19.8 19.8 9.5 44.9 46.3 81.7 Act'uat'eo,9/GR~t10J:r·1t·~·;) ~0·:;;··~;;:f:'illfi'.''•,b'J.9'•'·;~·1''.''w·~v·:;•":c ~oj 9"!1••1'..,,o:1s:;::·]:o.4~1?··:·'o-07,~~:~:9~§§7c::l'''t~t'A~'.::.:,\•;qs~;~?"<'0 '63·:·tI:•''t";l Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 7.0 6.0 7.0 V~nIB1€11=Xten~iBhX~),,'.·7N<::~26)>'·~>?··•····''3o'·,.~···?·>!'°'S.,·:•····;·,.,~·~o?:r,;'"'..·:3·0.·•.•·t'":Z·o7•·v,;.•··,:::3·01;:·0's·'.3·o·');~~~":7:'··~···.:··;·,·ca•·o/"e,'"'',30':·;;•::'.-:,,~;;\ Lane Grp Cap (vph) 252 205 283 241 129 1724 630 3159 v/s Ratio Perm 0.03 c0.04 0.01 Uniform Delay, d1 48.4 48.6 47.1 47.0 58.3 41.1 32.5 13.9 Incremental Delay, d2 . 0.5 0.7 0.1 0.1 6.0 10.6 0.5 0.7 Level of D Baseline Synchro 9 Report Page 1 ( " \ ( ( ( ( ( ( / ' ( ( r \_ ( ( \__ ( \ C C 1 ! \ J \ HCM Signalized Intersection Capacity Analysis 1: El Camino Real & Faraday Dr. Buidout with Project PM 12/2/2015 v/c Ratio 0.84 0.53 0.03 0.66 0.98 0.95 0.83 0.68 0.85 0.20 0.50 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay (s) 75.5 38.7 31.9 62.9 63.7 87.0 47.0 42.6 75.0 35.7 40.0 Approach Delay (s) 46.7 63.6 53.0 48.8 HCM 2000 Volume to Capacity ratio 0.93 Intersection Capacity Utilization . . 87.8% . ICU Level of Service . . . . E c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 1: El Camino Real & Faraday Dr. Buildout with Project AM 12/2/2015 Uniform Delay, d1 58.5 47.8 38.6 54.6 33.2 70.5 58.9 53.9 61.4 50.8 42.8 Incremental Delay, d2 7.4 5.7 1.7 14.5 0.6 28.3 2.3 0.2 15.8 2.8 0.1 Level of Service E D D E C F E D E D D Baseline E Synchro 9 Report Page 1 ( ( ( ( C ( ( c; c:: C t \ C ( \. ( ( \.. C ( ( C (! \, I ) 1 ) ) ) BUJLDOUT WITH PROJECT Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection EL FUERTE ST.IBRESSI RANCH WAY Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year BU/LDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 2 0 0 2 0 Lane group L R L T TR Volume (vph) 60 143 82 312 472 33 % Heavvveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 35 5 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr o 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasinq EB Only 02 03 04 NB Onlv Thru & RT 07 08 Timing G = 10.0 G= G= G= G = 10.0 G = 15.0 G= G= Y= 4.5 Y= Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cvcle Lenqth C = 50.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 63 114 86 328 532 Lane group cap. 354 317 354 2092 1050 v/c ratio 0.18 0.36 0.24 0.16 0.51 Green ratio 0.20 0.20 0.20 0.59 0.30 Unif. delay d1 16.6 17.2 16.8 4.6 14.4 Delay factor k 0.11 0.11 0.11 0.11 0.12 lncrem. delay d2 0.2 0.7 0.4 0.0 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 16.8 17.9 17.2 4.7 14.9 Lane group LOS B B B A B Apprch. delay 17.5 7.3 14.9 Approach LOS B A B lntersec. delay 12.5 Intersection LOS B Hcs2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4. 1 f file://C:\Documents and Settings\skab.USAI\Local Settings\Ternp\s2k273.tmp 4/17/2015 ,µ:>f.! i ( ' ' ' / I I \ I I ( ',, '' r \ ' ( : ( ', (, (,' ('' C ( ( ( ,· \ .. i. C' [ c·· C (_ \ ) ) \ / \ J ) \ ) ) ) Short Report Page 1 of 1 ·?,-0 p.- SHORT REPORT General Information Site Information Analyst USA/ Intersection EL FUERTE ST.!BRESSI RANCH WAY Agency or Co. USA/ Area Type All other areas Date Performed 04/17115 Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year BU/LDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 0 1 0 0 0 1 2 0 0 2 0 Lane group L R L T TR Volume {vph) 24 70 79 366 355 32 % Heavyveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 ~rrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 35 5 5 10 0 Lane Wrdth 12.0 12.0 12.0 12.0 12.0 Parkrng/Grade/Park1ng N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G = 15.0 G= G= G= G;:: 10.0 G;:: 20.0 G= G= Y= 4.5 Y= Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cvcle LenQth C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 25 37 83 385 408 Lane group cap. 443 396 295 2038 1163 v/c ratio 0.06 0.09 0.28 0.19 0.35 Green ratio 0.25 0.25 0.17 0.57 0.33 Unif. delay d1 17.1 17.3 21.9 6.1 15.1 Delay factor k 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.1 0.1 0.5 0.0 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 17.2 17.4 22.4 6.1 15.3 Lane group LOS B B C A B Apprch. delay 17.3 9.0 15.3 Approach LOS B A B lntersec. delay 12.3 Intersection LOS B HCS20ooTM Copyright© 2000 University of Florida, All Rights Reserved Version 4. Jf file://C:\DocL1ments and Settings\skab.USAI\Local Settings\Temp\s2k25C.tmp 4/17/2015 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection AL/CANTE RD./TOWN GARDEN RD. Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year BU!LDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume (vph) 106 151 39 40 84 7 14 112 34 6 115 155 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startuo lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 a 0 a 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 16.0 G = 22.0 G= G= G = 9.0 G = 23.0 G= G= Y= 4.5 Y= 5 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle LenQth C = 90.0 Lane Group Capacity, Control Delay1 and LOS Determination EB WB NB SB IAdj. flow rate 112 200 42 95 15 154 6 284 Lane group cap. 315 437 315 449 177 455 177 424 v/c ratio 0.36 0.46 0.13 0.21 0.08 0.34 0.03 0.67 Green ratio 0.18 0.24 0.18 0.24 0.10 0.26 0.10 0.26 Unif. delay d1 32.5 28.9 31.2 27.1 36.8 27.3 36.6 30.1 Delay factor k 0.11 0.11 . 0.11 0. 11 0.11 0.11 0.11 0.24 lncrem. delay d2 0.7 0.8 0.2 0.2 0.2 0.4 0.1 4.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 33.2 29.7 31.4 27.3 37.0 27.7 36.7 34.2 Lane group LOS C C C C D C D C Apprch. delay 30.9 28.6 28.6 34.2 Approach LOS C C C C lntersec. delay 31.2 Intersection LOS C HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k242.tmp 4/17/2015 ( ( ( ( \._ ) ( ( ( ( C ,c,1 \_I C c.·. ( ( ( ( ( \ ) ' ) iJ Short Report Page 1 of 1 \ ''\ )\., SHORT REPORT General Information Site Information Analyst USA/ Intersection AL/CANTE RD.!TOWN GARDEN RD. Agency or Co. USAf Area Type Alf other areas Date Performed 04/17/15 Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume (vph) 106 66 22 27 130 12 72 119 24 5 113 94 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 15.0 G = 20.0 G= G= G = 10.0 G = 25.0 G= G= Y= 4.5 Y= 5 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Lenqth C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 112 92 28 150 76 150 5 218 Lane group cap. 295 394 295 407 197 501 197 473 v/c ratio 0.38 0.23 0.09 0.37 0.39 0.30 0.03 0.46 Green ratio 0.17 0.22 0.17 0.22 0.11 0.28 0.11 0.28 Unif. delay d1 33.4 28.7 31.8 29.7 37.1 25.6 35.7 26.9 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 lncrern. delay d2 0.8 0.3 0.1 0.6 1.3 0.3 0.1 0.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 34.2 29.0 31.9 30.2 38.4 25.9 35.7 27.6 Lane group LOS C C C C D C D C Apprch. delay 31.9 30.5 30.1 27.8 Approach LOS C C C C lntersec. delay 30.0 Intersection LOS C HCS2000TM Copyright© 2000 University of Florida, All Rights Reserved Version 4. lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k22A.tmp 4/17/2015 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA! Intersection EL CAMINO REAL@ TOWN GARDEN RD Agency or Co. USA/ Area Type All other areas Date Performed 04/22115 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 3 1 1 3 1 Lane group LT R L TR L T R L T R Volume (vph) 139 21 80 279 15 190 70 1376 165 175 1463 37 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 125 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 30.0 G = 22.0 G= G= G = 22.0 G = 48.0 G= G= Y = 4.5 Y= 5 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cvcle Lenqth C = 142.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 168 84 294 84 74 1448 174 184 1540 39 Lane group cap. 277 237 374 246 274 1715 515 274 1715 515 v/c ratio 0.61 0.35 0.79 0.34 0.27 0.84 0.34 0.67 0.90 0.08 Green ratio 0.15 0.15 0.21 0.15 0.15 0.34 0.34 0.15 0.34 0.34 Unif. delay d1 56.0 53.7 53.0 53.5 52.9 43.5 35.1 56.6 44.7 31.9 Delay factor k 0.19 0.11 0.33 0.11 0.11 0.38 0.11 0.24 0.42 0.11 lncrem. delay d2 3.8 0.9 10.6 0.8 0.5 4.1 0.4 6.3 6.8 0.1 PF factor 1.000 1.000 1.000 1.000 0.878 0.660 0.660 0.878 0.660 0.660 Control delay 59.7 54.6 63.6 54.4 47.0 32.8 23.6 56.0 36.2 21.1 Lane group LOS E D E D D C C E D C Apprch. delay 58.0 61.5 32.5 38.0 Approach LOS E E C D lntersec. delay 39.1 Intersection LOS D HCS2000'™ Copyright© 2000 University ofFlo1ida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kl 12.tmp 4/22/2015 ( ( ( C ( ( ( ( C C ( ( ( "'- ( ( (. ( (~ (_. \ ) _) ) ) ) ) \ J Short Report General Information SHORT REPORT Site Information Page 1 of 1 1/l,.f< ~nalyst USA/ Intersection EL CAMINO REAL@ TOWN GARDEN RD Agency or Co. USA/ Area Type All other areas Date Performed 04/22115 Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year BUJLDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 1 1 1 0 1 3 1 1 3 1 Lane group LT R L TR L T R L T R Volume (vph) 45 7 50 129 44 75 168 1645 134 350 1316 79 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 20.0 G = 20.0 G= G= G = 30.0 G = 45.0 G= G= Y= 4.5 Y= 5 y::. Y= Y= 4.5 Y::. 6 y::. Y::. Duration of Analysis (hrs = 0.25 Cvcle Lencith C = 135.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 54 53 136 125 177 1732 141 368 1385 83 Lane group cap. 264 226 262 244 393 1691 508 393 1691 508 v/c ratio 0.20 0.23 0.52 0.51 0.45 1.02 0.28 0.94 0.82 0.16 Green ratio 0.15 0.15 0.15 0.15 0.22 0.33 0.33 0.22 0.33 0.33 Unif. delay d1 50.5 50.7 53.1 53.0 45.4 45.0 33.1 51.6 41.3 31.7 Delay factor k 0.11 0.11 0.12 0.12 0.11 0.50 0.11 0.45 0.36 0.11 lncrem. delay d2 0.4 0.5 1.8 1.8 0.8 28.3 0.3 29.8 3.3 0.2 PF factor 1.000 1.000 1.000 1.000 0.810 0.667 0.667 0.810 0.667 0.667 Control delay 50.9 51.3 54.9 54.8 37.6 58.3 22.3 71.5 30.8 21.3 Lane group LOS D D D D D E C E C C Apprch. delay 51.1 54.9 54.0 38.6 Approach LOS D D D D lntersec. delay 47.3 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and S ettings\skab.USAI\Local Settings\ Temp\s2kF 8. tmp 4/22/2015 Short Report General Information Analyst USA/ Agency or Co. USA/ Date Performed 04/22115 Time Period PM PEAK HOUR Volume and TiminQ Input EB LT TH Num. of Lanes 2 1 Lane group L TR Volume (vph) 431 168 % Heavvveh 2 2 PHF 0.95 0.95 Actuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 4 4 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 5 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing Exel. Left Thru & RT 03 Timing G = 23.0 G = 30.0 G= Y= 5 Y= 6 Y= Duration of Analysis (hrs = 0.25 Page 1 of 1 \"\? SHORT REPORT Site Information Intersection EL FUERTE ST.IGA TEWA Y RD. Area Type All other areas Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT WB NB SB RT LT TH RT LT TH RT LT TH RT 0 1 1 0 1 2 0 1 2 1 L TR L TR L T R 170 111 45 149 203 111 58 121 200 442 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4 4 4 4 4 4 4 3.0 3.0 3.0 3.0 3.0 3.0 3.0 8 5 5 0 5 5 0 5 5 0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 N N 0 N N 0 N N 0 N 0 0 0 0 0 0 0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 04 Thru & RT Exel. Left 07 08 G= G == 15.0 G = 20.0 G= G= Y= Y= 6 Y= 5 Y= Y= Cycle Lenqth C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 454 348 117 204 214 178 127 211 465 Lane group cap. 719 466 370 442 322 . 451 322 484 524 v/c ratio 0.63 0.75 0.32 0.46 0.66 0.39 0.39 0.44 0.89 Green ratio 0.21 0.27 0.21 0.27 0. 18 0.14 0.18 0.14 0.35 Unif. delay d1 39.6 36.5 36.8 33.3 41.9 43.4 39.7 43.6 34.0 Delay factor k 0.21 0.30 0. 11 0. 11 0.24 0. 11 o. 11 0. 11 0.41 lncrem. delay d2 1.8 6.5 0.5 0.8 5. 1 0.6 0.8 0.6 16.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.948 Control delay 41.4 43.0 37.3 34.0 47.0 43.9 40.5 44.2 49.0 Lane group LOS D D D C D D D D D Apprch. delay 42. 1 35.2 45.6 46.4 Approach LOS D D D D lntersec. delay 43.2 Intersection LOS D HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Ternp\s2kD4.tmp 4/22/2015 ( ( ( ( ( (' ~- ( ( '· ' '· C ( .... C (_ ( \ ' ) \ -/ Short Report Page 1 of 1 \ "\ ~ SHORT REPORT General Information Site Information Analyst USA/ Intersection EL FUERTE ST./GATEWA Y RD. Agency or Co. USA! Area Type All other areas Date Performed 04/22115 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R Volume (vph} 180 98 85 28 43 64 144 164 82 63 251 295 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/ A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 4 4 4 4 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 8 5 5 0 5 5 0 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N .N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left Thru & RT 03 04 Thru & RT Exel. Left 07 08 Timing G = 25.0 G = 28.0 G= G= G = 20.0 G = 15.0 G= G= y = 5 Y= 6 Y= Y= Y= 6 Y= 5 Y= Y= Duration of Analysis (hrs = 0.25 Cvcle Lenqth C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 189 184 29 112 152 259 66 264 311 Lane group cap. 781 439 402 426 241 604 241 645 623 v/c ratio 0.24 0.42 0.07 0.26 0.63 0.43 0.27 0.41 0.50 Green ratio 0.23 0.25 0.23 0.25 0.14 0.18 0.14 0.18 0.41 Unif. delay d1 34.8 34.2 33.4 32.8 44.9 39.9 42.6 39.8 24.1 Delay factor k 0.11 0.11 0.11 0.11 0.21 0.11 0.11 0.11 0.11 lncrem. delay d2 0.2 0.6 0.1 0.3 5.2 0.5 0.6 0.4 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.885 Control delay 34.9 34.9 33.5 33.1 50.1 40.4 43.2 40.2 22.0 Lane group LOS C C C C D D D D C Apprch. delay 34.9 33.2 44.0 31.7 Approach LOS C C D C lntersec. delay 35.8 Intersection LOS D HCS20001'M Copyright© 2000 University of Florida, All Rights Reserved Version 4. lf :file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kC8.tmp 4/22/2015 HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. Lane Configurations ¥ ~ '1 t Future Volume ,(,Veh~ 8 24 7 522 84 244 446 Grade 0% 0% 0% Hourly flow rate (vph) 9 274 580 93 271 496 Lane Width (ft) Percent Blockage Median type TWL TL None · Upstream signal (ft) 287 vC, conflicting volume 1664 626 673 vC2, stage 2 conf vol 1038. · tC, single (s) 6.4 6.2 · 4.1 tF (s) 3.5 3.3 2.2 . cM capacity (veh/h} 221 484 918 --Volume Total 283 673 271 496 · Volume Right 274 93 0 O Volume to Capacity 0.61 0.40 0.30 0.29 Control Delay (s) 23.9 0.0 10.6 0.0 Approach Delay (s) 23.9 0.0 3.7 Intersection Capacity Utilization 71.8% ICU Level of Service C Baseline 16 ? Buildout PM 12/4/2015 Synchro 9 Report Page 1 C .( ( ( ( ( ( (-,, ,I C C ( .,-, ' ' ( ( C ( C ( r- \_ C C ( ( \ I ., ) -, ) ) \ j HCM Unsignalized Intersection Capacity Analysis 16: Town Center Drwy. & Gateway Rd. Future Volume (Veh/h) §isrjIQQ'6ft:5,E;/~\f '.:'. :.; ··• ·••· Grade eeaR~Hour f,ac\or/ ·. flow rate Upstream signal (ft) BX"Jpt~t2'9i'.C!l6l:1!9.§~~g <:.• >•. :•··•·· ~g; ?~;i~W~a~uv11~;;.···· ................. 9 ···"··•'·'···· ........ ' .. vC2, stage 2 conf vol vcu;;un61ocke~,,01 L> tC,single (s) tit •. iJt~g~C(s) · ·· tF (s) rio~c.iuiu,e ti:e~ % . cM capacity {veh/h) Volume to Capacity Q\leU~'~i6gf6'.1~~thitt) · Control Delay (s) ,~netq['.•:···, Approc1ch Delay (s) k,ppfqaq~.(Q§/ :·.,.· · r 6.4 6.2 4.1 . '5,:(. 3.5 Ji$·.,· 444 1210 99 437 §f: 0 0 1210· .. J7,0Q ... 0.08 0.26 287 lntersectio~ Capadty Utilization 37.4% 15 ICU Level of Service ~h?iys\~ P,eriqf]:(rnin) Baseline A Buildout AM 12/4/2015 Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Lane Configurations ft ~ t ¥ Future Volume (Veh/h) 421 80 140 305 56 185 Grade 0% 0% 0% Hourly flow rate (vph) 458 87 152 332 61 201 Lane Width [t) Percent Blockage Median type TWL TL TWL TL I'>? Buildout PM 12/4/2015 Upstream signal (ft) .. . . . 600 . . . . . . . .. . . . i1i~iii111iri1t1~it111~1t1i111a1i111i~,1111t1i1;i~,lw.a,ii1r.11r&ttt:111w1111t1m11•~1 vC2, stage 2 conf vol 636 tC, single (s) . . . 4.1 . 6.4 6.2 tF (s~ 2.2 3.5 3.3 Volume Right 87 0 O 201 Volume to Capacity 0.32 0.15 0.20 0.51 Control Delay (s) 0.0 9.1 0.0 19.0 Approach Delay (s) 0.0 2.9 19.0 Baseline Synchro 9 Report Page 1 ( ( \' ( ( C ( C { ( C ( ( ,- C (_ j ) HCM Unsignalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. tF (s) 2.2 3.5 3.3 cM capacity {veh/h) 1235 519 733 ff A Buildout AM 12/4/2015 -·--Volume Total 325 65 373 90 Volume Right 36 0 0 52 Volume to Capacity 0.19 0.05 0.22 0.14 Control Delay (s) 0.0 8.1 0.0 11.7 Ap)?.roach Delay (s) .. 0.0 . 1.2 . . 11.7 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. Volume Total 13 530 400 16 Volume Right O O 8 2 . Volume to Capacity · 0.01 . 0.31 0.24 0.03 Control Delay (s) 8.1 0,0 0.0 12.3 . Approach Delay (s) . . . 0.2 . 0.0 12.3 Intersection Capacity Utilization 35.1 % ICU Level of Service A Baseline Buildout PM 12/4/2015 Synchro 9 Report Page 1 ( r' \ ( ( ( ( '\ C _j HCM Unsignalized Intersection Capacity Analysis 14: Gateway Rd. & Colt Pl. -+ Lane Configurations ~ + f+ V Future Volume (Veh/h) 2 279 366 12 20 6 Gra~ 0% ~ ~ Hourly flow rate (vph) 2 310 407 13 22 7 Lane Width (ft) Percent Blockage Median type None TWL TL · Upstream signal (ft) 1244 vC, conflicting volume 420 728 414 vC2, sta.9e 2 conf vol . 314 l'-f F, Buildout AM 12/4/2015 r&t~t~~it1&Lt{:F~D111:¥Jt~li~mrnt?ISt$1'13;i!;inw&11I2iTl:l?!f;Q;g;t::1:~1rqz±IZRDli.JltiSJ!,. tF (s) 2.2 3.5 3.3 cM capacity (veh/h) 1139 581 639 -~~--11111 ___ _ Volume Total 2 310 420 29 Volume Right O O 13 7 Volume to Capacity 0.00 0.18 0.25 0.05 Control Approach Delay (s) 0.1 0.0 11.4 Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. cM capacity (veh/h) 1008 487 539 1'3? Buildout PM 12/4/2015 . ···-Volume Total 564 22 377 56 Volume Right 41 0 0 20 Volume to Capacity 0.33 0.02 0.22 0.11 . Control Delay (s) 0.0 8.7 0.0 13.0 ;jfiimt~l~~-i1iifi1'liftlli\lit<i,i~1i;~i!~~~~lltif&lil]l!fi$'.J1?!W~fi'Ji8tl!t41lliiliti~tl~iiliiili~li4 * Intersection Capacity Utilization 37.0% ICU Level of Service · A Baseline Synchro 9 Report Page 1 ( (_ C C (, t ( C \ ) HCM Unsignalized Intersection Capacity Analysis 13: Village Green Dr. & Gateway Rd. Lane Configurations f;. lj t ¥ Future Volume (Veh/h) 253 23 13 362 37 28 Grade 0% 0% 0% Hourly flow rate (vph) 281 26 14 402 41 31 Lane Width (ft) 12.0 Percent Blockage 3 Median type TWL TL None Upstream signal (ft) . . . . . ' vC, conflicting volume 307 724 326 vC2, stage 2 conf vol 430 13 A Buildout AM 12/4/2015 ttiil~\iiku!Z:::1~1G12:tttltt1:mfti>111t1iw.::Ei!1111~e.~:1~&&Jr.il¥tt·12d11tit;,rn;&:1111rJJ:;1;~e;1tW1t:1i IF (s) . . . 2.2 3.5 3.3 cM capacity (veh/h) 1254 576 693 1111--Volume Total 307 14 402 72 · Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Lane Width (ft) Wa11<irtis 'eed ws · ,,,,, .. ,_, ..... 9">.lL ....• J ..... J. Percent Blockage RT"fiHUrn!'h'afe' · vefi' · ··· ·· · .. ,,9"·"''"'·'·•···--··.,,,.,,J, J +- Median type TWL TL TWLTL Mi~(in:~tgr,~g~ v~~)/{ Upstream signal (ft) px; ptatoorrun61oc:~ed '.. vC, conflicting volume v9I;Jjt~s11\.@nfV21 .. :,: ... · vC2, stage 2 conf vol yl3µ1/!Jd~lgc,J{e(v9t '.:j·• • · tC, single (s) f¢;:J~t~srtsJ. tF (s) 2.2 i>Qii4~@Jrefrr .. ··.·· cM capacity (veh/h) 1168 0 ' i,16$' Volume to Capacity eJµe.~f ~e.nsifi ~§th(ft). :. Control Delay (s) (ah.e{5$ . , ..... . Approach Delay (s) ~pproa9h, ~q$ .. ··. ' Ayer~ii& pel¥IY :, 1.}'. Intersection Capacity Utilization M~!Ysi~P~rl9tj(i,Wij)' .,. Baseline 0.27 \i?,f< 9.2 ··A .. < ,c 4.3 0.0 56.0% 15 976 3.5 3.3 255 682 29.6 ICU Level of Service B Buildout PM 12/4/2015 Synchro 9 Report Page 1 f / \ (_ C ( C c· c· HCM Unsignalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Lane Configurations "i t ~ "t , Future Volume (Veh/h) 175 155 360 39 121 430 Gra~ ~ ~ ~ Hourlyflowrate(vph) 190 168 391 42 132 467 /1.. fl Buildout AM 12/4/2015 Lane Width @~ · Percent Blockage Median type TWL TL TWL TL · Upstream signal (ft} vC, conflicting volume . 433 . . 960 412 vC2, stage 2 conf vol 548 IC, single (s) . . . . 4.1 .. . . . 6.4 6.2 Volume Rlght O O 42 0 467 Volume to Capacity 0.17. 0.10 0.25 0.31 0.73 . . Control Delay (s) 8.8 0.0 0.0 17.1 24.3 911i@Ym~t:JtZZlfi~11tisztM:l?tt;\fitt{I<&Tt;;1t}\h':;;;t;)z)~~'J'lZ\*1¢fll1!%1f:Yi~i{;W()t::a.tt:<1llizfj£l\)J~?$ Basellne Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11 : Alicante Rd. & Gateway Rd. Grade 0% 0% 0% Buildout PM 12/4/2015 0% Houri flowrate(v h 5 452 106 75 456 5 57 5 196 16 11 11 Lane Width (ft) Percent Blockage Median type None TWL TL Upstream signal (ft) vC,conflictingvo!ume 461 558 1138 1126 505 1322 1176 458 vC2, stage 2 conf vol 622 611 714 568 tC, single (s) . 4.1 4.1 7.1 6.5 6.2 7.1 . 6.5 6.2 tf (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 cMcapacity(veh/h} 1100 1013 353 373 567 185 343 602 IRlm ___ _ Volume Total 563 75 461 62 196 38 Volume Right 106 O 5 0 196 11 Volume to Capacity.. _ 0.00 ... 0.07 0.27 _ 0.17 _ 0.35 0.14 Control Delay {s) 0.1 8.8 0.0 17.3 14.7 20.0 ApproachDelay(s) 0.1 1.2 15.3 20.0 Baseline Synchro 9 Report Page 1 ( ( ( ( '-- ( C C (_ (_ C C C C (_: ' I __ J HCM Unsignalized Intersection Capacity Analysis 11: Alicante Rd. & Gateway Rd. t /1 It Buildout AM 12/4/2015 1111_181 __ _ Lane Configurations _ _ * ___ _ -.,_ _ _ _ f;; __ 4' 'f ~ FutureVolume(Veh/h} 10 208 25 197 573 20 182 10 117 5 5 5 Grade 0% 0% 0% 0% Hourly flow rate (vph} 11 226 27 214 623 22 198 11 127 5 5 5 Lane Width (ft) _ Percent Blockage Median type None TWL TL Upstream signal (ft} vC, conflicting volume 645 253 1320 1334 240 1456 1337 634 vC2, stage 2 conf vol 1058 1073 394 275 tC, single (s} 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 IF (s} 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 cM capacity { veh/h} 940 1312 203 228 799 190 234 4 79 _1 _____ _ Volume Total 264 214 645 209 127 15 Volume Right 27 0 22 0 127 5 Volume to Capacity_ _ _ _ 0.01 _ 0.16 0.38 _ 1.03 0.16 0.06 Control Delay (s) 0.5 8.3 0.0 118.9 10.4 19.8 Approach Delay (s) 0.5 2.1 77.9 19.8 Intersection Utilization 71.7% C Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. LiiiM'£onfigurations · Frt Satd. Flow (prot) · Satd. Flow (perm) Adj. Flow (vph) 109 Lane Group Flow (vph) O Protected Phases Actuated g/C Ratio . Vehicle Extension (s} vis Ratio Prot vie Ratio Baseline 10 r Buildout PM 12/4/2015 Synchro 9 Report Page 2 C ( \ ) HCM Signalized Intersection Capacity Analysis 1 O: El Camino Real & Gateway Rd. fO 7 Buildout PM 12/4/2015 Future Volume (vph) O O O O O 428 10 100 1454 . 112 0 1675 Total Lost time (s} · 4.5 4.5 4.5 · · 4.5 Frt 0.86 1.00 0.99 0.99 Satd. Flow (prot} . 1611 1770 5031 5042 Said. Flow (perm) 1611 148 5031 5042 Adj. Flow (vph) 0 0 0 0 0 465 11 109 1580 122 0 1821 Lane Group Flow (vph) O O O O O 425 0 120 . 1694 · 0 . . 0 1924 Protected Phases 2 6 Actuaied Green, G (s) 24.5 76.5 76.5 . · 76.5 Actuated g/C Ratio . 0.22 0.70 0.70 . 0.70 Vehicle Extension (s) 3.0 3.0 3.0 3.0 v/s Ratio Pro! 0.34 0.38 Progression Factor · 1.00 1.00 1.00 1.00 Delay (s) · 151.2 161.0 8.2 .. 8.9 HCM 2000 Volume to Capacity ratio · 1.17 . Intersection Capacity Util1zation 64.6% ICU Level of Service C c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Si~nalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. Lil~onfigurations Future Volume (vph) 100 Frt Satd. Flow (prot) Said. Flow (perm) A£IOW (vph) . 109 , Lane Group Flow (vph) 0 Protected Phases ;o A Buildout AM 12/4/2015 Actuated Green, G (s) · Actuated g/C Ratio Vehicle Extension (s) Baseline Synchro 9 Report Page2 C l C C C C C ( ( C C ) HCM Signalized Intersection Capacity Analysis 10: El Camino Real & Gateway Rd. lo A Buildout AM 12/4/2015 Lane Configurations · · "f ?i ++~ tt~ FutureVolume (vph) 0 0 0 0 0 150 10 100 1362 358 0 1745 IBJJIBcllitlr&?!l!l!lalgfi'::1l~@Jtii~lgilt%fil~lltq:q;Jtl~9J!lf1.~]w1£Ut~i,O!BB:f!il!li.!l~(IIII)~~ Total Lost time (s) 4.5 4.5 4.5 4.5 Frt 0.86 1.00 0.97 0.99 Said. Flow(prot) 1611 1770 4927 5044 Satd.Flow(perm) 1611 157 · 4927 5044 Adj. Flow(vph) 0 0 0 0 0 163 11 109 1480 389 0 1897 Lane Group Flow (vph) O O O O O 91 O 120 1837 O O 2002 Protected Phases 2 6 Actuated Greeri, G (s) 11.4 89.6 89.6 89.6 Actuated g/C Ratio . . . 0.10 . 0.81 0.81 0.81 Vehicle Extension (s) 3.0 3.0 3.0 3.0 vis Ratio Prot 0.37 0.40 v/c Ratio 0.55 0.94 0.46 0.49 Progression Factor 1.00 1.00 1.00 · 1.00 Delay (s) · · 50.6 74.4 3.4 3.6 Approach Delay (s) 0.0 50.6 7.7 3.6 HCM 2000 Volume to Capacity ratio · . 0.89 . . . . .. . . · Intersection Capacity Utilization 51.1% ICU Level of Service · A c Critical Lane Group Baseline Synchro 9 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway t I" \,, 1f Buildout PM 12/4/2015 ! .,/ Lane Configurations 4, 4, "i t, "i t, Future Volume (Veh/h) 125 0 59 35 0 70 14 315 20 70 271 49 Grade 0% 0% 0% 0% Hourly flow rate (vph} 136 0 64 38 0 76 15 342 . 22 76 295 53 Lane Width (ft) D:Itffi.la~ifhlt.flillf£f"Bitirf.llfil1iiiliif~m111tt1ilil~lllflll~1tittiJ!\lB11!11il!!:~41BtfliJ~ 1i1ifiim!l1~J111&111.l1&11t1:i~.,~,1,1I1~1r11,l1,1t1ia11,,1t*1•1if11•11,.1,.,i1li~}J1~, ~stream signal (ft) 478 vC, conflicting volume 922 868 322 894 883 353 348 364 iBiffli~i~ti!ilt&tift~1mD1.~111{in~1£,Ali11rcmtii111i<t1111mm?l1191111•1~:11;11 tC, s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 fnlaffifi~~?i\)!Z1tt€:it1,l~~t!a!lsl1ln]J%Vi~l;J;;1:£Jt~;;t;i2w1ri:&;;1;;~a:;;;:($ii',rt\t;:;Ii~!31¥IT!Ciim4i'.I?'kikdi:t1f1 cM capacity (veh/h) 380 427 719 403 434 691 1211 1195 i-------Volume Total 200 114 15 364 76 348 1n,;;."'i•~1~1YJi,,1m,~~r1~~1111I,~1,i~·~1tJ:4e*lfJ\11ait1~a1Zt1,11JJ1~,111it1t~fm•,\l•1~ Volume to Capacity 0.45 0.20 0.01 0.21 0.06 0.20 Control Delay (s) 19.4 13.1 8.0 0.0 · 8.2 0.0 . . · Approach Delay (s) 19.4 13.1 0.3 1.5 Baseline Synch ro 9 Report Page 1 C ( ( - I_ C ffi \_, t: \, (' _:./ C C C C ) ) HCM Unsignalized Intersection Capacity Analysis 9: Innovation Way & Driveway eiA Buildout AM 12/4/2015 Lane Configurations "i 'f "i '(' "i f; "'i t+. Future Volume (Veh/h) . . 49 0 14 10 0 90 59 135 20 50 527 125 Grade 0% 0% 0% 0% Hourly flow rate (vph) 53 0 15 11 O 98 64 147 22 54 573 136 B~f~~~~W.~J~-~,~ttl\ih_~J~!it.~!B~tti1~~"~4fi~~t~~lll~l\i~~~l®;~l--tr,:mtJ.ilWi~~-i~t•JF~fl1tl~i t~~-..-~';~1~"*"s:'Wk~~~~tl~%Jt~,¥,i;.~';f.f,;.~~~~~lwf~~;li!~~1-'t.~~W~-ll:t$~t.~~~~~ .... ~~~;.'~f~i~i.~~4~~~1i,~~¥~;..t1~~~~~~~~~~~~~ Lane Width {ft) Percent Blockage · Median type TWL TL TWL TL vC, conflictlng volume 1122 1046 641 982 1103 158 709 169 vC2, stage 2 conf vol 373 297 696 817 tC, single (s) 7.1 6.5 6.2 7.1 6.5 . 6.2 4. 1 4.1 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 cM capacity (veh/h) 325 362 475 322 297 887 890 1409 ___ .... _ Volume Total 53 15 44 65 64 169 54 709 Volume Right O 15 33 65 O 22 O 136 Volume to Capacity 0.16 0.03 0.07 0.07 0.07 0. 10 0.04 0.42 · Control Delay (s) 18.2 12.8 11.3 9.4 9.4 0.0 7.7 0.0 Approach Delay (s) 17.0 10.1 2.6 0.5 Baseline Synchro 9 Report Page 1 Short Repo1i Page 1 of 1 SHORT REPORT General Information Site Information Analyst USAI lntersect[on MELROSE DR.@ PALOMAR AIRPOR Agency or Co. USAI Area Type Alf other areas Date Performed 04/17/15 Time Period BU/LDOUT PM PEAK Jurisdiction CARLSBAD Analys[s Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 1 2 4 1 2 3 2 Lane group L T R L T R L T. R L T R Volume (vph) 967 1662 530 270 819 55 232 790 135 130 1145 769 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tvpe 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/B[ke/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 a Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Park.ing/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 a 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left EB Only Thru & RT 04 Exel. Left Thru & RT 07 08 Timing G = 15.0 G= 25.0 G = 25.0 G= G = 12.0 G = 36.0 G= G= Y= O Y= 5 Y= 6 Y= y.;. 5 Y= 6 Y= Y= Duration of Analysis (hrs =0.25 Cycle Lenath C = 135.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1018 1749 558 284 862 58 244 832 142 137 1205 809 Lane group cap. 1018 2067 836 382 983 491 306 1804 654 306 1353 1667 v/c ratio 1.00 0.85 0.67 0.74 0.88 0.12 0.80 0.46 0.22 0.45 0.89 0.49 Green ratio 0.30 0.41 0.54 0.11 0.19 0.32 0.09 0.27 0.42 0.09 0.27 0.61 Unif. delay d1 47.5 36.2 22.3 58.1 53.5 32.6 60.3 41.4 24.8 58.4 47.6 14.8 Delay factor k 0.50 0.38 0.24 0.30 0.40 0.11 0.34 0.11 0.11 0.11 0.41 0.11 lncrem. delay d2 24.4 2.6 1.5 5.8 7.0 0.1 10.6 0.1 0. 1 0.8 6.0 0.2 PF factor 0.719 0.542 0.215 0.917 0.848 0.688 0.935 0.758 0.513 0.935 0.758 0.127 Control delay 58.6 22.2 6.3 59.1 52.4 22.5 67.0 31.5 12.8 55.3 42.1 2.0 Lane group LOS E C A E D C E C B E D A Apprch. delay 30.7 52.6 36.4 27.9 Approach LOS C D D C lntersec. delay 34.1 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temo\s2kl 88.tmn 4/17/2015 ( I \ ( C (' ( C ( ( C ( c· ... C Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection MELROSE DR.@ PALOMAR AIRPOR Agency or Co. USA/ Area Type Af/ other areas Date Performed 04/17/15 Time Period 2030AMPEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 1 2 4 1 2 3 2 Lane group L T R L T R L T R L T R Volume (vph) 466 672 165 100 1818 100 487 870 155 50 1030 771 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.98 0.95 0.95 0.95 0.95 0.95 0.98 0.98 Actuated (P/ A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. meen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 20.0 G = 43.0 G= G= G = 20.0 G = 28.0 G= G= y =-5 Y= 6 Y= Y= Y= 5 Y= 6 Y= Y= Duration of Analysis hrs = 0.25 Cycle Lenoth C = 133.0 Lane Group Capacity, Control Delay1 and LOS Determination EB WB NB SB Adj. flow rate 491 707 174 105 1855 105 513 916 163 53 1051 787 Lane group cap. 517 1640 805 517 1716 805 517 1424 627 517 1068 2103 v/c ratio 0.95 0.43 0.22 0.20 1.08 0.13 0.99 0.64 0.26 0.10 0.98 0.37 Green ratio 0.15 0.32 0.52 0.15 0.32 0.52 0.15 0.21 0.41 0.15 0.21 0.77 Unif. delay d1 56.0 35.4 17.3 49.5 45.0 16.5 56.4 47.9 26.2 48.8 52.3 5.1 Delay factor k 0.46 0. 11 0.11 0.11 0.50 0.11 0.49 0.22 0.11 0.11 0.49 0.11 ) lncrem. delay d2 17.2 0.1 0. 1 0.1 42.5 0.0 26.0 0.5 0.1 0.0 15.8 0.1 PF factor 0.882 0.681 0.281 0.882 0.681 0.281 0.882 0.822 0.544 0.882 0.822 0.215 Control delay 66.6 24.2 4.9 43.8 73.1 4.7 75.8 39.9 14.4 43.0 58.8 1. 1 Lane group LOS E C A D E A E D B D E A Apprch. delay 36.9 68.2 48.9 34.4 Approach LOS D E D C lntersec. delay 48.3 Intersection LOS D HCS20oo™ Copyright© 2000 University of Florida, All Rights Reserved Version4.1f file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kl 70.tmp 4/17/2015 HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. -+ Lane Configurations t+t+ · ++t f Future Volume (Veh/h) 3015 27 O 1820 O 144 Grade 0% 0% 0% Hourly flow rate {vph} 3277 29 0 1978 0 157 Lane Width {ft) Percent Blockage Median type . None . . . None Upstream s~nal (ft) · 927 · . vC, conflictlng volume 3306 3951 1107 vC2, stage 2 conf vol tC, single {s) 4.1 6.8 6.9 tF (s) 2.2 3.5 3.3 cM capacity (veh/h) 85 2 205 ':/f Buildout PM 12/4/2015 i~\B-IIMIIIM\I.Dllllllll- vo1ume Total 1311 1311 684 659 659 659 157 Volume Right O O 29 0 0 0 157 Volume to Capacity 0.77 0.77 0.40 0.39 0.39 0.39 0.77 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 63.9 Approach Delay (s) 0.0 0.0 .. 63.9 Baseline Synchro 9 Report Page 1 ( r \ P:· \_ i C ( - \. C ( HCM Unsignalized Intersection Capacity Analysis 7: Gateway Rd. & Palomar Airport Rd. Future Volume (Veh/h) 1252. 93 0 . 3076 . 0 50 Grade 0% 0% 0% Hourly flow rate {vph) 1391 103 0 3418 0 56 ~e~~~ . . . . Percent Blockage Median type None None 1A Buildout AM 1214/2015 Upstream signal (ft) . . . 927 . . . vC, conflicting volume 1494 2582 515 vC2, stage 2 cont vol · tC, single.(s) 4.1 6.8 6.9 tF {s) 2.2 3.5 3.3 cM capacity {veh/h) 445 60 505 -------Volume Total 556 556 ·3s1 1139 1139 1139 56 Volume Right . 0 0 103 0 0 0 56 Volume to Capacity 0.33 0.33 0 .. 22 0.67 0.67 0.67 0.11 . Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 13.0 Approach Delay (s) 0.0 0.0 . 13.0 Basel!ne Synchro 9 Report Page 1 Short Report Page 1 of 1 GP SHORT REPORT General Information Site Information Analyst Urban Systems Intersection PAR@ EL FUERTE ST. Agency or Co. USA! Area Type All other areas Date Performed 04/17/15 Jurisdiction CARLSBAD Time Period PM PEAK Analysis Year BU/LDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 1 2 2 0 2 2 0 Lane group L T R L T R L TR L TR Volume (vph} 130 2515 197 425 1345 100 156 184 297 230 141 85 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 ~ctuated (P/A) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 5 225 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasino Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 22.0 G = 68.0 G= G= G = 12.0 G = 22.0 G= G= Y= 4.5 Y= 6 Y= Y= Y= 4.5 Y= 6 Y=:. Y= Duration of Analysis (hrs = 0.25 Cycle LenQth C = 145.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 133 2566 201 434 1372 102 159 261 235 231 Lane group cap. 503 2349 911 502 2373 717 261 488 261 479 vie ratio 0.26 1.09 0.22 0.86 0.58 0.14 0.61 0.53 0.90 0.48 Green ratio 0.14 0.46 0.59 0.14 0.46 0.46 0.08 0.14 0.08 0.14 Unif. delay d1 55.1 39.0 14.3 60.6 28.6 22.5 64.9 57.5 66.5 57.0 Delay factor k 0.11 0.50 0.11 0.39 0.17 0.11 0.20 0.14 0.42 0.11 lncrem. delay d2 0.2 47.2 0.1 10.7 0.2 0.1 4.1 1.2 31.1 0.8 PF factor 0.887 0.427 0.121 0.887 0.427 0.427 0.945 0.887 0.945 0.887 Control delay 49.1 63.8 1.8 64.5 12.5 9.7 65.5 52.1 93.9 51.3 Lane group LOS D E A E B A E D F D Apprch. delay 58.9 24.2 57.2 72.8 Approach LOS E C E E lntersec. delay 48.2 Intersection LOS D Hcs2000TM Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k157.trnp 4/17/2015 ( C ( ' ( ( ( ( ( ( c: I / . '\ ) ) \ / Short Report General Information Analyst Urban Systems Agency or Co. USA/ Date Performed 04/17/15 SHORT REPORT Site Information Intersection Area Type Jurisdiction PAR @ EL FUERTE ST All other areas CARLSBAD Page 1 of 1 C,/:i. Time Period AM PEAK Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 1 2 2 0 2 2 0 Lane group L T R L T R L TR L TR Volume (vph) 125 1115 184 239 2577 210 131 127 110 120 186 95 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 50 5 5 50 5 5 45 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 o 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin!'.l Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 08 Timing G = 13.0 G = 67.0 G= G= G = 15.0 G = 20.0 G= G= Y= 4.5 Y= 6 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis {hrs = 0.25 Cvcle Lenath C = 136.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB ~dj. flow rate 132 1174 194 252 2713 168 138 197 126 249 Lane group cap. 306 2467 994 306 2492 753 354 467 354 477 v/c ratio 0.43. 0.48 0.20 0.82 1.09 0.22 0.39 0.42 0.36 0.52 Green ratio 0.09 0.49 0.64 0.09 0.49 0.49 0. 10 0. 14 0. 10 0.14 Unif. delay d1 58.8 23.4 10. 1 61.0 35.0 20.2 57.0 53.5 56.8 54.3 Delay factor k 0. 11 0. 11 0.11 0.36 0.50 0. 11 0.11 0. 11 0.11 0.13 lncrem. delay d2 1.0 0. 1 0.1 16.5 47.4 0.2 0.7 0.6 0.6 1.0 PF factor 0.935 0.371 0.139 0.935 0.371 0.371 1.000 1.000 1.000 1.000 Control delay 56.0 8.8 1.5 73.5 60.4 7.7 57.7 54. 1 57.4 55.3 Lane group LOS E A A E E A E D E E Apprch. delay 12.0 58.6 55.6 56.0 Approach LOS B E E E I ntersec. delay 45.2 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4. lt file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kl3F.tmp 4/17/2015 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Urban Systems Intersection PAR@ LOKER AVE. WEST Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Jurisdiction CARLSBAD Time Period BUILDOUT PM PEAK Analysis Year BU/LDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 1 1 3 0 1 1 1 1 1 1 Lane group L T R L TR L T R L T R Vplume (vph) 100 2437 210 130 1396 60 165 21 300 105 50 370 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A} A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 75 5 5 75 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Exel. Left Thru & RT 07 OB Timing G = 12.0 G = 62.0 G= G= G = 17.0 G = 18.0 G= G= Y= 4.5 Y= 6 Y= Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 105 2565 221 137 1532 174 22 237 111 53 311 Lane group cap. 150 2381 994 150 2364 218 244 213 218 244 427 v/c ratio 0.70 1.08 0.22 0.91 0.65 0.80 0.09 1.11 0.51 0.22 0.73 Green ratio 0.08 0.47 0.65 0.08 0.47 0.12 0.13 0.14 0.12 0.13 0.28 Unif. delay d1 57.9 34.5 9.5 59.0 26.3 55.4 49.7 56.0 53.3 50.5 42.6 Delay factor k 0.27 0.50 0.11 0.43 0.23 0.34 0.11 0.50 0.12 0.11 0.29 lncrem. delay d2 10.4 41.4 0.1 40.3 0.5 18.6 0.2 95.2 2.0 0.4 6.2 PF factor 0.938 0.411 0.141 0.938 0.411 0.906 0.900 0.893 0.906 0.900 0.745 Control delay 64.7 55.6 1.4 95.7 11.3 68.8 44.9 145.2 50.3 45.9 37.9 Lane group LOS E E A F B E D F D D D Apprch. delay 51.8 18.2 109.4 41.7 Approach LOS D B F D lntersec. delay 45.2 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k126.tmp 4/17/2015 ( r; ~ C ( ( ( C c ' - { (' ( C ( C (_; C Short Report Page 1 of 1 G~ SHORT REPORT General Information Site Information Analyst Urban Systems Intersection PAR @ LOKER A VE. WEST Agency or Co. USA! Area Type All other areas Date Performed 04/17/15 Jurisdiction CARLSBAD Time Period AM PEAK Analysis Year BU/LDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 1 1 3 0 2 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume (vph) 235 1269 279 390 2283 130 117 38 105 50 33 115 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 50 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left WBOnlv Thru & RT 04 Exel. Left Thru & RT 07 08 Timing G = 22.0 G = 14.0 G = 42.0 G= G = 13.0 G = 17.0 G= G= Y= 0 Y= 5 Y= 6 Y= Y= 5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Lenqth C = 130.0 ) Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 247 1336 294 411 2540 123 98 53 35 121 Lane group cap. 286 1600 708 477 2319 317 205 163 229 534 v/c ratio 0.86 0.83 0.42 0.86 1.10 0.39 0.48 0.33 0.15 0.23 Green ratio 0.16 0.32 0.46 0.27 0.46 0.09 0.12 0.09 0.12 0.35 Unif. delay d1 53.1 41.4 23.3 45.2 35.0 55.5 53.1 55.2 50.9 30.2 Delay factor k 0.39 0.37 0.11 0.39 0.50 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 13.0 2.1 0.2 8.1 47.0 0.8 1.8 1.2 0.3 0.2 PF factor 0.872 0.693 0.429 0.754 0.429 0.932 0.906 0.932 0.906 0.647 Control delay 59.2 30.7 10.2 42.2 62.0 52.6 49.9 52.6' 46.5 19.7 Lane group LOS E C B D E D D D D B Apprch. delay 31.3 59.2 51.4 32.6 Approach LOS C E D C lntersec. delay 47.8 Intersection LOS D fJCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.11 file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k10D.tmp 4/17/2015 ( Short Report Page 1 of 1 1x..Q ( SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ PALOMAR AJRPOR Agency or Co. USA/ lA.rea Type All other areas Date Performed 04/17/15 BUILDOUT PM PEAK Jurisdlction CARLS8ADIECRPAR30PMNP Time Period HOUR Analysis BUILDOUT NO PROJECT Year Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 2 2 3 2 2 3 1 Lane group L T R L T R L T R L T R Volume (voh) 320 1512 240 560 980 401 378 950 550 685 970 245 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. r::ireen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 5 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ Exel. Left WBOnly Thru & RT 04 Exel. Left SB Only Thru & RT 08 Timing ·G = 15.0 G = 8.0 G = 45.0 G= G = 15.0 G = 16.0 G = 28.0 G= Y= 0 Y= 4.2 Y= 6 Y= Y= 0 Y= 4.2 Y= 6 Y= Duration of Analysis hrs) = 0.25 Cycle LenQth C = 147.4 Lane Group Capacity, Control Delay; and LOS Determination EB WB NB SB Adj. fl ow rate 327 1543 245 571 1000 409 386 969 561 699 990 250 Lane group cap. 350 1549 474 536 1969 1758 350 964 910 723 1659 743 vie ratio 0.93 1.00 0.52 1.07 0.51 0.23 1.10 1.01 0.62 0.97 0.60 0.34 Green ratio 0.10 0.31 0.31 0.16 0.39 0.64 0.10 0.19 0.33 0.21 0.33 0.47 Unif. delay d1 65.7 51.1 42.2 62.2 34.4 11.3 66.2 59.7 41.3 57.7 41.5 24.6 Delay factor k 0.45 0.50 0.12 0.50 0.12 0.11 0.50 0.50 0.20 0.47 0.19 0.11 lncrem. delay d2 15-2 12.6 0.3 42.6 0.1 0.0 60.9 18.4 0.4 12.9 0.2 0.1 PF factor 0.924 0.707 0.707 0.877 0.577 0.139 0.924 0.844 0.668 0.822 0.676 0.410 Control delay 75.9 48.8 30.2 97.1 19.9 1.6 122.1 68.8 28.0 60.4 28.2 10.2 Lane group LOS E D C F B A F E C E C B Apprch. delay 50.8 38.4 67.6 37.5 Approach LOS D D E D lntersec. delay 48.5 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.11 file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kF4.trnp 4/17/2015 f -\_ ( ( (. ( (: C C ( _! ( ( C \ / ' / ' J Short Report Page 1 of 1 A Ix SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ PALOMAR AIRPOR Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Time Period BUfLDOUT AM PEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 3 1 2 3 2 2 3 2 2 3 1 Lane group L T R L T R L T R L T R Volume (vph) 190 841 335 560 1302 653 290 783 440 502 1040 380 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/ A) A A A A A A A A A A A A Startuo lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tvpe 5 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 0 5 0 0 5 0 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left WB Only Thru & RT 04 Exel. Left SB Only Thru & RT 08 Timing G = 15.0 G = 9.0 G = 50.0 G= G = 15.0 G = 20.0 G = 25.0 G= Y= 0 Y= 4.2 Y= 6 Yo:. Y= 0 Y= 4.2 y:::. 6 Y= Duration of Analysis (hrs = 0.25 Cycle Leni:ith C = 154.4 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 200 885 353 589 1371 687 305 824 463 528 1095 400 Lane group cap. 334 1643 510 534 2077 1883 334 822 827 779 1617 720 v/c ratio 0.60 0.54 0.69 1.10 0.66 0.36 0.91 1.00 0.56 0.68 0.68 0.56 Green ratio 0.10 0.32 0.32 0.16 0.41 0.67 0.10 0.16 0.30 0.23 0.32 0.45 Unif. delay d1 66.8 42.8 45.5 65.2 36.9 10.8 69.1 64.7 45.7 54.5 45.7 30.7 Delay factor k 0.19 0.14 0.26 0.50 0.23 0.11 0.43 0.50 0.16 0.25 0.25 0.15 lncrem. delay d2 1.0 0.1 1.4 56.7 0.3 0.0 12.9 19.1 0.3 0.8 0.4 0.3 PF factor 0.928 0.681 0.681 0.877 0.538 0.154 0.928 0.871 0.717 0.805 0.688 0.444 Control delay 63.1 29.2 32.4 113.9 20.1 1.7 77.0 75.5 33.1 44.7 31.9 14.0 Lane group LOS E C C F C A E E C D C B Apprch. delay 34.7 36.2 63.5 31.7 Approach LOS C D E C lntersec. delay 40.4 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version4.H file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2kl02.tmp 4/17/2015 Short Report SHORT REPORT General Information Site Information Analyst USA/ Intersection PALOMAR AIRPORT RD.ILOWE"S ENT Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Time Period PM PEAK Jurisdiction CARLSBAD !Analysis Year BU/LDOUT NO PROJECT Volume and Timin~ Input EB WB NB LT TH RT LT TH RT LT TH RT LT Num. of Lanes 0 3 1 1 3 0 1 0 1 0 Lane group T R L T L R Volume (vph) 1909 214 160 1443 220 163 % Heavvveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ WB Only Thru & RT 03 04 NB Only 06 07 Timing G = 20.0 G = 50.0 G= G= G = 35.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Duration of Analysis (hrs = 0.25 Cvcle Lenoth C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB Adj. flow rate 2009 225 168 1519 232 172 Lane group cap. 2225 640 295 3171 516 452 v/c ratlo 0.90 0.35 0.57 0.48 0.45 0.38 Green ratio 0.42 0.42 0.17 0.63 0.29 0.29 Unif. delay d1 32.7 23.9 46.0 12.0 34.6 33.9 Delay factor k 0.42 0.11 0.16 0.11 0.11 0.11 lncrem. delay d2 5.7 0.3 2.6 0.1 0.6 0.5 PF factor 0.524 0.524 0.867 0.133 0.725 0.992 Control delay 22.8 12.9 42.5 1.7 25.8 34.1 Lane group LOS C B D A C C Apprch. delay 21.8 5.8 29.3 Approach LOS C A C lntersec. delay 16.3 Intersection LOS Hcs2000TM Copytight © 2000 University of Florida, All Rights Reserved file://C: \Documents and Settings\skab.USAI\Local Settings\ Temp\s2k8D. tmp Page 1 of 1 ,.~ SB TH RT 0 0 N 08 G= Y= SB B Version 4.lf 4/17/2015 r I ( C ( ( ( ( C f le . C r ~. C C C C Short Report Page 1 of 1 t-;P< SHORT REPORT General Information Site Information Analyst USA/ Intersection PALOMAR AIRPORT RD.!LOWE"S ENT Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 rime Period AM PEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 3 1 1 3 0 1 0 1 0 0 0 Lane group T R L T L R Volume (vph) 1269 173 139 1836 128 97 % Heavvveh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated {P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. i:ireen 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 0 5 5 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 a 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 NB Onlv 06 07 08 M"iming G = 20.0 G = 50.0 G= G= G = 35.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1336 182 146 1933 135 102 Lane group cap. 2225 640 295 3171 516 452 v/c ratio 0.60 0.28 0.49 0.61 0.26 0.23 Green ratio 0.42 0.42 0.17 0.63 0.29 0.29 Unif. delay d1 27.2 23.2 45.4 13.6 32.6 32.2 Delay factor k 0.19 0.11 0.11 0.20 0.11 0.11 lncrem. delay d2 0.5 0.2 1.3 0.3 0.3 0.3 PF factor 0.524 0.524 0.867 0.133 0.725 0.992 Control delay 14.7 12.4 40.7 2.2 23.9 32.2 Lane group LOS B B D A C C Apprch. delay 14.4 4.9 27.5 Approach LOS B A C lntersec. delay 10.1 Intersection LOS B HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Docurnents and Settings\skab.USAI\Local Settings\Temp\s2k81.tmp 4/17/2015 Short Report Page 1 of 1 ·q_ Q SHORT REPORT General Information Site Information Analyst USA/ Intersection PALOMAR AIRPORT RD.IYARROW DR. Agency or Co. USA! ll\rea Type All other areas Date Performed 04/17115 Time Period PM PEAK Jurisdiction CARLSBAD ~nalysis Year BUILDOUT NO PROJECT Volume and Timin~ Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 1 3 0 1 2 0 1 1 0 Lane group L TR L TR L TR L TR Volume (voh) 50 1635 60 115 1474 74 170 25 290 198 20 70 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 5 0 5 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Thru & RT Exel. Left 07 08 Timing G = 15.0 G = 60.0 G= G= G = 25.0 G = 25.0 G= G= Y= 5 Y= 6 Y= Y= Y= 6 Y= 5 Y= Y= Duratfon of Analysis (hrs = 0.25 Cycle Len!'.,:lth C = 147.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 53 1784 121 1630 179 331 208 95 Lane group cap. 181 2060 181 2056 301 520 301 280 vie ratio 0.29 0.87 0.67 0.79 0.59 0.64 0.69 0.34 Green ratfo 0.10 0.41 0.10 0.41 0.17 0.17 0.17 0.17 Unif. delay d1 61.1 39.8 63.6 38.1 56.3 56.8 57.4 53.7 Delay factor k 0.11 0.40 0.24 0.34 0.18 0.22 0.26 0.11 lncrem. delay d2 0.9 4.2 9.1 2.2 3.2 2.6 6.6 0.7 PF factor 0.924 0.540 0.924 0.540 0.863 0.863 0.863 0.863 Contml delay 57.4 25.7 67.9 22.8 51.8 51.6 56.1 47.1 Lane group LOS E C E C D D E D Apprch. delay 26.6 25.9 51.7 53.3 Approach LOS C C D D lntersec. delay 31.1 Intersection LOS C Hcs2000TM Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k5D.tmp 4/17/2015 ( ( ( ( ( ( ( C , ( (: · .. ( ( ( C ,· .. \. C ) ' ,! Short Report Page 1 of 1 "1-p.. SHORT REPORT General Information Site Information ~nalyst USA/ Intersection PALOMAR AIRPORT RD.IY ARROW DR. Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Time Period AM PEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 1 3 0 1 2 0 1 1 0 Lane group L TR L TR L TR L TR Volume (vph) 70 1336 186 284 1546 124 50 15 67 39 10 20 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 0 5 0 5 0 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq Exel. Left Thru & RT 03 04 Thru & RT Exel. Left 07 08 Timing G = 25.0 G = 60.0 G= G= G = 25.0 G = 15.0 G= G= Y= 5 Y= 6 Y= Y= Y= 6 Y= 5 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 147.0 Lane Group Capacity, Control Delayi and LOS Determination EB WB NB SB Adj. flow rate 74 1602 299 1758 53 87 41 32 Lane group cap. 301 2033 301 2048 181 529 181 286 v/c ratio 0.25 0.79 0.99 0.86 0.29 0.16 0.23 0.11 Green ratio 0.17 0.41 0.17 0.41 0.10 0.17 0.10 0.17 Unif. delay d1 52.8 38.0 60.9 39.6 61.1 52.1 60.7 51.6 Delay factor k 0.11 0.33 0.49 0.39 0.11 0.11 0.11 0.11 lncrem. delay d2 0.4 2.2 50.0 3.9 0.9 0.1 0.6 0.2 PF factor 0.863 0.540 0.863 0.540 0.924 0.863 0.924 0.863 Control delay 46.0 22.7 102.6 25.3 57.4 45.1 56.7 44.7 Lane group LOS D C F C E D E D Apprch. delay 23.7 36.5 49.8 51.5 Approach LOS C D D D lntersec. delay 31.8 Intersection LOS C HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k45.tmp 4/17/2015 Short Report Page 1 of 1 \~ SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ FARADAY AVENUE Agency or Co. USA/ Area Type All other areas Date Performed 04/17/15 Time Period PM PEAK Jurisdiction CARLSBAD Analysis Year BUILDOUT NO PROJECT Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 1 2 3 0 2 3 1 Lane group L TR R L T R L TR L T R Volume (vph) 300 500 877 208 200 350 170 1353 140 250 815 50 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 5 105 5 5 150 5 5 125 5 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PhasinQ Exel. Left Thru & RT 03 04 Exel. Left SB Only Thru & RT 08 Timing G = 26.0 G = 38.0 G= G= G = 9.0 G = 5.0 G = 42.0 G= Y= 4.5 Y= 6 y = Y= Y= 4.5 Y= 5 Y= 6 Y= Duration of Analvsis (hrs = 0.25 Cvcle Lenoth C = 146.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 309 794 517 214 206 206 175 1410 258 840 52 Lane group cap. 315 868 563 315 923 664 212 1457 436 1807 553 vie ratio 0.98 0.91 0.92 0.68 0.22 0.31 0.83 0.97 0.59 0.46 0.09 Green ratio 0.18 0.26 0.36 0.18 0.26 0.43 0.06 0.29 0.13 0.36 0.36 Unif. delay d1 59.8 52.4 44.4 56.1 42.4 27.5 67.7 51.3 60.2 36.3 31.3 Delay factor k 0.49 0.43 0.44 0.25 0.11 0.11 0.36 0.47 0.18 0.11 0.11 lncrem. delay d2 45.4 14.1 20.2 5.8 0.1 0.3 17.9 13.6 1.6 0.1 0.1 PF factor 0.856 0.765 0.620 0.856 0.765 0.501 0.956 0.731 0.903 0.631 0.631 Control delay 96.5 54.2 47.8 53.8 32.6 14.1 82.6 51.1 56.0 23.0 19.8 Lane group LOS F D D D C B F D E C B Apprch. delay 60.2 33.7 54.6 30.3 Approach LOS E C D C lntersec. delay 48.2 Intersection LOS D HCS2000™ Copyiight © 2000 University offlorida, All Rights Res~rved Version 4.lf file://C:\Documents and Settings\skab.USAI\Local Settings\Temp\s2k39.tmp 4/17/2015 I \ ( ( ( ( ,,_ ( ( ( ( ~ C ( C ( C C ( ( - \._ C C C C ( r- \.. - (. C C Short Report Page 1 of 1 \~ SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAMINO REAL@ FARADAY AVENUE Agency or Co. 'USA/ Area Type All other areas Date Performed 04/17/15 Jurisdiction CARLSBAD Time Period AM PEAK Analysis Year BUILDOUT NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 1 2 3 0 2 3 1 Lane group L TR R L T R L TR L T R Volume (vph) 60 350 176 213 700 200 789 690 144 500 1532 250 % Heavvveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff .. s:ireen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Exel. Left WB Only Thru & RT 04 Exel. Left Thru & RT 07 08 T[ming G = 7.0 G = 11.5 G = 20.0 G= G = 31.0 G = 40.0 G= G= Y= 0 Y= 4 Y= 6 Y= Y= 4.5 Y= 6 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 63 460 93 224 737 211 831 878 526 1613 263 Lane group cap. 95 526 676 252 969 864 820 1514 820 1561 476 ) v/c ratio 0.66 0.87 0.14 0.89 0.76 0.24 1.01 0.58 0.64 1.03 0.55 Green ratio 0.05 0.15 0.44 0.14 0.27 0.56 0.24 0.31 0.24 0.31 0.31 Unif. delay d1 60.3 53.8 21.8 54.7 43.4 14.7 49.5 37.9 44.5 45.0 37.5 Delay factor k 0.24 0.40 0.11 0.41 0.31 0.11 0.50 0.17 0.22 0.50 0.15 lncrern. delay d2 16.0 15.1 0.1 29.7 3.6 0.1 30.6 0.4 1.3 28.9 1.1 PF factor 0.962 0.879 0.479 0.889 0.750 0.159 0.791 0.704 0.791 0.704 0.704 Control delay 74.1 62.4 10.6 78.3 36.1 2.5 69.8 27.1 36.5 60.6 27.5 Lane group LOS E· E B E D A E C D E C Apprch. delay 55.8 38.1 47.8 51.7 Approach LOS E D D D lntersec. delay 48.3 Intersection LOS D HCS2000™ Copyright© 2000 University of Florida, All Rights Reserved Version 4. l f file://C:\Documents and Settings\skab.USAJ\Local Settings\Temp\s2k21.tmp 4/17/2015 BUILDOUT WITHOUT PROJECT· r \ ( I ( ( . ( ! C l ( .. ( i ( . ( ( '" C: c~ c- (: C C (· C .. ·. C C (_; ( ·· ... c· .. ··. C ' ) \, / ) Preliminary Review Comments .. (see Section 8.4.2 for .!~~p_f!nses _to_ c~mment #22. af.) PRE 14-21-UPTOWN BRESSI July 18, 2014 Pacre 5 21. Shared driveways between the resi~ential and commercial uses are acceptable. However, granting of shared access rights ·wjll need to be established v.ia some form of recorded d1?curnentation such as CC&R's, easery1eht or-agreement. l +-----""-----·-..· _. --· ·------... ·· --------~--------------'-~ Submit a traffic study prepared per "JANTEC/ITE Guidelines f~r Traffic Impact Studies in the San 22. 23. ! l 24. 25. 26. 2.7. 28. Diego Region." Include in. the study: l 1 . . '· . t . a. b. c. e. f. An analysis of the pros and cqns bf placing the propo$ed roundabout instead of a traffic signal or no signal at all at thg intersettioii of Finriil~ P'.iat:e and Gafew~y Road. ' .• '. . ·: ' ,. . . f. Ari analysis of projected traffic pattf:!rhs With ·and wi\hout the proposed driveway on El Fuerte Street ; l · Design recommendat~ons to prev~nt left turn rnovero,ent out of and into the proposed driVeway on' El Fuerte'Street:l ' ·.. • • . · · • ' ·-' . · ' ... ·. · .. . . . · .A11~'1vi:·1:h·~: i:i'rhtincl ·c·a~~i'I;r adding a ciesig~a·ted d~cei~raHon 'i'ane tor the proposed I . . ' · driveway access on El Fuerte $Ueet. · ·· 1 · Determine i:he impacts the pfojed v.,m have o.n ql.ieufng of vehides/larie capacity in the left tum lanes on Palomar Airport Road to El Fuerte s(reet. .. . · Queuing analysis for the pha~macy drive-thru. Drive~s at nearby parking spaces appear to be susceptible to beirig bJbcked into theitstails w~i!e vehicles wait in the 9rlve-thru queue. -I j The proposed right-in, right-out acce~s on El Fuerte Street is t}Ot permitted per the Bressi Ranch Master Plan. Include the aclditio~ of this access and t~e round.about in a master plan amendment application. Plot all existing and proposed onslte a:nd offsite public utilities'.and public easements. ' r. Plot semi-tractor trailer truck tum m~vements (60 foot radi_uJ turn per Highway Design Manual Figure 404.SB) around the round a boyt a.nd paths of travel frpm the. lo?ding to El Fuerte Street or Gateway Road. The turns fromi Building D and through the roundabout appear to ·be inadequat~ for semi-tractor trailer trycks. Plot tr!lSh truck/b0,s turn movements (42 foot radius turn per Highway Design Manual Fig1ure 404.SF) from ail tr~sh enclosures to El Fuerte Street, Colt Place or Gateway Road. The tur~s to and from the trash:receptacle near Bwilding G appear to be inadequate for trash trucks. / , · · · / ' · ·· · · r ·; . . i i Dimension the existing and proposed1pubiic street rightcof-w~y and street improvement wrdths. Plot whh lighter screened lines all e~iiting fa6i!]ties> ease1T1ehts and topography, including the existing intersection configur~tioh a~ Finnila Place and Ga~eway Road which appears to be realign.E:d with new off-site right-of-yvay dedication on the ~oi.ith side \if the street. Plot a!I existing buildings and infrastructure .yithiri 100 Jeet of the suqject site. -. I ~ { . ~ At a minimum, a grading permit, parcel map and improverrjent plans will be required. Most likely, o~-site easement dedications ~Ill be required. ! · : } Submit a pre!imina ry grading plari with your application subm/ttal for discretionary permits. Plot proposed surface and subsurface drainage alid facilities a~d include a preliminary drainage study with your submittal. ~ 'O 0 ... i i ~ 0 oil Jf!1 I s >, a: .!! c Q) i ,,,, ! j r ::i C 1 (!) .... 0 0 .,. hi • N <O 11! 1,1, .. r c:t .... c., Q) hi, i 0 .. J: ... ti -0 ~ tjll ..,. z ~ 't 0 Cll bi!! i~U.1 N c:t t O 8 a; i:! V) V) Z N V) 1im1 :, ! "' ~ CD :, J I .c 41 ~h u 'f i -~ 41 ,Ill z-<.( ")I( ( ( ( ( ( ( ( C ( C ( C (. C ( ( C /' 'c, C ( '- ( ( C ( ( C C C Uptown Bressi Mixed-Use Shea Homes APPENDIXF © Urban Systems Associates, Inc. January 27, 2016 BUILDOUT WITH PROJECT -WITH MITIGATION LOS WORKSHEETS 004014 F 004014-Report _fl HCM Signalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Buildout + Project AM (with mitigation) 12/4/2015 Satd. Flow (prot) 1770 1863 1863 1583 1770 1583 Satd. Flow (perm) 1770 1863 1863 1583 1770 1583 Adj'. Flow (vph) . . 190 221 . 439 88 184 . 467 Lane Group Flow (vph) 190 221 439 29 184 103 · Protected Phases 7 4 8 v/c Ratio 0.57 0.20 0.72 0.06 0.47 0.30 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Delay(s) 21.4 4.6 19.1 11.8 18.3 17.2 . A§~t?i~r;a1 s:i:~Ysi1S}~2iHJ:~>;,*l1P%t,lt1h;f j_ilzl1~i~Yi1}F!2i~~~:*~i'*·{~l,~iH\t!21#¥1i1ltt1!~I:E~,/t,~1IS>\L;?:::::~:ci:E~&d HCM 2000 Volume to Capacity ratio 0.61 Intersection Capacity Utilization 55.4% ICU Level of Service B c Critical Lane Group Baseline Synch ro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Buildout + Project AM (with mitigation) 1214/2015 Adj.Flow(vph) .68 293 39 63 372 22 41 20 51 41 18 63 Lane Group Flow {vph) 68 328 O 63 392 0 O 85 o 41 26 0 Protected Phases 7 4 3 8 2 2 6 6 Actuated Green, G (s) 4.8 19.2 4.6 19.0 9.2 7.6 7.6 Actuatedg/CRatio 0.08 0.33 0.08 0.32 0.16 0.13 0.13 p1~~r~o.Ce,:JtJm·q;isJ·:·,~:~t:~'/~;.~1 3:.~~~~~:::~'J, :s·.::·:·~;<·:;;_~\~:.§.~.:::rs·, __ :;:~ .. :.~::: ;:~0;-·!i::~-~:,6.,-'J:!:it · .· __ ;r;4/6·:~_:::Je,~1>):~:'--.:'.~,~).:~~f ~::·_: ;J·t\~.~~4~:5:~·::;•·; ··.;,::;:tt-·?;;:.,::--\~---;·.--4~S::;;r::;~~i(-g:-~::-::J.;· .. :· :::;·:.;:1; Vehlcle Extension (s} 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Baseline Synchro 9 Report Page 1 ( \ ( ( ( ( ( C ( 4 (j G ( C C ( ,.\ C r \. C C ( C C (', ( ( C °\ J ) j HCM Signalized Intersection Capacity Analysis 12: Gateway Rd. & Innovation Way Protected Phases 7 4 8 6 Buildout + Project PM (with mitigation) 12/4/2015 tanp··'Grp';pa,i5:{Vp,til·-·,y·:···----··-----,'t'.';----39G', 7·11 pe '?··•:~545: ;::''.jts~•---•y:.·;·:444:·;'3~[97:'\:r;:;:;::··s::r:':,-:ry-~:>;·';'-'"7: :·.·-,·::::±'! ·;<·--i··-·-:;'•••,·•::""2}··:;;'·17•· : vis Ratio Prot c0.18 0.25 c0.24 c0.17 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis 15: Finnila Dr. & Gateway Rd. Buildout + Project PM (with mitigation) 12/4/2015 Satd. Flow (prot) 1770 1816 1770 1828 1685 1770 1646 Satd. Flow (perm) 1770 1816 1770 1828 1685 1770 1646 1r,~,~Kmqua.~iriieBfr~~i:~1":iwr~i.1Q~~~'~tJi1.q&,§~~~Q1.~§J~;~~l~t9ffij\~~~§11~~g:~~a,~~iTQjt9.~0~iQ)i~~~i~g.£~91~iiQ.~;1;~9otg§f.~~'PJ!§ ~~b~ie~qg6}J°:{vpffi~L!TU1t:~i:1/z~i.2~,1l'~¢::;:()S·§O:ft!fi@:::r:Jt~;J:$f:Wl[:;;;::$1il:J;}~:tn0f§E?FtQ~<trdiij Lane Group Flow (vph) 154 559 0 147 391 0 0 257 0 91 80 0 Protected Phases 7 4 3 8 2 2 6 6 Actuated Green, G (s) 14.7 38.6 13.0 36.9 26.1 18.2 18.2 Actuatedg/CRatio 0.13 0.34 0.11 0.32 0.23 0.16 0.16 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 La/ieJ~CRW~JvphL·f ••::L .;:•·.i:; 428··-'';16f5 j\:J,,),; ,: •. :<2.oi·\,t)59Z ;>;·•}.< :/,/:L'd:.::•::asa'\,, '.~::;\)'' ;;.A~.az~,;>2263;, ':. )'."'~ v/s Ratio Prot c0.09 c0.31 0.08 0.21 c0.15 c0.05 0.05 v/c Ratio 0.68 0.91 0.73 0.66 0.67 0.32 0.31 Baseline Synchro 9 Report Page 1 ( i, \ I ( ( { ( \ f "' I \' (' ( ( -f \; ( l / \ ./ ( '~ ( / \. /' ' \_ ( \ C ( \,