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19-0809_OC WASTE & RECYLING_Traffic Impact AnalysisTRAFFIC IMPACT ANATYSIS CAPISTRANO GREENERY AT PRIMA DESHECHA TANDF¡Lt sAN JUAN CAPISTRANO, CAL¡FORNIA LSA August 9,20t9 TRAFFIC IM PACT ANATYSIS CAP¡STRANO GREENERY AT PRIMA DESHECHA tANDFILt SAN JUAN CAPISTRANO, CALIFORNIA Submitted to: John Arnau OC Waste & Recycling 300 North Flower Street, Suite 400 Santa Ana, California 92703 Prepared by: LSA 20 Executive Park, Suite 200 I rvine, Ca liforn ia 926L4-47 3L (949) ss3-0666 Project No. OCY1701.L5 LSA August 9,2019 TRAFFtc lMPAcr ANALYSIS Aucusr 2019 CAPIsTRANO GREENERY AT PRIMA DESHECHA LANDFìLL SAN .JuaN CaPlslRANo/ CALIFoRNIa LSA EXECUTIVE SUMMARY The purpose of this Traffic lmpact Analysis (TlA) is to determine the potentialtraffic impacts resulting from the proposed Capistrano Greenery composting operation within the Prima Deshecha Landfill at32250 Avenida La Pata in San Juan Capistrano, California. The existing Prima Deshecha Landfill is open from 7:00 a.m. to 5:00 p.m., Monday through Saturday, The landfill currently receives approximately L00 tons per day of processed green material (PGM). Approximately 5 daily trucks (with a 2O-ton capacity), generating an average daily traffic (ADT) of 10, are utilized for the intake of 100 tons per day of PGM. The designated truck route to/from the Prima Deshecha Landfilland regionallocations ¡s lnterstate 5 (l-5), Ortega Highway (State Route 7+ [SR-74]), and Avenida La Pata. The proposed Capistrano Greenery (project) would have the same hours of operation as the existing landfill, The new composting operation would include the intake of an additional 100 tons per day of pGM and the composting of approximately 200 tons of PGM per day on site. The increase of 100 tons per day of PGM would require 5 daily trucks, generating 10 ADT. After the composting process is complete, 200 tons of compost would be delivered to markets inside and outside Orange County' The daily compost delivery would require approximately 10 trucks, generating 20 ADT. The total project would require 15 trucks, generating 30 ADT' Based on the current Prima Deshecha Landfill hours of operation (10 hours between 7:00 a,m. and 5:00 p.m.), this would equate to approximately 1.5 trucks per hour. Applying a passenger car equivalent (PCE) factor of 2 per truck to the L5 daily trucks, the project would generate approximately 60 ADT, with 6 trips in the a.m. peak hour (3 inbound and 3 outbound) and 6 trips in the p.m. peak hour (3 inbound and 3 outbound) in PCEs. The remaining 48 PCE trips (24 inbound and 24 outbound) would occur outside the peak-hour periods. This study focuses on the a.m. peak-hour and p.m. peak-hour levels of service (LOS) at seven intersections and daily LOS at five roadway segments. Project impacts were determined based on an analysis of Existing and Existing Plus Project conditions. Based on the results of this analysis, the project can be implemented without impacting the design or operation of the surrounding roadway system. An evaluation of intersection and roadway LOS shows that the addition of project traff¡c to the Existing condition would not significantly impact the study area locations, according to the City of San Juan Capistrano (City) performance criteria' P r\ocY17O1. 1s\Traff ic\Doc\TlA.docx (08/09/19) TRArFtc lMPAcr ANALYStS AUGUsT 2019 cAptslRANo GREENERy Al PRrMA DÊsHEcHA LaNDFTLL SAN JUAN CAPrsrRANo, CALTToBNTA LSA TABLE OF CONTENTS EXECUTIVE SUMMARY... TABLE OF CONTENTS.................. FIGURES AND TABLES LIST OF ABBREVIATIONS AND ACRONYMS.......... .t ii iii iv L L L 4 4 5 5 6 6 6 6 6 8 INTRODUCTION Study Area Boundary ANATYSIS METHODOIOGY........ I ntersection LOS Methodologies................... Roadway Segment LOS Methodology.... Threshold of Significance .... PROPOSED PROJECT TRAFFIC Trip Generation Trip Distribution and Assignment. EXtSTtNG CONDtTrONS............... Existing Circulation System Existing Traffic Volumes and Levels of Service EXIST|NG PtUS PROJECT CONDlTtONS......... Existing Plus Project Traffic Volumes and LOS coNctustoNs REFERENCES APPENDICES A: EXISTING TRAFFIC VOLUMES B: ICU WORKSHEETS C: HCM WORKSHEETS 10 L0 10 18 P:\OCY1701, 15\Traff ic\Doc\TlA.docx (08/09/19) TRAFFtc lMPAcr ANALYStS AUGUST 2019 CAprsrRANo GREENERy Al PRTMA DESHtcHA LaNDFtLL 5AN JUAN CAPtslRANo, catlFoRNla LSA FIGURES AND TABLES FIGURES Figure 1: Regional and Project Location Figure 2: Site Plan Figure 3: Project Trip Distribution and Assignment Figure 4: Existing Peak-Hour Volumes. Figure 5: Existing Plus Project Peak-Hour Volumes...... TABLES Table A: Project Trip Generation.. Table B: Existing lntersect¡on Level of Service Summary (lCU) Table C: Existing lntersection Level of Service Summary (HCM) Table D: Existing Roadway Segment Level of Service Summary Table E: Existing Plus Project lntersection Level of Service Summary (lCU) .,.,.... Table F: Existing Plus Project lntersection Level of Service Summary (HCM)...... Table G: Existing Plus Project Roadway Segment Level of Service Summary 2 3 7 9 4 .6 11 T2 L3 L5 16 t7 iltP:\OcY17o1. 1s\Tratf ¡c\Doc\TlA.docx (08/09/19) TRAFflc lMPAcr ANALYSTS Aucusr 2019 CAprsrRANo GREENERy Ar PRrMA DESHEcHA LANDFTLL SAN JUAN CAPrslRANo, CALTFoRNTA LSA ADT CEQA City CMP HCM t-5 ICU LOS MPAH mph NDS OCTA PCE PGM project sR-74 TIA TRB v/c vph LIST OF ABBREVIATIONS AND ACRONYMS average daily traffic Ca lifornia Environmenta I Quality Act City of San Juan Capistrano Congestion Management Program H ig hway Ca po city Mo nu a I lnterstate 5 intersection ca pacity utilization level(s) of service Master Plan of Arterial Highways miles per hour National Data & Surveying Services Orange County Transportation Authority passenger car equiva lent processed green material Capistrano Greenery project state Route 74 Traffic lmpact Analysis Transportation Research Board volume-to-capacity vehicles per hour P:\ocY1701. 1s\Traff ic\DocvlA.docx (08/09/19)IV lRAFFrc lMPAcr ANAlYsls Aucusr 2019 CAPISTRANO GßEENERY AT PRIMA DE5HECHA LANDFILL SAN JuAN CAPlsrßANo, CaLlroRNlA LSA TRAFFIC IMPACT ANALYSIS CAPISTRANO GREENERY LSA has prepared the following Traffic lmpact Analysis (TlA) to identify the potential traffic impacts resulting from the proposed Capistrano Greenery composting operation within the Prima Deshecha Landfill aL3zzsoAvenida La pata in san Juan capistrano, california. LSA has prepared this analysis in accordance with the City of San Juan Capistrano (City) Administrative Policy No. 3L0 (revised 1998), the City's General Plan Circulation Element and Growth Management Element (1999)' the Orange county congestion Management Program (cMP) (OCTA 2Ot7\, and applicable provisions of the California Environmental Quality Act (CEQA). INTRODUCTION Project Site Figure L shows the project location. The existing Prima Deshecha Landfill is open from 7:00 a'm' to SıO p.m., Monday thråugh Saturday. The landfill does not currently have a composting operation' The proposed capistrano Gru"nury (project) would have the same hours of operation' The landfill currently receives approximately 100 tons per day of processed green material (PGM)' The proposed project would include the intake of an additional L00 tons per day of PGM and the composting of approximately 2OO tons of PGM per day on site' Figure 2 ¡llustrates a site plan of the project. After the composting process is complete' 200 tons of cJmpost would be delivered to markets inside and outside orange County' The project would require approximately 15 trucks, generating an average daily traffic (ADT) of 60 in passenger car equiualents (PCEs). The designated truck route to/from the Prima Deshecha Landfill and regional locations is lnterstate 5 (l-5);Ortega Highway (State Route 74 [SR-74]), and Avenida La Pata' Study Area Boundary As shown on Figure 1, the study area includes the following intersections: L. l-5 southbound ramps/Ortega Highway 2. l-5 northbound ramps/Ortega Highway 3. Rancho Viejo Road/Ortega Highway 4. La Novia Avenue/Ortega HighwaY 5. Reata Road/Ortega HighwaY 6. Antonio Parkway-Avenida La Pata/Ortega Highway 7. Avenida La Pata/Stallion Ridge The study area also includes the following ortega Highway roadway segments L. l-5 southbound ramps to l-5 northbound ramps 2. l-5 southbound ramps to Rancho Viejo Road 3. Rancho Viejo Road to La Novia Avenue 4. La Novia Avenue to Reata Road 5. Reata Road to Anton¡o Parkway-Avenida La Pata t P:\OcY17o1. 15\Traff ic\Doc\TlA.docx <08/09/19D Prima Deshecha Landfill Property Project Vicinity Prirna Deshecha Landlìll Boundary Riverside County San Diego County r .J. ¡'r.ì,r:.r.City.,of ": San Julan ",rA..' Capisträno'-- :, )i. \t \ I \ M4 t ìi ì MXProject Site LSA LEGEND þ- " ! erir. Deshecha Landfìll Boundary E Project S¡te FIGURE 1 Cøpistrono Greenery ot Pri mo Deshecho Londfill Regional and Project Location ô 0 1600 3200 ---FTTT SOURCE: USGS 7.5' QUAD - Canada Gobernadora (1988); Dðna Po¡nt (1975); San Clemente (1975), CA l:\OCY1701.15\cl5\MXD\ProjectLocation_USGS.mxd (7 / 25 / 2079) ''t,-'- I I.t' I I\t'I I I I I I RECEIVING t-7 - -7 - -7 - -Z CSSPREM[rdlrON s¡eâqrLlOlA MAIERIÀS ON SLIE:45,0m CY !98 PREL MINMY BYOUI FINILAYOUIAND PROPOSED PONO LSA FIGURE 2 Copistrono Gteenery ot Primo Deshecha LandJill Site Plan 6 0 100 200 -ç=;-tSOURCE: T.trã T€rh l:\ofr 1701.1s\G\slte Pla n.cdt 11 12612019) TRAFFTc lMPAcr ANALYSTS AuGUsr 2019 CAptsrRANo GREENERy AT PRTMA DESHEcHA LaNDTTLL SaN JUAN CaPlsrRANo, CALtFonNTA LSA ANALYSIS METHODOTOGY lntersection LOS Methodologies PerCityAdministrative Policy No.3L0, intersections are evaluated using both the intersect¡on capacity utilization (lCU) and lhe Highway Capacity Manuol(HCM), 6th Edition (TRB 2017) methodologies. The ICU methodology for signalized intersections compares the volume-to-capacity (v/c) ratios of conflicting turn movements at an intersection, sums up these cr¡tical conflicting v/c ratios for each intersection approach, and determinesthe overall lCU. The ICU calculations assume a lane capacity of L,700 vehicles per hour (vph) and a clearance interval (or loss time) of 0.05. The resulting ICU is expressed ¡n terms of level of service (LOS), where LOS A represents free-flow activity and LOS F represents overcapacity operation. The relationship between LOS and the ICU value (i.e., v/c ratio) is as follows Level of Service Volume-to-Capac¡ty (lCU Methodoloev) A <0.60 B >0.60 and <0.70 c >0.70 and s0.80 D >0.80 and s0.90 E >0.90 and <1.00 t >L.00 ICU = lntersectlon Capacity Utillzat¡on ln addition to the ICU methodology for calculating intersection LOS, the HCM methodology was used. The HCM intersection methodology presents LOS in terms of delay (in seconds per vehicle) The resulting delay is expressed in terms of LOS, as in the ICU methodology. The relationship between LOS and the delay for signalized intersections is shown below: Level of Service Signalized lntersection Delay (seconds) per Vehicle (HCM Methodoloey) A s10.0 B >10.0 and <20.0 c >20.0 and <35.0 D >35.0 and 155.0 E >55.0 and s80.0 F >80.0 HCM -- H¡ghwoy Copocity Monuol (-Í RB 2017) TRB = Transportation Research.Board The study area intersection LOS analysis was conducted for the weekday a.m. and p.m. peak hours. The City requires an HCM operationalanalysis of study area intersections designated as "hot spots" using the Synchro computer software package. lntersections designated as hot spots are closely spaced and experience high volumes during the peak hours. The peak 30-minute volumes in the 4P:\OCY1701. 15\Tra ff i.\Doc\TlA.docx <08/09/19> TRAFFIc lMPAcr ANALYSTS AúGUsr 2019 captsrRANo GRIENERy ar PRrMA DESHEcHA LANDFTLL SAN JuaN CaPlsrRANo, CALtFoRNtA LSA a.m. and p.m. peak-hour periods are multiplied by 2 to represent the peak-hour volumes at the hot- spot intersections. This analysis is conducted to evaluate the impacts of the proposed project on the signaloperations of these locations. ln addition to the hot-spot locations, LSA utilized Synchro (version 10) for the HCM analysis of all other study area intersections. Roadway Segment LOS Methodology Roadway segment v/c ratios were determined using the daily capacities contained in the 2018 Orange County Transportation Authority (OCTA) Guidonce for Administrotion of the Oronge County Moster Plan of Arteriol Highwoys (MPAH). Facility types were taken from the City's General Plan and the MPAH. The following table illustrates daily capacities for roadways in the study area: Fac¡l¡ty Type Number of Lanes Capacitv Maior 8 75.000 Maior 6 56,300 Primarv 4 (Divided)37,500 Secondarv 4 lUndivided)2s,000 Limited Secondarv 2 (Divided)20,000 Local Arterial 2 (Undivided)12,500 Threshold of Significance The City considers LOS D as the upper limit of satisfactory operations for intersections and roadway segments. However, as indicated in the City's General Plan Circulation Element, the following intersect¡ons and roadway segments are identified as hot-spot locations (i.e., School hot spot, Operations hot spot, and Space Constrained hot spot), where LOS E is considered satisfactory: Hot Spot lntersections 1. l-5 northbound ramps/Ortega Highway 2. l-5 southbound ramps/Ortega Highway Hot Spot Roodwoy Segment 1,. Ortega Highway between the l-5 southbound ramps and l-5 northbound ramps Both intersections are Orange County CMP intersections, and Ortega Highway is a CMP roadway. LOS E is considered acceptable at these locations, consistent with the City's target LOS for hot-spot locations. Based on City Administration Policy No. 310, a project impact occurs at a non-hot-spot intersection (or roadway segment) when the project's increase in ICU (or v/c ratio) is 0.01 or greater and the resulting LOS is E or F (lCU methodology). A project impact also occurs at a non-hot-spot intersection when the project's increase in delay is 1.0 second or greater and the resulting LOS is E or F (HCM methodology). A project impact occurs at a hot-spot intersection (or roadway segment) when the project's increase in ICU (or v/c ratio) is 0.01 or greater and the resulting LOS is F. A project impact also occurs at a hot- 5P:\ocY1701. 15\Traff ¡c\Doc\TlA.docx (08/09/19D TRAFf tc IMPAcT ANALy5ts AUGUST 2019 CAptSTRANo G&EENERy aT PRTMA DESHEcHA LaNDFILL SaN JuaN CaPtsTRANo, CaLtFoRNTA LSA spot ¡ntersection when the project's increase in delay is 1.0 second or greater and the resulting LOS is F. PROPOSED PROJECT TRAFFIC Trip Generation The trip generation from the project is based on operational information from OC Waste & Recycling. As previously described, the additional intake of 100 PGM and the daily delivery of 200 tons of compost would require L5 totaltrucks. Based on the current hours of operation of the Prima Deshecha Landfill (L0 hours between 7:00 a.m. and 5:00 p.m.), this equates to approximately L.5 trucks per hour. A PCE factor of 2 has been assumed for each of the 15 daily trucks. As shown in Table A, the project would generate 60 ADT, with 6 trips in the a.m. peak hour (3 inbound, 3 outbound) and 6 trips in the p.m. peak hour (3 inbound, 3 outbound) in PCEs. The remaining 48 trips (24 inbound, 24 outbound) would occur outside the peak-hour periods. Table A: Project Trip Generation Trip Type quantity PCE ADT AM Peak Hour PM Peak llour ln Out Total ln Out Total Trucks 15 2 60 3 3 6 3 3 6 Source: OC Waste & Recycling (July 2019). ADT = average daily traffic PCE = passenger car equivalent The project trips have been added to the existing traffic volumes to represent the Existing Plus Project conditions. Trip Distribution and Assignment The directions of approach to and departure from the s¡te are based on operational information from OC Waste & Recycling and the City's designated truck routes (e.g,, l-5, Ortega Highway, and Avenida La Pata). Approximately 50 percent of the trips are destined north on l-5 and 50 percent are destined south on l-5. The results of the impact analysis and the access analysis are discussed later in this TlA. Figure 3 illustrates the project trip distribution and assignment, EXISTING CONDITIONS Existing Circu lation System Key roadways in the vicinity of the project are as follows 6P:\OCY1701, 15vraff ic\Doc\TlA.docx <08/09/19) }A ...-- , ,ti. ,: ; ,!., :¡-,. ;:r* ''&í ''.å ,r :\4ó ä .Ë.,ú T*... \t i o S¡nJuen Cepisrerìo ¡ : tL qI69. É, @ .-@ - Study Area lntersection - Trip Distribution Percentage LEGEND 5 Reâta Rd/ortega Hwy 3/3 + 3 RanchoV¡ejo/ortegaHwy 3 4 La Novia Ave/Ortega Hwy e 3/3 1 l-5 SB Ramps/Ortega Hwy 2 l-5 NB Ramps/ortega Hwy 7 Ave La Pata/Stall¡on Ridge I 6 Ave La Pata/ortega Hwy -Ì LEGEND xxx/YYY AM / PM Volume NB = northbound SB = southbound FIGURE 3 Capistrono Greenery ot Prima Deshecha Landfill Project Trip Distribution and Assignment P:\OCY1701.1s\Traffic\xls\Figures\ProjectTr¡p Dist & Ass¡8n.xlsx (8/9/2019) a TRAFFTc lMPAcr ANALYSTS AuGUsr 2019 CAPISTRANo GREENERY AT PR¡MA DESHEcHA LANDfILL SaN JuaN CaPrsrRANo. CaLtFoRNra LSA Ortega Highway: Ortega Highway is a divided east-west roadway located north of the project site, lt extends east from Camino Capistrano west of l-5 to lnterstate 215 in Perris. Ortega Highway is designated as a Primary Arterial in the City's Circulation Element. Ortega Highway is a CMP facility and is designated as a hot-spot location west of the l-5 northbound ramps. Between the l-5 northbound and southbound ramps, Ortega Highway functions as an eight-lane facility due to the dual left-turn lanes at the signalized l-5 southbound ramps/Ortega Highway intersection. East of the l-5 northbound ramps, Ortega Highway is built as a two-lane to six-lane facility. The speed limit along Ortega Highway is 35-45 miles per hour (mph), Curbside parking is not permitted. l-5: l-5 is a north-south interstate freeway located west of the project site. l-5 has L0 travel lanes in the project vicinity, of which 4lanes are general-purpose lanes and 1 lane is a high-occupancy vehicle lane in each direction. Avenida La Pata: Avenida La Pata is a divided north-south roadway east of the project site. lt has four to six travel lanes. The speed limit along Avenida La Pata is 55 mph. On-street (Class ll) bicycle lanes are provided on both sides of the street. Curbside parking is not permitted. Reata Road: Reata Road is a divided two-lane roadway that connects Ortega Highway to residential neighborhoods north of Ortega Highway. On-street (Class ll) bicycle lanes are provided on both sides of the street. Curbside parking is not permitted. La Novia Avenue: La Novia Avenue is a divided four-lane, north-south roadway located northwest of the project site. La Novia Avenue is designated as a Primary Arterial in the City's Circulation Element. The speed limit along La Novia Avenue is 35 mph. Curbside parking is not permitted on either side of La Novia Avenue. Rancho Viejo Road: Rancho Viejo Road is a divided four-lane, north-south roadway located northwest of the project site. Rancho Viejo Road is designated as a Secondary Arterial north of Ortega Highway and a Collector south of Ortega Highway in the City's Circulation Element. The speed limit along Rancho Viejo Road north and south of Ortega Highway is 45 mph and 30 mph, respectively. Curbside parking is not permitted on either side of Rancho Viejo Road. Existing Traffic Volumes and Levels of Service Existing traffic volumes were collected by National Data & Surveying Services (NDS) and Wiltec in March and November 2018 for the study area intersections and roadway segments. Existing traffic volumes were collected in May 20L7 for the intersection of Avenida La Pata/Stallion Ridge. Per discussion with City staff, a growth rate of 4.3 percent per year was applied to the entering/exiting traffic volumes to/from the San Juan Hills High Schoolfor the intersection of Avenida La Pata/Stallion Ridge due to the 4.3 percent increase per year in student enrollment. Appendix A provides the existing traffic volume data. The existing a.m. and p.m. peak-hour turn movement volumes for the study area intersections are shown on Figure 4. a a a a 8P:\ocY1701. 15\Traff ic\DocVIA.docx (08/09/19D ! .l .\:?vã l\.\ 'a" åI .ú ,B '.qo .e aâ'ù \ { Ét¿ EI ;,'i . t,+ :..'í) ' ' \o ¡t 1,ap € 9lLEGEND @ - Study Area lntersection 4 La Novia Ave/ortega Hwy a 1015 / 1516 '2ßt176 -l a * 1546/ 1051 5 Reata Rd/Ortèga Hwy 1221t1525 : 3/3 -t L 24114 + 1427 I 1026 1 l-5 SB Ramps/ortega Hwy aa e 652/708 11621108r'. + 194t172 1 2 l-5 NB Ramps/Ortega Hwy t t82 145211522 - 6n15ß -I 3 RanchoViejo/ortega Hwy J -t L 419 I 214e 14a911125aña 1061 / 1440 567 i 358 'r1lj 6 Ave La Pata/Ortega Hwy L 291 654 / 109 I 293 487 t514 J 199 /832 + 385/223 I eì1Ê 7 Ave La Pata/Stall¡on Ridge 19t 109 t46 L IJ-t û N LEGEND xxx/YYY AM / PM Volume NB = northbound SB = southbound FIGURE 4 Capistrono Greenery at Prima Deshecha Landfill Existing Peak-Hour Volumes P:\OCY1701.15\Traff ic\xls\Figures\Exist¡ng Vols.xlsx (8/9/2019) TRAFFic lMPAcr ANALYStS Aucusr 2019 CAplstRANo GREENERy AT PRTMA DESHEcHA LaNDftLL SaN JuaN CAPtsrRANo, CALTFoRNTa LSA Tables B and C summarize the results of the existing peak-hour LOS analysis for the study area intersections using the ICU and HCM methodologies, respectively. The existing ICU and HCM worksheets are contained in Appendices B and C, respectively. As shown in Table B, all study area intersections, including the hot-spot intersections, currently operate at satisfactory LOS based on the ICU methodology. As shown in Table C, all study area intersections, including the hot-spot intersections, currently operate at satisfactory LOS based on the HCM methodology. Existing roadway segment ADT volumes, v/c ratios, and LOS are presented in Table D. As Table D indicates, all study area roadway segments, including the hot-spot roadway segment, currently operate at satisfactory LOS. EXISTING PLUS PROJECT CONDITIONS Existing Plus Project Traffic Volumes and IOS To determine the Existing Plus Project condition, traffic generated by the proposed project was added to existing baseline traffic volumes at the study area intersections, Figure 5 shows the resulting Existing Plus Project peak-hour traffic volumes, Tables E and F summarize the results of the Existing Plus Project peak-hour LOS analysis for the study area intersections using the ICU and HCM methodologies, respectively. The Existing Plus Project ICU and HCM worksheets are contained in Appendices B and C, respectively. As shown in Table E, all study area intersections, including the hot-spot intersections, are anticipated to operate at satisfactory LOS based on the ICU methodology. As shown in Table F, all study area intersections, includingthe hot-spot intersections, are anticipated to operate at satisfactory LOS based on the HCM methodology, Therefore, a significant project impact would not occur at any study area intersection based on the ICU and HCM methodologies. Existing Plus Project roadway segment ADT volumes, v/c ratios, and LOS are presented in Table G. As Table G indicates, all study area roadway segments, including the hot-spot roadway segments, are anticipated to operate at satisfactory LOS with the project. Therefore, a significant project impact would not occur at any study area roadway segment. coNcLUstoNs The Capistrano Greenery project can be implemented without impacting the surrounding circulation system. The evaluation of the study area intersection and roadway segment LOS with the proposed project on site would not create any significant adverse impacts according to the City's performance criteria. P:\ocY1701. 1s\Traff ¡c\Doc\TlA.docx (08/09/19D 10 LSA Table B: Existing lntersection level of Service Summary (lCU) lntersection Control Peak Hour Existing tcu tos 1 t-5 SB Ramps/Ortega Highwayl Signal AM 0.644 B PM 0.680 B 2 l-5 NB Ramps/Ortega Highwayl Signal AM 0.718 c PM 0.688 B 3 Rancho Viejo Road/Ortega Highway Sisnal AM 0.650 B PM 0.789 c 4 La Novia Avenue/Ortega Hiehway Signal AM 0.640 B PM 0.670 B 5 Reata Road/Ortega Highway Signal AM 0.594 A PM 0.562 A 6 Antonio Parkway-Avenida La Pata/Ortega H ighway Signal AM 0.654 B PM 0.607 B 7 Avenida La Pata/stallion Ridse Signal AM o.424 A PM 0.308 A 1 lntersection is considered a hot-spot location (LOS E is acceptable). ICU = lntersection Capacity Utilization LOS = level of service NB = northbound SB = southbound P:\OCY1701.1S\Traffic\xls\lntersection LOS.xls\Existing ICU {8/9/2019) LSA Table C: Existing lntersection Level of Service Summary (HCM) lntersect¡on Control Peak Hour Existing Delay tos 7 l-5 SB Ramps/Ortega Highwayl Sisnal AM 25.L c PM 22.9 c 2 l-5 NB Ramps/Ortega Highwayl Signal AM 44.5 D PM 38.9 D 3 Rancho Vieio Road/Ortesa Hishwav Signal AM 44.2 D PM 49.3 D 4 La Novia Avenue/Ortega Highway Signal AM 21.4 c PM 21.5 c 5 Reata Road/Ortega Hishwav Sisnal AM 18.1 B PM 19.3 B 6 Anton io Parkway-Avenida La Pata/Ortega Highway Signal AM 37.5 D PM 30.6 c 7 Avenida La Pata/Stallion Ridge Sienal AM 24.8 c PM 73.2 B 1 lntersection is considered a hot-spot locat¡on (LOS E is acceptable). HCM = Highwoy Capacity Mdnual LOS = level of service NB = northbound SB = southbound P:\OCY1701.1S\Traffic\xls\lntersection LOS.xls\Ex¡sting HCM (8/9120191 LSA Table D: Existing Roadway Segment Level of Service Summary is a CMP location (LOS E is acceptable). 2 Segment is considered a hot-spot location (LOS E ¡s acceptable). ADT = average daily traffic cMP = Congestion Management Program D = divided LOS = level of service NB = northbound SB = southbound V/C = volume-to-capacity râtio Existingtos E Capacity ADT vlc tos No. of LanesOrtega Highway Segment 0.580 A8D75,000 43,468l-5 SB Ramps to l-5 NB Ramps"' 49,586 0.881 D6D56,300l-5 NB Ramps to Rancho Viejo Roadl 46,900 42,4L0 0.904 E5DRancho Viejo Road to La Novia Avenuet 4D 37,500 36,427 o.97I ELa Novia Avenue to Reata Roadl 35,968 0.959 E4D37,500Reata Road to Antonio Parkway-Avenida La Pata P:\OCY1701.1s\Traffic\xls\Roadway Segment LOS.xls\Existing (81 9 /20791 t.: {* { ¿ ÉÉ,t v ,å á'ô ð.9, 1 4ù ,,'ff l 2 Ê óô Ë ùfÕ o San Juan Crpirtráåo 2¡ 6 LEGEND @ - Study Area lntersection {È 1 l-5 SB Ramps/Ortega Hwv 194t172 1 € 6521708 309 /403 NR 2 l-5 NB Ramps/Ortega Hwy t8258L 145211522 + 6nt5& -I 3 Rancho Viejo/Ortega Hwy J -t. 419 I 214 1492 I 1128 \\\ 1aña 1cÉ,4 t1M3 567 /358 +ì1r> 4 La Nov¡a Ave/Ortega Hwy - 1549 / 1054 2æ I 176 -t. 5 Reata Rd/Ortega Hwy L 24t14e 1430 / 1029 57 t81 J 1n411528 + 3/3 -1 <ì1Ê 6 Ave La Pata/Ortega Hwy 487 I 514 199 /832 Mt226 J -t / 109 I 293ES= L 291 e654 +ì1r' 7 Ave La Pata/Stallion R¡dge 16'19 i 7t4 L 551 /159 J 109/46 I 11 t N LEGEND xxx/YYY AM / PM Volume NB = northbound SB = southbound FIGURE 5 Cop¡strono Greenery at Prima Deshecho Landfill Existing Plus Project Peak-Hour Volumes P:\OCY1701.15\Traffic\xls\Figures\Exist¡ng Plus Project Vols.xlsx (8/9/2019) LSA Table E: Existing Plus Project lntersection Level of Service Summary (lCU) 1 lntersection is considered a hot-spot location (LOS E is acceptable). 2 A significant project impact occurs when the ICU in (2) minus the ICU in (1) is 0.01 or greâter and the LOS ¡n (2) is E or F ICU = lntersection Capacity Utilization LOS = level of service NB = northbound SB = southbound lntersection Control Peak Hour 1 2 3 Existing Existing Plus Proiect Project lmpact2 rcu LOS tcu ros rcu Yes/No 7 l-5 SB Ramps/Ortega Highwayl Signal AM o.644 B 0.644'i B 0.000 No PM 0.680 B 0.681.B 0.001 No 2 l-5 NB Ramps/Ortega Highwayl Signal AM 0.718 c 0.7L9 c 0.001 No PM 0.688 B 0.689 B 0.001 No 3 Rancho Viejo Road/Ortega Highway Signal AM 0.650 B 0.651 B 0.001 No PM 0.789 c 0.790 c 0.001 No 4 La Novia Avenue/Ortega Highway Signal AM 0.640 B 0.641 B 0.001 No PM 0.670 B 0.677 B 0.001 No 5 Reata Road/Ortega Highway Signal AM 0.594 A 0.59s A 0.001 No PM 0.562 A 0.563 A 0.001 No 6 Anton¡o Parkway-Avenida La Pata/Ortega Highway Signal AM 0.654 B 0.655 B 0.001 No PM 0.607 B 0.607 B 0.000 No 7 Avenida La Pata/Stall¡on Ridge Sisnal AM o.424 A 0.425 A 0.001 No PM 0.308 A 0.309 A 0.001 No P:\OCY1701.15\Traffic\xls\lntersection LOS.xls\Existing+Project ICU (8/9/2019) LSA Table F: Existing Plus Project lntersection Level of Service Summary (HCM) 1 lntersection is considered a hot-spot location (LOS E is acceptable). 2 A significant project impact occurs when the delây in (2) minus the delay in (1) is 1.0 seconds or greater and the LOS in (2) is E or F HCM = Highwoy Copocity Monuol LOS = level of service NB = northbound SB = southbound lntersect¡on Control Peak Hour L 2 3 Existing Existing Plus Proiect Proiect lmpact2 Delay ros Delay LOS Delay Yes/No 7 l-5 SB Ramps/Ortega Highwayl Sisnal AM 25.r c 25.1 c 0.0 No PM 22.9 c 22.9 c 0.0 No 2 l-5 NB Ramps/Ortega Highwayl Signal AM 44.5 D 44.7 D o.2 No PM 38.9 D 39.1 D o.2 No 3 Rancho Vieio Road/Ortega Highwav Signal AM 44.2 D 44.4 D 0.2 No PM 49.3 D 49.5 D 0.2 No 4 La Novia Avenue/Ortega Highway Signal AM 2t.4 c 27.4 c 0.0 No PM 2t.s c 2L.6 c 0.1 No 5 Reata Road/Ortega Hiehwav Sisnal AM 18.1 B 18.1 B 0.0 No PM 19.3 B 79.4 B 0.1 No 6 Antonio Parkway-Avenida La Pata/Ortega Highway Signal AM 37.5 D 37.7 | D 0.2 No PM 30.6 c 30.7 c 0.1 No 7 Avenida La Pata/Stall¡on R¡dse Sienal AM 24.8 c 24.8 c 0.0 No PM t3.2 B 13.2 B 0.0 No P:\OCY1701.ls\Traffic\xls\lntersect¡on LOS.xls\Existing+Project HCM (8/15/2019) LSA Table G: Existing Plus Project Roadway Segment Level of Service Summary lsegment is a CMP location (LOS E is acceptable). 'segment is considered a hot-spot location (LOS E is acceptable). 3 A significant project impact occurs when the V/C in (2) minus the V/C ¡n (1) is 0.01 or greater and the LOS in (2) is E or F ^ = change ADT = average daily traffic CMP = Congestion Management Program D = divided LOS = level of service NB = northbound SB = southbound V/C = volume-to-capacity ratio Ortega Highway Segment No. of Lanes tos Ë Capacity I Project ADT 2 3 Existing Ex¡st¡ng Plus Project Proiect lmpact3 ADT vlc tos ADT vlc tos a v/c Yes/No l-5 SB Ramps to l-5 NB Rampsl'2 8D 75,000 43,468 0.580 A 30 43,498 0.580 A 0.000 No l-5 NB Ramps to Rancho Viejo Roadl 6D 56,300 49,586 0.881 D 60 49,646 0.882 D 0.001 No Rancho Viejo Road to La Novia Avenuel 5D 46,900 42,4t0 0.904 E 60 42,470 0.906 E 0.002 No La Novia Avenue to Reata Roadl 4D 37,500 36,421 0.971 E 60 36,481 0.973 E 0.002 No Reata Road to Antonio-Avenida La Patal 4D 37,500 35,968 0.959 E 60 36,028 0.961 E 0.002 No P:\OCY1701.15\Traffic\xls\Roadwåy Segment LOS.xls\Existing+Project (8/9/2019) TRAFFTc lMPAcr ANArYsrs AUGUsr 2019 CAPISTRANo GsEENERY AT PRIMA Dûs8!cHA LANDFILL SAN JUAN CAPISIRANo, CALIFoRNIA LSA REFERENCES City of San Juan Capistrano. 1998. Adm¡nistrative Policy No. 310. (Adopted June 27,7989; revised AprilT, L998). 1999. General Plan. Circulation Element. Adopted December 1,4,1999. Orange County Transportation Authority (OCTA). 2077. Congestion Mønogement Progrom. LSA. 2017. SR-74 Lower Ortega Highwoy Widening Project Troffic Study Report December. Transportation Research Board (TRB). 1982. NCHRP Report 255: Highwøy Troffic Data for Urbonized Area Project Plonning ønd Design. December. 2017. Highway Copacity Monuol,6th ed. Pr\ocY1701. 15\Traff ¡c\Doc\TlA.docx <08/09/19)18 TRAFFTc lMPAcr ANALYsts AuGUsr 2019 CAptsrRANo GREENERy Ar PRrMA DESHEcHA LANDFILL SAN JUAN CAPrsrRANo, CALIFoRNIa LSA APPENDIX A EXISTING TRAFFIC VOTUMES P:\ocY1701. 15\Trâff ic\Doc\TlA.docx <08/09/19, National Data & Surveying Sen¡ices Intersection Turning Movement Count Lo6t¡on: l-5 SB râmps & Ortega Hwy C¡ty: San Juan Gp¡strano Controt Siqnal¡zed Pþjd ID: 18-01238-008 Dåter 1ll13' 11115/2018 NS/EW ¡-5 SB ramps l-5 SB ramps Ortega Hwy Ortega Hwy 2 2 0 3 1 7..15 7 i3o 0 0 n 0 0 n 0 0 o 0 0 n NORTHBOUND 0 0 0 0 83 a2 168 184 147 0 0 n WESTEOUND 2 2 TOTAL -1Ç6- 944 1025 8:00 A! 8:15 AN 8:30 Al" 8:45 A! 203 178 233 254 2t7 283 39 44 l7l r66 180 208 162 189 0 0 0 26s 232 230 32 37 79 91 79 87 130 166 148 L42 961 933 820 86s TOTAL VOLUMES APPROÀCH %'s NL 0 NR 0 NU 0 NI 0 5t 2 5U 0 0.060/"0.0001 5L 1579 49.610/ı 5R 1602 50.330A IR 303 tsU 0 13.030Á o.000r tL tto 2022 0.000/. 86.q70l. 00 0.00o/o 0.0001 642 1223 34.4)o/" 65.5Ao/ø 7373 IU PEAK HR FAqOR 0.000 0.000 0.000 0.000 875 2 900 00.854 0.500 0.886 0.000 0 0 0.000 0,000 t074 1740.901 0.821 316 0 0.9s2 0.000 624 00.848 0.000 IU IAL 3965 0.958 0 NI 0 Nil 0 0 NT NÞ 2 0 0 t 0023 2 0 WESTBOUND 2 0 TÔTÂI 4:15 4r30 107 102 99 183 178 17) 1045 1007 1013 1n17 0 0 0 270 2s3 268 173 176 177 0 0 0 242 270 2s6 41 39 45 5:15 PN 5:30 PN 5:45 P! 102 lol 97 83 182 r88 171 169 1048 985 979 1000 229 228 230 191 195 2\1 0 0 0 234 253 269 38 34 38 TOTAL VOLUMES APPROACH %'s NL 0 NR 0 NU 0 NI 0 5t 3 5U 0 0_mo/.0.0001 5L 1995 56.930Á 5R r506 4) 980/ı ER 325 EU 0 13-670/.0.000r tL tt0 2053 0.000/. 86_330/. 00 0.00o/¡0.0001 793 1419 35.85oÁ 64.150/¿ 8094 IU ÞEÂK HR FÂMR 0.000 0.000 0.000 0.000 0 0.000 1032 0.9s6 1 7220.250 0.921 0 0 0.000 0.000 1054 1660.921 0.922 402 708 0 00.985 0.973 0.000 0.000 IU IAL 4085 o,914 National Data & Suneying Seruices lntersection Turning Movement Count La.lor: 15flB.dnpseor¿9à Hq C¡V: Snlu¿n 6Þbtdm D¡t.r 1Vß rtr5ro13 2,5 0.5 0 0 0 2.t 0 1145 0 ls 6 5 slðt 115329ß 1t3 16 03A9160t3071603710ræ00 52 0 136 0 1492 133 0 00 31 ß¡ó ór9 0 10,&t 0.s1 0,932 0.@ 0,þ I 731 61 0 1670m 0,ñ 0.9s 0.@ 0,974 2302ó0130,t5 0.m 0,72¡ 0.@ Û.913 2-5 9 22 t2 1t l7 357 146 0 2S 23t 195 25ß 233 r62 0 6901S 92 2æs 1075 0 3 0 rü2 143 0 00 s!355sr010,8 0.9 o.sg 0.@ 0.2s 09¡54500@ 0.976 0.417 0,@ 4tt542 0955 0¡$ 0m 0.s National Data & Surveying Services Intersection Turning Movement Count Locationl Rancho Vlejo Rd & Orlega Hwy C¡tyr San luan Capistrano Controlr Signalized Prcjed ID: 18-01238-010 Date: 11/13 - 11/15/201B e Total r{s/Ew Rancho Vleþ Rd Rancho Viejo Rd Onegâ Hwy Ortega Hwy 1.5 1 0.5 0 1,5 1 0.5 0 I 2 I 0 31 0 7 i75 7i3O 38 49 10 13 0 0 46 42 20 26 25 26 26 37 278 83 72 10 9 416 403 65 97 1027 1055 9U 77 43 48 {o 45 l8 16 ¿q 13 12 13 u 0 0 0îil| A:UU 8:15 Br30 8i45 5l 38 40 50 2l 20 23 25 26 34 40 53 64 62 294 230 220 210 202 115 101 119 ¿6 14 18 19 405 343 10u 118 105 79 IJUb I 138 1079 1001 TOTAL VOLUMES NL N NK NU 434 r80 100 0:l 115 302s 703 0 86763260 43.100k 0.0001 203 217 27.2tok 29.09øk EL 378 77.21o/o ÈI EK2081 908 61.700k 26.920k ÈU 6 0.180/ r31 58 0 0.744 'l 074 0.604 0.000 PEAK HR VOL PEAK HR FACÎOR 2b9 0.747 166 0.814 0.000 124 109 0.620 0.801 ñ 79) 233 3 0.910 0.375 1061 5670.847 0.702 7T 419 0.683 o qi7 0.888 0.000 1489 0.919 4703 0.900 AM 1.5 NI 1 NÏ 0.5 NR 0 Nlt NORI HBOUND 1.5 sl 1 ST 0.5 SR 0 I 1 02 SOUIHEOUND TA5ì BOUND 1 3 1 0 wt5truuNu TOTAI 4:15 4r30 ttt 101 1ls c3 34 )2 ¿J 26 25 73 64 65 79 J5 30 33 )7 7t 70 3E 40 41 3ß 353 374 3s3 EÓ 98 87 A7 1l 13 10 1i 5¿ 53 ¿63 265 1144 1193 1157 1 153 23 23 23 20 29 34 26 5rOU PMt llb 5:1s PMI 106 s:30 PMI 117 s:ls eml es 85 69 73 55 24 34 26 31 12 60 55 38 36 40 36 38 2fo 319 307 84 115 115 106 1 1 2 3 t2 t7 9 11 ¿14 283 242 220 51 42 38 39 lltt 1138 1077 1019 TOIÂL VOLUMES 2ll NL NI NR NU B54 195 0I 02r4898384 89585561 42.400/0 0.0801 240 502 18.480Á 38.65olo ÈK 778 11 20.640k O.29o/t IL 307 8.15olo EI 2673 7O.92o/o lm 91 0 o.779:l o 9)7 0,933 0.000 PAK HRVOL PEAK flR FÂIOR 4¿O 0.913 274 I 0.867 0.250 125 2't70.893 0.923 o q30 157 358 4 0.957 0.913 0.500 1440 0.963 49 2t4 t.942 o q?5 0.939 0.000 1125 0.922 4647 0.974 WILTEC Phone: (626) 564-1944 Fa'x: (626) 564-0969 ìnfo@wiltêcusa.com INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: PROJECT: DATE: PERIOD: INTERSECTION: CITY: N/S LSA ORTEGA HIGHWAY (SR-74) - SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 7:00 AM TO 9:00 AM LA NOVIA AVENUE ORTEGA HIGHWAY SAN JUAN CAPISTRANO E^/v ORTEGA HIGHWAY -l I L Lt 0------' 1015+ <-1546 f-2Oat i------0 t &I 1 r 234- + LA NOVIA AVENUE PEDESTRIAN COUNTS 15 MIN COUNTS NORTH IFG EAST IFG SOUTH WEST LEG TOTAL pFRtôn 700-715 0 c a 715-730 c c 7?ñ-74\c 0 745-400 c 1 1 800-815 c 1 2 R15-R30 c 1 0 2 830-845 c 1 o o 1 r c 0 0 0 HÔI IR TÔIAI S NORTH LEG ÊAST SOUTH WEST IFG TOTAL TERIOD 700-Roo (1 1 0 2 715-81 5 (2 a A 730-830 (t c 7¿q-AÀA 0 4 2 c € 800-c00 0 2 a BICYCLE COUNTS t5 ¡flN COUNIS NORTH IEG EAST LEG SOUTH Fê /VEST IOTAL )FRiÔD 700-715 o r 1 c 1 7 1\-7?ã 0 (C c 0 73ô-745 0 0 (f ¡ 745.800 n 0 ((c Rôô-ÂI5 0 0 0 (c 815-430 c c n f c c c 0 (c Ê¿5-000 c c c 0 r HÔIJR TOTALS NORÏH IFG EAST FG SOUTH FG WESÏ LEG TOTAL ÞFRtôn 700-8oo c 1 7r5-815 c 0 c 0 7 Á5-445 0 0 300-s00 0 o 0 NORTH APRCH APRCHI FXIl APRCHI EXI I 700-800 0t 1686t 1313t 6031 4151 1323t 1884 7t5-Aí5 ot 0 47^Al 1tÁ51 626t 446t 12531 1942 7în-Â1ô ol 0 't764t 11azt 5951 388t 1 1801 1 96€ 746-445 0t 1707t 1099t 4961 2441 1 067t 1921 ôo-coo 0t C 16061 mRl 409t 2301 9571 1864 r5 MtN COtjNTS I NBTH I NBLT 111 WBRT WBTHPERTOD ôl )al 26i ol ol 74207îî-1 15 col ol ol ol 3451 271 ol 1e c 86 ol ssl 262 0l ol 89Col ol 38ol 4el ol 5€7 15-730 col ol ol ol 1021c115ol 11ol 26171ı-7¿C ol ol c ol ol 37el 8ol ol 82 a 122 ol aol 30¡ol ol 9s!nl ol as¿l stl ol oc7¿5-AOO col ol ol ol 76!a 73 ol 351 1Beol ol 3e3l 471 ol 2(800-815 col ol ol ol 79rc74ol 241 2içì15-Êio ol ol ol ol 41sl 2ol ol 4( ol ol :aol zzl ol 2€r 7t al 2tl 23¿ol ol 75rì30-8¿5 ol ol ol ol z{fc6€ol 2sl 2o7ololol ol 3B5l 3ol ol 27345-900 ]ôI IR TÕTAI S € NRTF c NRI'I EBTH 7 )FRìOO I ol 0l 361i038€ol 2271 109670n-Âoô ol ol 0 ol ol 14e8l l8sl ol 217 39Í ol 23sl 1or5 ol ol 363iol ol 15461 2ogl ol 234 07 15-P'15 0ol ol ol ol 3s3{o 384 ol 2oel s7iol ol 158sl 17sl ol 211730-830 0ol ol nl rr:l s¿¿ol ol B27c0341olol0ol ol 15s61 1211 ol 1sg ol ol 306202470l 1111 84€0ol ol ol ol 1s771 11el ol 122300-900 PEAK HOUR 71 5-815 WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 ¡nfo@wiltecusa.com INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: PROJECT: DATE: PERIOD: INTERSECTION: CITY: LSA ORTEGA HIGHWAY (SR-74) - SAN JUAN CAPISTRANO TUESDAY I\¡ARCH 27, 2018 4:00 PM TO 6:00 PM LA NOVIA AVENUE ORTEGA HIGHWAY SAN JUAN CAPISTRANO VEHICLE GOUNTS IS IUIN COUNTS 1 e WBL'TPFRIÔD 400-4t 5 ol ol ol n ol ,â3 3l ol ¿ql of 71 ol 3el 42ol ol ol 867 415-430 OI 0l ol (ol 2s€41 ôl 301 ol Aç ôl s6l ¿ml ol ol a3¡ 4a¡-Áaq ol ol ol (ol 26€0l 571 ol 74 0l 411 3291 ol 0l 801 d45-500 ol ol ol r ol za¿?F nl qzl ol ol ¿ol qnrl nl ol zzt 500-5r5 ol ol ol t ol 25¿2?.ol 461 ol 61 ol 421 3161 ol ol 74t 515-53ô ol ol ol (ol 2sc 42 ol 381 ol 4i 0l 371 3821 0l 0l 83€ 530-545 0l ol ol (al ))Á ,t ôl 6Rl ol ol zzl rznl nl ol zcç ol ol ol (0l 23C 4C ol 4sl ol 57 ol 2Al 4071 ol ol 811 {ÔI IR TÔTÀI S 1 6 )ERIOD 4ôô-500 ol ol ol (0l 105'1 129 0l 1671 ol 24C ol 1761 15161 ol ol 3275 415-5r5 ol ol ol r ol toat 1?1 ol 17ol ol 23c ol 17el 14121 ol ol 31s¿ 0l ol ol (ol 107ê 122 ol 17sl îl ??F ol lsol r3s8l ol ol 31st ol ol ol (0l 1032 112 0l 1891 ol 222 ol 15rl 14371 ol 0l 314: 500-600 0l 0l 0l (ol 99€127 ol 2oil ol 23...ol 13sl r4s3l ol ol 3181 + -1051 -129 { N/S E^^/ t------i------l .-l I 0 Lt I 0tI 0 I &10-_____r IO----J f I r ORTEGA HIGHWAY 1516+ 176 PEDESTRIAN COUNTS ,15IVIN COUNTS NORIH PFRIÔN 400-415 0l ol 0 ol c 4t5-¿3ô ol ol 0 ol c 430-445 ol ol n ôl a 445-500 ol ol 1 0l 'l 500-515 ol Õl n ol a 515-530 ol 2l 0 ôl 5?ô-Ã¿Ã ol 2l 0 ol 545-600 ol ol 0 ol a HOUR TOTALS NORTH PFRIôN 400-500 ol ol 1 ôl 1 415-515 ol ol 1 0l 1 430-530 nl tl 1 ol 445-545 0l 4l 1 ol 500-6ôô ol 4l 0 OI 4 LA NOVIA AVENUE LE '15 MtN COUNTS NORTH trG EAST IFGPFRIÔN 4ıô-A15 c c ol o¡r 415-430 c 0 0l 0l c 4?ã-t4q a 0 ol ol r 445-500 c ol ol 1 500-515 c 0 ol ol c 515-530 a a 1l ol 1 530-545 c 0l 0l 1 c rl ol HOIIR TOTAI S NORTH !EG EASI LEG LEGPERIOD ¿oo-500 c ol ol 1 415-515 c ol ol 1 430-530 c 1l ol 445-545 c t 1l ol 500-600 c 2 2l 0l 4 APPROAG}I SUMMARIES NOF(IHAPRCH I APRCHI EXITI EAST APRCH I APRCHI FXITI SOUTII APRCH I-îERıHl---r-iï \PRCH--- ÊÎiî 400-500 0t 0t I l80t 1683t ¿o7l 3051 1nqt 1)91 ¿ f 5-5r5 ol ôl 1 l63l 15A21 400t 300t 159',]1272 0t 0t 1 194¡1566t 406t 2A2t 1548 1304 45-545 0t 0t 1144t 16)At 4111 )63t 1588 1254 500-600 ol ol 1 1t\l 16A41 PEAK HOUR 400-500 WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 info@wiltecusa.com INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMMARY CLIENT: PROJECT: DATE: PERIOD: INTERSECTION:N/S LSA ORTEGA HTGHWAY (SR-74) - SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 7:00 AM TO 9:00 AM REATA ROAD ORTEGA HIGHWAY SAN JUAN CAPISTRANO E^/'/ CITY: VEHICLE COUNTS 15 MIN COTJNTS 1 SBI T 3U SBIIT WEITH € WE}L'I 6U WBUT 1 ÑRRÌ I NRTH I NBI T 11 EBÏH EBL]PERIOD 700-715 nl c 0 2 Rl 3Ân c c c ol c )45 1t ol 711 7 15-730 281 c c c 4l 34A c c a ol 1 292 1A ol 682 431 a c 71 356 a c ol 33€1C ol 76: 7¿\-goo 591 c €c ql i6r c ol r 305 ?1 ol 7s: 800-8'15 361 c A c 61 40€0 a a 0l 1 12 Õl 66¿ ì1Ã-Â30 311 c 4 1 21 38c 1 c c ol (2ãç 1a ol 641 ì30-445 281 1 1 r 6l )sF 1 ol 2 231 1i ol 5Br 145-900 361 r c 91 313 0 0l 1 1ç ol 59É IôI IR TÔTAI S 1 sRt Ì sRt t1 6 \A/BLT 6L WBUl NBR'T NRTF NRI ] 11 EBTI- 'ti EBLI)FRIÔD 700-Aoo 1s3l r 1?241 142i 1 o ol 1221 57 ol 290( 715-At 5 r 661 (11 (zzl 1¿51 1 0 2 ol A 1131 57 ol 2862 730-830 --- 16rt o )1 1 )ol 149!1 4 n 1 0l 1047 56 ol 2821 1 5¿l 1 1 181 143¿3 1 1 2 0l q3q A3 ol 2645 300-900 13ol 1 20 1 221 1396 2 2 o )ol 4 847 61 ol 2a9( tj' lt¿ +1427 -1 Y ió 2 + 0_____-r ^57----) 1221+ <-r (j t rI 3 I PEDESTRIAN COUNTS 15 MIN COUNTS NORTH lËG SOUTH WEST IEG TOTAL pFRtôn 700-715 c ol 0 c c 715-730 1 ol a c 1 1 ol c c 1 7¿5-AO0 (ol c c ( 800-815 (3l a c Rl6-ß30 0 ol c C ( 830-845 0 ol c o (ì 845-900 n ol c 0 0 HÔI IR TÔTAI S NORTH LEG EASI WEST IFG TOTAL PERIÔD 700-Ron 2 ol 0 0 2 7 15-A15 2 3l 0 0 730-830 3l 0 0 4 a 3l 0 c qoo-qoo 3l 0 c I BICYCLE COUNTS 15 t\ilN COUNTS NORTH FG EAST LEG SOUÏH LEG WEST AL PFRIôN 70G'715 c ol c 715-730 c ol 0 7ao-7¿5 0 ol 0 745-800 0 ol 0 AOO-R15 0 0 ol 0 ì15-A30 0 1 ol 330-845 1 c 0l q¿ç9no c c ol c HOI IR TÔTALS NORTH IFG EASÏ IFG SOUTH IFGÞFÞ¡ôN 700-goo c c 0 0l 71 5,Al 5 c c c ol 730-830 r 1 c ol 7¿*g¿5 1 1 c ol 800-900 1 1 c ol ORTEGA HIGHWAY + REATA ROAD ÄPPROÀCH SUMMARIES NOR-T APRCH WEST APRCH APRCF FXI]APR(]HI EXIT 700.aoo r¿55t 1237t 5t 4t 1)A1l 154) 715-A1 5 8'1 14821 11521 5t 5t 1192t 1b24 lq1 7Ê 15201 10721 AI Ãl I lo6t 1667 '45-445 1457t c66t 4t 6t 10n51 lScc Bô0-0ôo 152 8¿14221 A71l 4t 7t 912t PEAK HOUR 700-800 WILTEC Phone: (626) 564-1944 Fd: (626) 564-0969 info@wiltecusa.com INTERSECTION CAR/PÈD/BIKE TRAFFIC COUNT RESULTS SUMI\¡ARY CLIENT: PROJECT: DATE: PERIOD: INTERSECTION: E/VV LSA ORTEGA HIGHWAY (SR-74) - SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 4:00 PM TO 6:00 PN¡ REATA ROAD ORTEGA HIGHWAY SAN JUAN CAPIS'IRANOCITY VLTIIULE (;OUNTS 15 MIN COUNTS SRRI 2 SRTH 3 SRt T 3L SRIIT 4 I NBTH 1'l EBTH 12 EBLÏPFRIÔD 400-415 1E c 7 1 4 261 ol 3l 2 o nl ol 1 Á13 t(ôl fiî ¿1\-À?î 11 c 6 c 2 243 ol 2l 0 1l ol c 407 )1 0l 734 t30-ÅÁ5 2F n 1 t 2?9 ol 3l 0 1l ol 2 381 21 0l 68' 445-500 4t 0 I r 6 243 ol tl 0 o ol ol c atÁ 1ç ol Ãoô-ql5 0 7 c I 233 0l sl 0 0 0l ol c 343 14 ol 515-530 1ç 4 1 11 30n ol al 0 o ol ol c 341 2a ol 7os 530-545 2!0 2 c 7 t1a ol al 0 o ol ol 1 3R1 2A ol 6Ai 5¿5-6nô 17 n 1 a 11 23(ol sl 2 (0l 0l 1 394 2Ê ol 695 HÔIJR TOTAI S SBR'I 2 SBTH SBLT 3U SBtJ-T 4 WEìRT VIBTF t NBTF 't1 FRIH 12 FRI ]PERIOD ¿oo-500 9F n ,1 t 1Á 1 AtÍ ol 1ol 4 (2l ol 1525 8'l ol 279C 415-51 5 '11î.0 2i 1 18 99f ol 1?l )r )l ôl )ol zzoç 430-530 118 1 2a 2 27 1 01¡ol 16l 1 c 1l ol 2 1349 7ç.ol )67ê. 445-5¿5 11t 1 ?1 1 qq¿ol ttl n (ol ol 1 1389 a2 0l 265€ 500-600 1 11 1 98/0l 201 2 (0l 0l 2 r45S 91 ol 2707 N/S l-1g *1026 T-0 i------ 10J I t.'r 0______' 5 rit 0 I t 1 0 I 2 I ORTEGA HIGHWAY s1----J 1525+ lol REATA ROAD BICYCLE GOUNTS '151\rllN COUNTS SOUTH trG WEST AL pFprôn 400-415 ol c c ol 0 415-430 ol c 0 ol 0 430-A¿5 ol 1 1 ol 2 445-500 ol c c ol 0 5ôô-616 ol r c ol o 515-530 ol a c ol ô 530-545 ol c c ol 0 545-600 ol c a ol HOUR TOTALS sou-rH trG WEST AL PFRIôN 400-500 ol 1 1 ol 4l 5-515 ol 1 1 ol ¿30-Â30 ôl I I ol 445-545 ol c c ol 500-600 ol c c ol PEDESTRIAN COUNTS 1q MIN eôilNTS NORTH IFG EAST PFR IOf) 400-415 0 ol ol ol 415-¿3ô n ol ol ol 430-445 0 ol ol o¡ ¿¿6-600 n ol ol 3l 500-515 0 ol ol ol 515-530 0 ol ol ol 630-5¿5 n ol ol ol 545-600 0 ol ol 3l HOUR TOTALS NORTH IFGPFRIÔD 400-500 0 0l 0l 3l 415-51 5 n ol ol 3l 430-530 0 ôl ol 3l 445-545 (ol ol 3l 500-600 (nl ol ¡l NORTHAPRCH IÂÞÞeHl FYrrl ilS I APRCH I APRCHI EXTI UOUIHAPRÇH I-fpR-ıfiT---ãrrl WE¡' I APRQI.I-7FRıFl---ril -500 125t 97t 1050t 15661 6t 3t 1609t 11t4 415-515 r38t 94t 1A)Al I ¿9âl ¿l tl ¿m-61ìO r¿61 1oal 1058t 't431t 2t 3t 1470t 1 134 141t 1 15t 1(M3t 14271 ot 2l 1472t 11't2 0-600 logt 129t 10441 l¿951 2l 3l 15521 loRc PEAK HOUR 400-500 WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 info@wiltecusa.com INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMI\¡ARY CLIENT: PROJECT: DATE: PERIOD: INTERSECTION:N/S LSA ORTEGA HIGHWAY (SR-74) - SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 7:00 AIM TO 9:00 AM ANTONIO PARKWAY / AVENIDA LA PATA ORTEGA HIGHWAY SAN JUAN CAPISTRANO E/1/V CITY: VEHICLE GOUNTS 15 MtN COUNTS 3 SBLT 11 FBTH 12 FBI T 12tJ ÊarJ'f lolArPERIOD 7¡ı-7 1Ã lsl 106 ,6 ol 6C ß21 361 0l 7 571 7(Bl 4s 26 102 c 715-730 1791 228 0l 77 1e3l 361 ol 7 czl qq cl 71 33 12f.c I 156 730-745 1501 287 2A nl R7 tazl 5¿l nl 7 r60l a5 sl 116 50 103 c 1294 745-ÂOO ñ71 11r 38 tl 83 1661 ÁF,!ol 11 1381 99 e¡ 11e a 1 169 800-815 1s2l s4 ol 44 1331 2sl ol 1s rôol 11s 7l ai 4A '103 931 ¡zal 106 )1 ôl lsrl aÁl ol 83¡81 91 6i 48 91 88€ R3ô-A¿5 1321 94 21 ol 5l 14ol 221 0l 581 71 ¿l 1î1 A)t 845-900 13ol 7S 2ê ol rnrl zzl ol !¿ol 6)3l 58 124 a47 HÔI IR TÔIAI S SBL'T 1 11 FRTH 12 FRI Ï 12L FBIIf TÔTAIPFR IOT) 7NO-RÔô sztl 7?F 10ç tl ttç 7o1l 1nl ol 4Ðl 353 311 351 1A5 48€4492 715-41 5 5681 7)ê.11r 2l 291 6s4l 16rl 0l 4c 4941 398 3ol 38r 481 730-830 5171 603 11€21 27c 6121 1691 ol 4c ¿qol 3Rc 3ol ?iê )1¿45F 424( ¿qql a1t 11t )l )"a sqnl 1371 ol 3t 3881 36ê 291 32t 22C 45e 380€ 800,900 5221 371 10c 0l 193 6osl i23l ol 3¿2sol 32ç 231 )7!202 Á2(348€ -l I L Lr +L 291 -654 -161 + 5 I ¿az I 398 I 0------' 199+ Iii 30 I ri1 olo ORTEGA HIGHWAY lgozl 15 MIN COIJNTS NORTH IFG EAST IFG TOTAL ÞtrRtôn 700-7 16 n 0 ol 0 c 715-730 0 0 ol 0 c c n ôl a c 7¿5-80t)c 0 ol c c 300-815 c 0 ol c c c a ol a c 830-845 c c 0l c c 845-900 c c nl c f HÔI IR TÔTÀI S NORTH FG :AST EG SOUTH ]-OTAL PFR IÔÍ) 700-800 c c ol c r 7 15-415 a c ol c r 730-830 c c 0l c C r a ol r ( BOO-900 c c ol c c ANTONIO PARKWAY / AVENIDA LA PATA BICYCLE COUNTS 15 MIN COUNTS NOR-TH FG :ASI FG SOUTH IFGÞFRtôn 700-715 c 0 ol c 715-73î c o ol c 730-745 c 0 0l c 745-800 c ôl r Rn[R15 c ol c 815-830 c 4l 4 830-845 ol I R¿5-gOO o c ol t HÔIJR TOTALS NORTH ItrG EASÏ ItrG SOUTH Fê AL PERIOD 70GAOO 0 ol 0 715-815 0 0l 0 n al A 745-p,45 0 4l 800-900 0 4l 385------ Y APPROACH SUMMARIES NÔRTH APRCH FXtl APRCI-]EXIf 0-ao0 1421t 1244 1197 324 858t 1292t 16)A 715-e1S 1¿111 1?7¿'l 106 35¿962t 1302t 1071 16.2C loSt 9¿Ol 1 17At 1048 '1509 '45-845 1023t '108t 96',358 819t 9st 145 ROÕ-Côô 9C3l co:921 676t 7901 89€1451 PEAK HOUR 715-8'15 WILTEC Phonei (626) 564-1944 Fax: (626) 564-0969 ¡nfo@wiltecusa.com INTERSECTION CAR/PED/BIKE TRAFFIC COUNT RESULTS SUMI\4ARY CLIENT: PROJECT: DATE: PERIOD: INTERSECTION: CITY LSA ORTEGA HIGHWAY (SR-74). SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 4:00 PM TO 6:00 PM ANTONIO PARKWAY /AVENIDA LA PATA ORTEGA HIGHWAY SAN JUAN CAPISTRANO VEHICLE COUNTS r5 t\ÀN cotJNTS SRRT 4 WBRT N NBUl 11 EBTH EBLptrRtôn 400-¿1 5 l5l 12?l 761 )f.7el 1F ol 33 1261 7Í 4 691 23s 1271 ol 11¿î 415-430 145 1't4l 701 c 29 631 1C ol 38 131 I 81 sol 209 129l,ol 1071 Á10-a¿5 10¿e1l 671 c 821 2i ol 2s 1221 71 c 571 2i4 14sl ol 1o3i Á¿5-500 1?9 1151 661 1 37 6el 1t ol )A 1 4sl ¿71 17a r 131 ol rooT 500-515 123 1291 451 c 631 11 ol 24 1451 71 431 160 1471 0l 995 q15-Ã3n 143 1\71 6Rl (a1 \21 1ç ol 34 1661 9r ¿581 150 1201 ol 1097 530-545 106 1t1l 5¿l a )3 651 1a ol 21 1?31 4ç 7sl 169 r69l ol 993 545-600 105 13sl 471 c 26 621 17 0l 19 1171 8C 761 150 1381 ol 97s HôI IR TÔTAI S SBRT 4 \A/TìRT 9U NBI I1 11 PERIOD ¿oo-500 \29 4421 27sl 109 2931 7?ol 127 5281 2sr €2nl 832 s1 4l ol 42sa 501 ¿¿sl 2¿sl 1 115 t77l ôl irn 5Á71 )sa 1s7l 7F7 53¿l ol allî 430-530 499 4921 2461 1 117 2661 6€ol 114 5A2l 30É I 20sl 698 s2sl ol 413C 501 \t2l 2??l 1 111 tadl ôl rô7 cÂcl tRF 11 ,211 ÂÃ1 6¿ql ol Áîqt 500-600 477 5421 2141 c 106 2421 62 0l 98 5511 301 12 2521 629 5741 0l 406c L- 109 T irs¡---_l +293 -73 t i------0 N/S E^^/ ttl529 442 279l¡lJ+L I 3 I 5 r 0------' ^514------) 832+ I 255 I 8 I r 27 I 1 ulu ORTEGA HIGHWAY Igssl ANTONIO PARKWAY / AVENIDA LA PATA BICYCLE GOUNTS f 5 MIN COUNTS NORTH TOTAL rÊRtÔn too-¿15 ol ol ol c 0 4'15-430 ol ol ol 1 1 t3î-u5 ol ol ol c 0 445-500 0l 0l 0l 1 1 ino-qtÃ ôl ol ôl c n il5-530 ol ol ol c 0 t30-545 ol ol ol c 0 ;¿5-600 ol ol ol c 0 IOI.-¡R TOTALS NORTH TOTAL )FRtÕn 400-500 ol ol ol 2 2 0l 0l 0l 2 43ô-530 ol ôl ol I 1 44Í"545 0l 0l 0l I 1 ol ol ol c 0 + PEOESTRIAN COUNTS l5IVIN COUNTS \ORTH FG EAST TOTAL PFRIOD 400-41 5 0 ol 0l c c 615-¿aO n ol ol c 0 430-A¿5 0 ol ol c 0 445-500 0 0l 0l c 0 500-515 n ôl ôl c n 515-530 0 ol ol 1 1 n ol ol c 0 545-600 0 ol ol 1 1 HOUR TOTALS \ORTH EAST TOTAL ÞFRlôn 400-500 0 ol ol c c 415-5'15 0 ol ol c 0 430-530 n ol ol 1 1 445-545 0 0l 0l 1 1 ÂôO-Aôô 0 ol nl t t APPROAGH SUMMARIES NO¡IIHAPRCH I APRCHI EXITI EAtt I APt'(Oft-ÃFftHT----EXil SOUIHAPRL;H I APRCHI EXITI whs I APR(;FT-ÃÞãıFT---* 400-500 12531 11541 475t 1234 958t 7 óAt 15691 1111 4r6-5.1 5 I 19ql 11971 ¿5Rl 1 065l 7 1gl 1¿ßAl 107 1234t 1225t 452t 1058 1012t 774t 14241 1074 445-545 12571 12501 4231 993 9A7t al 3t 14251 1 03€ 500-600 12331 1)?11 ô1îl 9¿1 9ã)l a6al 1¿551 1i)( PEAK HOUR 400-500 ITM Peak Hour Summary PreparÊd byl NÐS Dale: Day: 5/2/2017 Tuesday V¡sla Montana Start End AM 7:00 AÀl 9:00 ANil NOON NONE NONE PM 4:00 PM 6:00 PM Totallns & Outs AM NOON PM AM National Data & Suryey¡ng Seru¡æs La Pata Ave and Vista Montana , San Juan Capistrano NOON AM NOON PM Projecl #: 1 7'1 1 05-006 C¡ty: San Juan Capislrano AM Peak Hour 70O AM NOON Peak Hour PM Peak Hour 400 PIV TotalVolume Per Leg o G ñÀ oJA AM PM AM NOON PM Peak Hour 0 0 754 492 20 989 492 918 507 100 146 42 '19 0 7 24 16 10 599 538 164 463 29 667 0 0 s 0 0 Signalized CONTROL 0 0 0 4 0 0 0 0 0 4 0 0 0 0 1 [¡nsg AM È F C Ð a 3 AM NOONNOON PMPM tr+ 0 AM NOON PM 2 Tb AM NOON PM AM NOON PM11? 0 Lrneg AiI NOON PM Lqnes 0 '| 1 Lanes AM NOON PM 2 0.5 0.5 AM NOON PM 1266 989 0 0 748 829 9f8 0 276 26 0 20 607 0 r88 24 0 l0 599 631 0 0 538 697 North Leg East Leg Wesl Leq Soulh Leg 2255 0 1577 1525 0 464 50 0 30 1230 0 f235 North Leg East Leg West Leg Squlh Leg PM AM NOON PM Day: Tue - Thu Date: 111L3 - tl/t5/2018 Prepared by NDS/ATD VOLUME Ortega Hwy Bet. l-5 SB ramps & l-5 NB ramps AVERAGE C¡ty: San Juan Capistrano Project S: CA18_1240_003 00:00 00:15 00:30 OO:¿t5 0 0 0 0 0 0 0 o 30 1523 18219))96\47 45 4t 30 147 LZ:t O L2tLs t2:30 12t45 0 0 0 o 0 0 0 o 466 458 472 476 147) 305 275 JII )q7 1 1R8 77I 733 783 771 3060 01:00 01:15 01:30 O1:45 0 0 0 0 0 0 0 o 13 L1, 15 14 9 9 7 5 30q3 83 22 20 22 1g L3:00 13:15 13:30 13:45 0 0 0 o 0 0 0 o 462 294 519 278470 265 465 1q16 )7?1110 756 797 735 734 fo26 02:00 02:15 02:30 O2:45 0 0 0 0 0 0 0 o 72 74 8 t3 7 6 6 447 )7 70 19 20 t4 17 14:00 14:15 14:30 14:45 0 0 0 0 0 0 0 0 467 522 556 s77 237 264 239 32621,22 1066 704 786 795 903 3188 828 880 8r4 R?q ??q1 03:00 03:15 03:30 03:45 0 0 0 0 0 0 0 o 74 77 z> 22 5 5 a 6 1g7A 97 19 22 28 2A 15:00 15:15 15:30 15:45 0 0 0 0 0 0 0 0 516 539 508 543 372 34L 306 2462to6 1245 26 44 75qq t^¡ 819 787 808 7Rq e1 q7 04:00 04:15 04:30 04:45 0 0 0 0 0 0 0 0 188 37763 1275 193 20 47 16:00 16:15 16:30 16:45 0 0 0 0 0 0 0 0 525 s08 s30 517 294 273 278 272 1-1-772080 05;00 05:15 05:30 Oq:¿q 0 0 0 o 0 0 0 o 94 31115 511-47 49 )o7 56q 76 )O7 LZs 166 196 ?R? 77ll L7tOO t7tLs tTtl0 17 t4\ 0 0 0 n 0 0 0 n 523 458 487 ¿q5 284 292 27L )4q1 qÂl 1 0q6 807 750 758 744 ?oqq 06:00 06:15 06:30 O6:45 0 0 0 n 0 0 0 o 244 823r7 74405 734 ì7ç 1141 )46 ql6 376 391 539â)1 '19,77 LE:00 18:15 18:30 18:45 0 0 0 n 0 0 0 o 435 447 4t0 ?RR 1 6RO 260 234 227 )19 q40 695 681 637 60.7 )6)O 07:OO 07 t75 07:30 f}7t4\ 0 0 0 n 0 0 0 o 411, 420 459556 1R46 2LL 253 267 )11 q4) 672 673 726 767 )7P,P' 1.9:0O 19:15 19:30 19:45 0 0 0 0 (.) 0 0 0 357 180320 7s229r 723 )64 1)7) 1)'7 5R7 531 472 4t4391 1814 0E:00 08:15 08:30 O8:45 0 0 0 o 0 0 0 o 515 21,4434 256 396 22941) 17\7 ?24 9)3 729 690 625 636 26A0 Z0:U0 20:15 20:30 2O:45 0 0 0 o 0 0 0 0 744 110255 113 2r3 10523r 543 q1 419 354 368 318 322 1367 339 284 238 197 lnqR 09:00 09:15 09:30 09:45 0 0 0 0 0 0 0 0 398 407 376 378 244 241- 242 2771553 1004 642 642 618 655 2557 21:00 2l:LS 2Lt3O 21:45 0 0 0 0 0 0 0 0 246 2r0 L76 r32 93 74 62764 65 294 10:00 10:15 10:30 I n:¿ç 0 0 0 o 0 0 0 o 369 743406 2564r5 246 4)6 16'16. )AO qRS 6L2 662 661 Á66 )Ã(\'l 22iOO 22tLs 22:30 ))tL\ 0 0 0 o 0 0 0 o 133 100 86 Rq 57 35 39 ?6 1F,7¿'o,4 q71 190 135 !25 1)1 11:00 11:15 11:30 11 :¿5 0 0 0 o 0 0 0 o 408 436 46rAâ\ 177n. 268 292 301 1)6 11r'7 676 728 762 7q'l )c\7 23:00 23:L5 23:30 23:45 0 0 0 o 0 0 0 o 58 50 47 ?6 27 29 34 1R1q1 10R 85 79 81 \4 )99 26605TOTATS10913595016863TOTALSL72739332 sPuT %64.7o/"35.301 18,8o/c sPLtf %649%35.tot 6t.2% TOTATSBEBWBSBEBWBAM Period NB TOTAL PM Period NB AM Peak Hour AM Pk Volume Pk Hr Factor 07:30 7964 0.883 1.1:15 7224 0.939 11:45 3078 0.973 PM Peak Hour PM Pk Volume Pk Hr Factor 14:30 27Aa 0.948 !4:45 1285 o.942 14t45 ?425 0.9r¡8 7 - 9 Volume 7-9PeakHour 7-9Pkvolume Pk Hr Factor 3603 07;30 1964 0.883 x865 07:30 948 0.888 5468 07:30 2912 0.949 4 - 6 Volume 4-6PeakHour 4-6Pkvolume Pk Hr Fâctor 4043 16;0O 2080 0.981 2213 16:30 !!26 0.964 6256 16:00 3L97 0.976 Prepa.ed by NDS/ATD VOLUME Ortega Hwy Bet. l-5 NB ramps & Rancho Viejo Rd AVERAGEDay: Tue - Thu Date: 11113 - 1,1/7512018 City: San luan Capistrano Project S: CA18_1240_004 768 762 797 9)A ?1 \1 44 4t 31 )6 14) LZ:00 L2:LS 12:30 12:45 0 0 0 0 0 0 0 0 386 382388 374398 399 407 1579 477 t572 00:00 00:15 00:30 OO:45 0 0 0 n 0 0 0 0 24 2024 17 16 1518A2860 800 793 757 7Ã1 ?1 11 28 24 23')\'I nn 1.3:OO 13:15 13:30 13:45 0 0 0 0 0 0 0 0 389 394 408 415 4TT 399 349 3481606 1507 01:00 01:15 01:30 01 :¿5 0 0 0 o 0 0 0 o 1-4 13 12 12 !4 1-L 1-7 1351 49 798 838 840 q44 14)O L7 18 18)) 7\ l4:OO 14:15 14:30 t4145 0 0 0 0 0 0 0 0 396 459 467 527 402 379 373 417 1-57r1849 OZ:00 02:15 02:30 O2:45 0 0 0 o 0 0 0 0 89rzb 8101341934 976 984 1040 946 3946 23 30 35 4\144 15:00 15:15 15:30 15:45 0 0 0 0 0 0 0 0 520 456487 497 531 s09 498 2036 448 1910 03:00 03:15 03:30 O3:45 0 0 0 o 0 0 0 0 IT L216 t418 18zo 65 25 69 0 0 0 n 0 0 0 o 502 472 480 ¿F'1 1g?5 456 442 47t450 1819 958 914 951931 1754 0 0 0 n 0 0 0 n 33 Ef 66 31 38 67 qR16R )14 402 48 7I 119 164 16:00 16:15 16:30 16:45 04:00 04:15 04:30 04:45 LTtOO L7:15 17:30 17 tL\ 0 0 0 o 0 0 0 n 436 443 435 414 460 455 418 ?62't79)16q5 896 898 853 840 3447 05:00 05:15 05:30 fìq:¿q 0 0 0 n 0 0 0 o 74 L23106 190 138 2391q7 515 )A1 833 L97 296 377 478 1348 769 736 675 q7q )7\q 18:00 18:15 18:30 1ß:¿5 0 0 0 o 0 0 0 o 435 433 38s 22Ô 334 303 290 2407592 11,67 06:00 06:15 06:30 O6:As 0 0 0 o 0 0 0 o 222 316 392 368 28L 308 380 4351 298 1404 503 624 772 803 2702 528 495 450 ?q1 1R66 793 869 866 qRq ?q1? L9:00 19:15 19:30 1g:45 0 0 0 o 0 0 0 o 319 209 287 208262 188 226 7094 167 772 07:00 07:15 07:30 O7:45 0 0 0 o 0 0 0 0 363 399 407 s36 430 470 465 4491699 r874 361 348 3321)7 116R 985 880 84LR)q 15?1 ZO:OO 20:15 20:30 20t4S 0 0 0 o 0 0 0 0 205 156207 141 195 r37190 797 t37 57t 08:00 08:15 08:30 O8:45 0 0 0 o 0 0 0 0 529 414 358 400 456 466 483 4251707 1830 qg7 31,7 265 237 1Rq 785 773 72071q )q97 21:00 2*L5 21:30 2l:45 0 0 0 o 0 0 0 0 180 732166 99130 101 104 580 85 4r7 09:00 09:15 09:30 O9:45 0 0 0 0 0 0 0 0 364 339 327 318 7348 421 434 393 40r 1-649 1)9 579 180 L45 129 719 732 715 70P'2474 22:OO 22tLs 22:30 22t45 0 0 0 0 0 0 0 0 103 77 a7 587t 5872 333 53 246 10:00 10:15 10:30 10:45 0 0 0 0 0 0 0 0 321 )24 339 335 1332 398 395 376 373 1542 23:00 23:15 23:30 )atdq 0 0 0 o 0 0 0 o 56 42 42 39 37 35 )617?,177 95 79 77 5q 310 11:00 11:15 11:30 11.¿q 0 0 0 n 0 0 0 n 356 370 375 383 378 38417A 14R? ?gß 1 535 726 758 762 772 3018 2875020836TOTATS1536613384TOTALS978311053 58.ïo/cSPLIT %53.4%46,60ÁsPuï %47,Oo/o 53.001 42.Ool SB WB TOTALSBWBTOTAL PM Period NBAM Per¡od NB 49,586 Total PM Peak Hour PM Pk Volume Pk Hr Factor !4:45 2065 o.972 15:00 1910 0.938 15r00 3946 0,949 AM Peak Hour AM Pk Volume Pk l{r Fâdôr 07:30 1880 o.a77 O7i45 1854 0.960 07:30 37L6 0,943 3727 16:00 0.964 3514 16:30 1836 0.975 7241 16r00 3754 4-6PeakHour - 6 Pk Volume 3400 07:30 1880 o.477 3644 07:45 1854 0.960 7044 07:30 3716 7-9 7-9P€akllour - 9 Pk Volume Prepared by NDs/aTD VOLUME Ortega Hwy Bet. Rancho Viejo Rd & La Novia Ave AVERAGEDay: Tue - Thu Date: 11113 - t7hsl201,8 CitV: San Juan Capistrano Project #: CA18 1240_005 00:00 00:15 00:30 00:45 0 0 0 0 0 0 0 0 20 1320 L413 721669746 33 34 25 23 115 12:00 t2tls 12:30 t2t45 0 0 0 0 0 0 0 0 303 '299 306 333 32s 334 351 3671247 r377 6¿a 633 657 700 267A 01:00 01:15 01:30 nl.Áq 0 0 0 0 0 0 0 0 12 LT 11 10 1L 8 9 7I 3944 83 23 19 20 27 13:00 13:15 13:30 13:45 0 0 0 0 0 0 0 0 304 3L2 340 321 330 329 303 309t277 1277 634 64r 643630 2s48 02:00 02:15 02:30 i):84 0 0 0 0 0 0 0 n 96106 910't) Ãî, R ?o 7î 15 16 19 )('l 14:00 14:15 14:30 1L:Ã\ 0 0 0 n 0 0 0 n 33s 367 4t4 L?L 315 321 338 2,7)I qqn 1 2,¿.6 650 688 752 ROÂ ?Rq6 03:00 03:15 03:30 Ol:ll5 0 0 0 o 0 0 0 o 72 L4 1-4 17 10 13 15 \7 )ît çR 22 )a 29 a7 11q 15:OO 15:15 15:30 15:¿q 0 0 0 n 0 0 0 o 475 4t3437 482464 442 4)R 1RO4 ?R?'17)o 888 919 906 R1 1 2,q)Ã 04:00 04:15 04:30 04:¿5 0 0 0 o 0 0 0 o 1,2 77 47 qo 29 32 oð q6136 ))\ 4t 59 115 146 161 16:00 16:15 16:30 16:45 0 0 0 o 0 0 0 n 454 43r 451, 4)\ 17ã1 326 357 J Jtr ?q? 1?71 780 788 787777 11?.) O5:00 05:15 05:30 O5:4S 0 0 0 0 0 0 0 0 54 74 115 156 119 186 242 2851gg a7) 173 260 357 441 1)7',1 17:00 L7tls 77t30 77 145 0 0 0 o 0 0 0 o 400 390 417 403 337 340 296 )7)1610 1)4\ 737 730 713 67\28q5 06:00 06:15 06:30 O6:45 0 0 0 0 0 0 0 o r92 266290 30836s 389 374 1767 458 1421 458 s98 754 772 2SA2 ].8:UO 18:15 18:30 18i45 0 0 0 o 0 0 0 o 392 237399 228366 20370) 1459 174 A4) 629 627 569 476 2107 07:00 07:15 07:30 n7.rtç 0 0 0 0 0 0 0 0 301 431 343 489323 518 335 1302 469 7907 732 832 841 804 3209 19:00 19:15 19:30 19:45 0 0 0 0 0 0 0 o 295 270 236 204 138 1.48 720 L04 5101005 433 418 356 308 1515 08:00 08:15 08:30 fì1:¿15 0 0 0 n 0 0 0 o 329 296 267))a 11lo 507 528 517 4?? lqRq 836 824 778 ^\7 qnqq 20:00 20:15 20:30 )Il:Ã\ 0 0 0 n 0 0 0 n 190 98194 97184 94 17q 7L? qR ?R7 288 29L 278)7? 11?n 09:00 09:15 09:30 ng:¿q 0 0 0 o 0 0 0 o 249 240 256 ??o 406 473 364 4)1 't61,4q75 655 6s3 620 6q1 )\7q Z1:00 ZLtLs 21:30 2ltAS 0 0 0 o 0 0 0 n L64 85752 73r23 72q4 5?? \7 )27 A)O 249 225 195 1q1 10:00 10:15 10:30 1O:45 0 0 0 o 0 0 0 0 23r 257 2ır )\a 100.7 373 366 3363q4 14)9 604 623 597 61))4?,6 ?'2200 22tLs 22t30 22:45 0 0 0 o 0 0 0 0 89 78 68 6) 54 39 4T 35)q7 16q L43 1r7 10997 466 11:00 11:15 11:30 11:45 0 0 0 0 (.) 0 0 0 2 t1, 298 299 242 11s0 327 335 319 338 1319 59E 633 618 620 2469 Z3:0O 23:15 23:30 23:45 0 0 0 0 0 0 0 0 50 ?,7 39 33 30 31 21 1g '101159 EO 68 60 s2 260 TOTALS 7450 10895 18345 TOTATS 13439 10626 24065 SPLIT %40.6% 59.401 43,!o/a SPLIT %55.8% 44.201 56.70/, AM Period NB WBSBWBSBEB TOTATTOTAT PM Per¡od NB NBDAILY TOTALS EB WBSB 0 2t,52Xo | 20,88e Totãl 42,4tO AM Peak Hour AM Pk Volume Pk tlr Fâ.tôr 07:!5 1330 o.96S 07:30 2022 o 957 07:15 3313 o_sßs PM Peak Hour PM Pk Volum€ Pk Hr Factor !4:45 1810 o 953 15:00 7720 o ag2 15:00 3524 o-!¡5q 7 - 9 Volume 7-9PeakHour 7-9PkVolume oTtrs 1330 07:30 2022 07;15 3313 2676 16:15 r3a2 - 6 Peak Hour - 6 Pk Volume Pk Hr Factor 16:@ 776r 16;00 3L32 WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 CLIENT: PROJECT: LOCATION DATE 24-HOUR ADT COUNT SUMMARY LSA oRTEGA HTGHWAY (SR-74) - SAN JUAN CAPISTRANO ORTEGA HIGHWAY BETWEEN VIA CORDOVA AND VIA CRISTAL SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 TOTAL BI-DIRECTIONAL VOLUME 36421 DIRECTION EB TIME 00-1 5 1 5-30 30-45 45-60 HOUR TOTALS 0:00 16 15 13 15 59 l:00 5 6 7 þ 24 2:00 4 6 I 6 24 3:00 b 10 12 18 46 4:00 17 21 21 43 102 5:00 49 70 99 169 387 6:00 171 273 367 368 1179 7:00 294 323 343 331 1291 8:00 217 225 260 228 930 9:00 189 210 202 199 800 10:00 201 215 189 198 803 11:00 201 203 226 241 871 12:00 227 246 260 276 I 009 l3:00 300 255 271 301 1127 14:00 278 315 307 373 1273 15:00 390 364 399 400 1 553 16:00 414 422 403 329 1 568 17:00 360 384 388 429 1 561 18:00 399 367 370 295 1431 19:00 274 242 260 207 983 20:00 19'l 188 200 168 747 21:00 143 151 118 85 497 22:00 89 78 57 50 274 23:00 48 49 27 25 149 AM PEAK HOUR 0630-0730 VOLUME 1352 PM PEAK HOUR 1545-1645 VOLUME 1 639 DIRECTION WB TIME 00-1 5 1 5-30 30-45 45-60 HOUR ÏOTALS 0:00 15 6 12 7 40 1:00 6 I 2 þ 23 2:00 5 7 6 7 25 3:00 6 7 I 17 39 4:00 21 25 45 88 179 5:00 79 138 227 246 690 6:00 262 238 270 334 1104 7:00 380 390 411 398 1579 8:00 389 441 397 364 1 591 9:00 335 310 294 295 1234 10:00 233 253 226 260 972 1l:00 261 233 221 268 983 12:00 203 257 265 301 1026 13:00 243 248 244 243 978 14:00 236 273 272 313 1 094 15:00 353 360 363 355 1431 16:00 265 273 290 268 1 096 17:00 244 307 279 249 1079 18:00 229 209 232 234 904 19:00 215 152 160 124 651 20:00 130 118 115 82 445 21'00 86 117 57 48 308 22:00 42 43 41 35 161 23:00 24 27 28 22 101 AM PEAK HOUR 0730-0830 VOLUME 1639 PM PEAK HOUR 1 500-1 600 VOLUME 1431 WILTEC Phone: (626) 564-1944 Fax: (626) 564-0969 CLIENT: PROJECT: LOCATION 24-HOUR ADT COUNT SUMMARY DATE LSA oRTEGA HTGHWAY (SR-74) - SAN JUAN CAPTSTRANO ORTEGA HIGHWAY BETWEEN VIA ERRECARTE AND SHADETREE LANE / AVENIDI SAN JUAN CAPISTRANO TUESDAY MARCH 27,2018 DIRECTION WB TIME 00-1 5 I 5-30 30-45 45-60 HOUR TOTALS 0:00 13 13 I 7 41 1:00 7 3 4 7 21 2:00 5 5 5 o 24 3:00 5 8 12 19 44 4:00 23 32 53 98 206 5:00 109 159 255 228 751 6:00 261 244 291 354 1 '150 7:00 386 411 399 376 1572 8:00 421 431 363 392 1607 9:00 270 321 265 242 1 098 10:00 239 256 265 254 1014 11:00 247 223 213 252 935 12:00 225 240 312 269 1 046 13:00 237 248 232 254 971 14:00 245 258 301 317 1121 15:00 391 339 387 314 1431 16:00 268 271 291 269 1 099 17:00 247 325 239 245 1 056 18:00 244 206 226 226 902 19:00 180 163 135 137 615 20:00 116 1 't8 103 82 419 21:00 105 79 52 38 274 22:00 30 37 33 25 125 23:00 15 29 17 12 73 AM PEAK HOUR 0730-0830 VOLUME 1627 PM PEAK HOUR 1445-1545 VOLUME 1434 TOTAL BI-DIRECTIONAL VOLUME 35968 DIRECTION EB TIME 00-1 5 I 5-30 30-45 45-60 HOUR TOTALS 0:00 16 14 14 18 62 1:00 5 6 7 5 23 2:00 5 4 I þ 24 3:00 5 11 I 20 45 4:00 20 16 24 44 104 5:00 45 71 95 173 384 6:00 152 258 379 373 1162 7:00 298 319 339 321 1277 8:00 223 223 250 226 922 9:00 199 196 195 196 786 10:00 207 207 192 190 796 11:00 193 191 213 248 845 12:Q0 219 226 251 268 964 13:00 288 241 266 290 1 085 14:00 281 311 283 379 1254 15:00 371 383 403 395 1552 16:00 413 420 389 340 1562 17:00 350 360 400 412 1522 18:00 402 365 369 283 1419 19:00 272 239 249 208 968 20:00 181 168 204 165 718 21:00 143 152 117 77 489 22:00 80 82 56 50 268 23:00 46 45 25 26 142 AM PEAK HOUR 0630-0730 VOLUME 1 369 PM PEAK HOUR 1 530-1 630 VOLUME 1 631 TRAFFTc lMPAcr ANALYStS AuGUsr 2019 cAptsrRANo GRtENERy AT PRTMA DESHEcHA LaNDFILt saN JUAN cAPtstRANo, caLlFoRNlA LSA APPENDIX B ICU WORKSHEETS P:\OCY17O1. 15\Traff ic\DocvlA.docx (08/09/19) Existing AM Tue Jul 30,201-9 08:03:59 Page 2-1 Intersection I-5 SB Ramps/Ortega I- NB Ramps/Ortega Rancho Viejo,/Ortega La Novia/Ortega Reata/Ortega Av. La Pata/Ortega Av. La Pata/Stal-lion Impact Analysis Report Levêl- Of ServLce Base DeI/ v/ LOS Veh C B xxxxx 0.644 C xxxxx 0.718 B xx.xx 0.650 B xxxxx 0.640 A xxxxx 0.594 B xxxxx 0.654 A xxxxx 0.424 Puture DeI/ v/ LOS Veh C B xxxxx 0.644 C xxxxx 0.718 B xxxxx 0. 650 B xxxxx 0.640 A xxxxx 0.594 B xxxxx 0.654 A xxxxx 0.424 #1 #2 #3 #4 #s #6 #7 Change in + 0.000 v,/c + 0.000 v,/c + 0.000 v/c + 0.000 v,/c + 0.000 v,/c + 0.000 V/C + 0.000 v/c Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Jul 30,2OI9 08:03:59 Page 3-1 Level Of Service Computation Report ICU 1(Loss as Cycle Length ?) Method (Base Volume Alternative)******************************************************************************** Intersection #1 I-5 SB Ramps/Ortega******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): 0.644 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 32 Levef Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T * R L - T _ R L - T - R L _ T - R - t--------- |--------- |--------- |--------------- lControf: Split Phase Split Phase Protected Protected Rights: Min. Green Y+R: Lanes: Vofume Module: Base Vof: 0 Growth Adj : 1.00 fnitlal Bse: 0 User Adi : 1.00 PHF Adj : 1.00 PHF Volume: 0 Reduct Vol: 0 Reduced Vof: 0 PCE Adj : 1.00 MLF Adj : 1.00 FinalVofume: 0 Include 00 4.0 4 .0 000 Saturation Flow Modufe: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 0.00 0.00 0.00 Final Sat.: 0 0 0 Capacity Analysis Modufe: Vof/Sat: 0.00 0.00 0.00 Crit Moves: Include004.0 4.0002 Ignore Include 868 0 936 0 1162 I94 308 652 0 1 .00 1.00 1 .00 1.00 1 .00 1 .00 1 .00 1 .00 1.00 868 0 936 0 1162 r94 308 652 0 1 .00 1.00 1.00 1.00 1 .00 0.00 1 .00 1.00 1 .00 1.00 1 .00 1.00 1.00 1 .00 0.00 1 .00 1.00 1 .00 868 0 936 0 7162 0 308 652 0 000000000 868 0 936 0 1162 0 308 652 0 1.00 1 .00 1 .00 1.00 1 .00 0.00 1.00 1.00 1.00 1.00 1 .00 1 .00 1.00 1.00 0.00 1.00 1 .00 1.00 868 0 936 0 7762 0 308 652 0 l l--------- l r--------- |--------------*l 1700 1700 1700 1700 1700 1700 1700 1700 1700 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 2.00 0.00 2.oo 0.00 3.00 1.00 2.00 2.oo 0.00 3400 0 3400 0 5100 1700 3400 3400 0 |--------- l|--------- |---------------l 0 4.000 0 4.0 20 0 4.O00 000004.O 4.0 4.0 4 .0 4.030720200 0 1.00 0 1.00 1.00 0 0 0 1.00 1.00 0 0 1.00 0 1.00 1.00 0 0 0 1.00 1 .00 0 0.26 0.00 0.28 0.00 0.23 0.00 0.09 0.19 0.00**** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Ju.l 30, 2079 0B : 03: 59 Page 4*1 Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Vofume Alternative)******************************************************************************** Intersection #2 I- NB Ramps/ortega******************************************************************************** Cycle (sec) : 100 Critical Vol .,/Cap. (x) : 0.718 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optlnal Cycle: 39 Levef Of Service: C******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -t---------------l Control: Split Phase r--------------- | t---------------l l--------------- | Split Phase Protected Protected TncLude Include Include 28 0 98 34 1452 622 0 1680 58 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 28 0 98 34 7452 622 0 1680 58 1 .00 1 .00 1.00 1.00 1 .00 1.00 1.00 1 .00 1 .00 1.00 1 .00 1 .00 1 .00 1 .00 1 .00 1.00 1 .00 1.00 28 0 98 34 1452 622 0 1680 58 000000000 28 0 98 34 l.452 622 0 1680 58 1.00 1 .00 1 .00 1.00 1 .00 1.00 1.00 1 .00 1.00 1.00 1 .00 1 .00 1.00 1 .00 1.00 1.00 1 .00 1.00 28 0 98 34 7452 622 0 1680 58 t--------*------ | l---------------l l--------------- | Rights: Min. Green: Y+R: Lanes: Include 0 4.0 1! 0 Volume Module: Base Vol: I44 26 618 Growth Adj : 1.00 1 .00 1 .00 Initial Bse: 744 26 618 User Adj : 1.00 1 .00 1 .00 PHF Adj : 1.00 1 .00 1.00 PHF Volume: I44 26 678 Reduct Vof: 0 0 0 Reduced Vol: t44 26 618 PCE Adj : 1.00 1.00 1.00 MLF Adj : 1 .00 1.00 1 .00 Finafvolume: I44 26 678 -t---------------l Saturation Ffow Modufe: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 0.34 0.06 1. 60 Final Sat.: 5'7-l 704 21IB-t---------------l Capacity Analysis Module : Vof/Sat: 0 .25 0.25 0.25 Crit Moves ' **** 1.00 1 .00 1700 00 1700 00 1.00 00 1.00 0 1700 1700 1700 1700 1.00 1.00 1 .00 1.00 2.80 r.20 1100 4"t6r 2039t---------------l 1700 1700 1700 1.00 1.00 1.00 0.00 2 .90 0.10 0 4930 170t---------------l 0004.0 4.O 4.O10001 0 4.0 1 0 4.0 00 000000 4 .0 4.0 4 .0 4.0 4.0 4.o10211 00210 t --------------- | --------------- l l --------------- l l --------------- l 17 00 71 1. 0. t---------------l 0.02 0.00 0 .06 0.02 0.30 0.31 0.00 0.34 0.34**** **** **** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Jul 30, 2019 08:03:59 Page 5-1 Level Of Service Computation Report ICU 1(Loss as Cycle Length ?) Method (Base Volume Alternative)******************************************************************************** Intersection #3 Rancho Viejo/Ortega******************************************************************************** CycÌe (sec) : 100 Critical vol .,/Cap. (x) : 0.650 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 33 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound lfest Bound Movement: L - T - R L - T - R L - T - R L - T - R -r---------lr---------ll---------ll---------------l Control: Split Phase Split Phase Protected Protected Rights: Include Include Ovf Inc.Lude Mln. Green Y+R: Lanes: 04.0 411 0 .001 0 .0 20 0 .0 30 4 0 0 0 04.0 410 0 4.0 1 0 4.0 4 10 0004.0 4.O 4.011010 0 4.0 00 00 38 -t---------------l VoÌume Modufe: Base Vof: 269 I34 58 Growth Adj : 1.00 1 .00 1 .00 Initiaf Bse: 269 134 58 User Adj : 1 .00 1.00 1 .00 PHF Adj : 1 .00 1 .00 1.00 PHE Volume:. 269 I34 58 Reduct Vof: 0 0 0 Reduced Vof: 269 134 58 PCtrAdj: 1.001.00 1.00 MLFAdj: 1.001.00 1.00 FinalvoÌume: 269 I34 58 OvlAdiVoI: | --------------- r I --------------- | 766 r24 109 236 1061 561 1 .00 1.00 1 .00 1.00 1 .00 1 .00 166 r24 109 236 1061 561 1.00 1 .00 1 .00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,66 1,24 109 236 1061 561 000000 166 724 109 236 1061 561 1.00 1 .00 1 .00 1 .00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1 .00 166 r24 109 236 ]_067 567 473 1700 1700 1.00 1 .00 r.26 0.93 2L28 l_581 t---------------l 1r r4B9 479 1.00 1 .00 1.00 "7r 7489 4r9 1.00 1.00 1.00 1 .00 1.00 1.00 11, r4B9 4790007r 1489 419 1.00 1.00 1.00 1.00 1 .00 1.001I I4B9 4T9 t --------------- | --------------- l l --------------- l l -*------------- l Saturation Flow Modufe Sat/Lane: 1700 1700 Adjustment: 1.00 1.00 Lanes: 1.75 0. 87 Final Sat.: 2984 14'78 1700 1.00 0.81 1385 1700 1700 1.00 1.00 1 .00 2 .00 1700 3400 17 00 1.00 1 .00 17 00 1700 1700 1.00 1.00 1.00 3.00 1700 5100 17 00 1.00 1 .00 1700 I't 1. 0. 63 B-r---*----- r--------- l l--------- l l---------------l Capacity Analysis Module : Vof/Sat: 0.09 0.09 0.09 0.08 0.08 0.08 0.14 0.31 0.33 0 .04 0.29 O '25OvlAdjv/S: O.24 crit Moves ' **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE' CA Existing AM Tue JuÌ 30, 2079 0B :03: 59 Page 6-1 Levef Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative)******************************************************************************** fntersection #4 La Novia/Ortega******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): 0.640 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 32 Level Of Service: B*********************************x********************************************** Approach: North Bound Movement: L - T - R-t---------------l Controf: Protected Rights: Include Min. Green Y+R: Lanes: South Bound East Bound L-T-RL-T-R | --------*----*- | I --------------- |Protected Protected 0 .000 Incfude004.0 4.O000 Include004.0 4.4201 I/üest Bound L T Rt---------------l Protected Include004.0 4.0200 t --------------- | --------------- | --------------- | --------------- l 0 4.010 0 4.O 00 0 4.000 0 4.0 04.0 420 1700 1.00 0.00 17 00 1.00 0.00 1700 1.00 0 .00 Volume Module: Base Vol z 396 Growth Adj : 1.00 Initiaf Bse: 396 User Adj : 1.00 PHF Adj : 1.00 PHF Volume: 396 Reduct Vof: 0 Reduced Vol: 396 PCE Adj : 1.00 MLF Adj : 1.00 PinalVofume: 396 1 1 1 1 1 0 00 O, 00 00 0 0 0 00 00 0 230 1 .00 230 1.00 1.00 230 0 230 1.00 1.00 230 000 1.00 1.00 1.00000 1.00 1.00 1.00 1.00 1.00 1.00000000000 1.00 1.00 1 .00 1.00 1.00 1.00000 t---------------l 0 1015 238 1.00 1.00 1.00 0 1015 238 1.00 1.00 1.00 1.00 1.00 1.00 0 1015 238 000 0 1015 238 1.00 1.00 1.00 1.00 1 .00 1.00 0 1015 238 t---------------l 208 1.00 208 1.00 1 .00 208 0 208 1.00 1 .00 208 r5461.00 1 \5461.00 11.00 1 1546 0 15461.00 11.00 1 I546 0 00 0 00 00 0 0 0 00 00 0 t---------------l Saturation Ffow Modul-e : Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 2 .00 0.00 1.00 Final Sat.: 3400 0 1700 -t---------------l Capacity Analysis Module: Vol/Sat: 0.12 0.00 0.14 1700 1.00 0.00 1700 1700 1.00 1.00 2.00 1.00 1700 1700 1700 1.00 1.00 1.00 1.00 2 .00 0.00 1700 3400 0t---------------t0 0 0 03400 1700 I --------------- I | --------------- I 0.00 0.00 0.00 0.00 0.30 0.14 0.r2 0.45 0.00 crit Moves. **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existinq AM Tue Jul 30, 2019 08 : 03: 59 Page 7-1 Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Volume Afternative)******************************************************************************** Intersection #5 Reata/Ortega******************************************************************************** Cycle (sec) : 100 Criticaf Vol .,/Cap. (X) : 0.594 Loss Tlme (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 29 Level Of Servlce: A******************************************************************************** Approach: North Bound South Bound East Bound lt{est Bound Movement: L - T - R L - T - R L - T - R L - T - R -t--------- |--------- l l--------- l l---------------l Control: Rights: Min. Green: Y+R: Lanes: Vofume Modufe: Base Vo1: Growth Adj: 1 lnitial Bse: User Adj: 1 PHF Adj: 1 PHF Volume: Reduct Vol: Reduced Vol: PCE Adj: 1 MLF Adj: 1 Finalvolume: Permitted Include 0 4.0 4 0 Permitted Incfude Protected Incfude Protected Incfude00 4 .0 4.O201 0 4.010 0 0 04.0 410 0 .001 0 4.0 10 0004.0 4 .0 4.010201 0 4.O 1 0 0 t --------------- | --------------- l l ----------*---- l l --------------- l 2 00 2 00 00 2 0 2 00 00 2 3 1 .00 3 1 .00 1.00 3 0 3 1.00 1.00 3 0 1 .00 0 1 .00 1 .00 0 0 0 1.00 1.00 0 15 1 .00 15 1.00 1.00 15 0 0 1.00 0 1.00 1 .00 153 1.00 153 1.00 1.00 153 0 153 1.00 1 .00 153 51 00 57 00 00 51 0 51 00 00 51 I22I 1 .00 122I 1 .00 1.00 I22I 0 r227 1.00 1 .00 L22L 300 1 300 100 1 3 0 300 100 1 3 4 00 4 00 00 4 0 4 00 00 4 r42'l 1.00 7421 1.00 1 .00 r42'7 0 7421 1.00 1 .00 r421 24 1 .00 24 1.00 1 .00 0 24 1.00 1 .00 24 1 1 1 1 1 1 1 1 15 0 0 0 1.00 1 .00 0 1 .00 1.00 15 1 1 Saturation Sat/Lane: Adjustment Lanes: Final Sat. Flow Module 1700 1700 1.00 1.00 1.00 1 .00 1700 1700 17 00 1.00 1 .00 00 1700 00 1 .00 00 1 .00 0 1700 1700 1700 1.00 1.00 1.00 2 .00 1700 3400 17 00 1.00 1 .00 1700 1700 1700 1.00 1.00 1.00 2.00 1700 3400 17 00 1.00 1.00 17 00 1700 1.00 0.00 71 1. 0. 0 1700-r---------ll---------ll---------ll---------------l Capacity Analysis Modu.le: Vol/Sat: 0.00 0 .00 0.00 0.01 0.00 0.09 0.03 0.36 0.00 0.00 0.42 0.01 Cf.it MOVeS. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowfing Assoc. Licensed to LSA ASSOC. IRVINE, CA Existlng AM Tue Jul 30, 2019 0B:03:59 Page 8-1 Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Vofume Alternative)******************************************************************************** Intersection #6 Av. La Pata/Ortega******************************************************************************** Cycle (sec) : 100 Criticaf Vol. /Cap. (X) : 0.654 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 33 Level Of Serv.ice: B Approach: North Bound South Bound Movement: L - T - R L - T - R -t--------- |---------------lControf: Protected Protected Rights: Incfude Ovl Min. Green Y+R: Lanes: East Bound L-T-Rt---------------l Protected Inc.lude Vlest Bound L_T_R l---------------l Protected Include 000 4.0 4.O 4.0 20201 00000 4.O 4.0 4.0 4.O 4.0 20301103 0 4.0 02 0004.0 4 .0 4.010201 l --------------- | --------------- | --------------- l l --------------- l Volume Module: Base Vof: 428 494 40 Growth Adj : 1.00 1.00 1.00 Initiaf Bse: 428 494 40 User Adj : 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 PHF Volume: 428 494 40 Reduct Vof: 0 0 0 Reduced Vof: 428 494 40 PCE Adj : 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 FinalVofume z 428 494 40 OvlAdjVol:-t---------------t Saturation Ffow Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 2,00 3.00 1.00 Finaf Sat.: 3400 5100 1700-t---------------l Capacity Analysis Modufe: VoÌ,/Sat: 0.13 0.10 0 .02 ovlAdjv/S: crit Moves. **** I11 '726 568 1.00 1.00 1.00 771 126 568 1.00 1.00 1.00 1 .00 1 .00 1 .00 77'Ì 126 568 000 Irl '126 568 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 117 126 568 B1t---------------l 481 1.00 481 1.00 1.00 481 0 481 1 .00 1 .00 4B'l L99 1.00 799 1.00 1.00 799 0 L99 1.00 1.00 r99 38s 1.00 38s 1 .00 1 .00 385 0 385 1 .00 1 .00 385 161 1 .00 161 1.00 1 .00 I6I 0 161 1.00 1.00 161 654 1.00 654 1.00 1.00 654 0 654 1.00 1.00 654 29r 1.00 297 1 .00 1 .00 29r 0 29r 1 .00 1 .00 29\ 1700 1700 1700 1700 1700 1700 1700 1700 1700 1 .00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 3.00 2 .00 2.00 2 .o0 1 .00 1.00 2 .00 1.00 1700 5100 3400 3400 3400 1700 1700 3400 1700 t--------------- | t--------------- | t--------------- | I --------------- | I --------------- | 0.14 0.06 0.23 0.09 0.19 0.170.07 0.14 0.17 0.02**** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing AM Tue Jul 30, 2079 08:03:59 Page 9-1 Level Of Service Computation Report ICU 1 (Loss as Cycle Length U ) Method (Base Vofume Afternative)******************************************************************************** Intersection #7 Av. La Pata/Stallion******************************************************************************** Cycle (sec) : 100 Criticaf Vol.,/Cap. (X) : 0-424 Loss Time (sec) : 5 Average Defay (sec/veh) : xxxxxx Optimal Cycle: 21- Level Of Service: A******************************************************************************** Approach: North Bound South Bound East Bound lfest Bound Movement: L - T - R L - T - R L - T - R L - T - R -l---------ll---------ll---------ll---------------l Conlrof: Protected Protected Protected Protected Rights: Incfude lgnore Incfude Incfude Min. Green Y+R: Lanes: 0 4.010 004.0 4.0 4.10110 0 0 000004.0 4.0 4.0 4.0 4.o 30r20010 004.0 4.0 4.10010 0 0 t --------------- | --------------- l l --------------- l l --------------- l Volume Module: Base VoI z L18 463 4 20 492 819 551 0 109 1 O 79 Growth Adj : 1. OO 1 .00 1.00 1. 00 I .00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 Initial Bse: IlB 463 4 20 492 819 551 0 109 1 O 19 userAdj: 1.001.00 1.00 1.001.00 0.00 1.001.00 1-00 1.001-00 1-00 PHFAdj: 1.001.00 1.00 1.001.00 0.00 1.001.00 1.00 1.001.00 1-00 PHF Volume: 178 463 4 20 492 0 551 0 109 1 0 19 Reduct Vol: O 0 0 0 0 0 0 0 0 0 0 0 Reduced Vof: 178 463 4 20 492 0 551 0 109 1 0 19 PCBAdj: 1.001.00 1.00 1.001.00 0'00 1.001.00 1.00 1-001.00 1-00 MLFAdj: 1.001.00 1.00 1.001.00 0.00 1.001.00 1-00 1.001.00 1.00 Finalvolume: IlB 463 4 20 492 0 551 0 109 7 0 19 -t---------ll---------ll-----*---ll-------------*-l Saturation Flow Modu.le : Sat/Lane: 1700 17OO 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.OO 1.O0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1-00 1-00 Lanes: 1.00 1 . 98 O .02 1.00 3.00 1.00 2.00 0.00 1 .00 1.00 0.00 1.00 Einaf sat.: 1700 3371 29 1700 5100 1700 3400 0 1700 1700 0 1700 -l---------ll*--------ll---------ll---------------l Capacity Analysis Module: vof/Sat: 0.10 0.14 0. 14 0.01 0.10 0.00 0. 16 0.00 0.06 0.00 0.00 0.01 crit Moves. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Do\^¡fing Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Aug 2, 2019 12:25:.09 Page 2-1 Intersection I-5 SB Ramps/Ortega I- NB Ranps/Ortega Rancho Viejo/Ortega La Novia/Ortega Reata/Ortega Av. La Pata/Ortega Av. La Pata/Stafl-ion Impact Analysis Report l,eve1 Of Service Base oel/ V/ LOS Veh C B xxxxx 0.680 B xxxxx 0.688 C xxxxx 0.789 B xxxxx 0,670 A xxxxx 0.562 B xxxxx 0, 607 A xxxxx 0.308 Futureoer./ v/ LOS Veh C B xxxxx 0.680 B xxxxx 0.688 C xxxxx 0.789 B xxxxx 0.670 A xxxxx 0.562 B xxxxx 0. 607 A xxxxx 0.308 #1 +2 +3 +4 +s #6 *'l Change 1n + 0.000 v/c + 0.000 v/c + 0.000 v/c + 0.000 V/c + 0.000 v/c + 0.000 v/c + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Li-censed to LSA ASSOC. IRVINE, CA Existing PM Fri Aug 2, 2019 12:25:09 Page 3-1 Level Of Service Computation Report ICU 1 (Loss as Cycfe Length %) Method (Base Volume Afternative)******************************************************************************** fntersection #1 I-5 SB Ramps/Ortega******************************************************************************** Cycle (sec): 100 Critical Vot'/Cap. (X): 0.680 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 35 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -l---------ll---------ll---------ll---------------l Controf: Split Phase Split Phase Protected Protected Rights: fncfude Include lgnore Inc.lude Min. Green Y+R: Lanes: Vo.lume ModuÌe: Base Vol: Growth Adj: 1 Initial Bse: User Adj: 1 PHF Adj: 1 PHF Volume: Reduct Vol: Reduced VoI: PCE Adj: 1 MLF Adj: 1 EinaÌVo.lume: Saturation Flotnr Modufe Sat/Lane: 1700 1700 Adjustment: 1.00 1.00 Lanes: 0.00 0.00 Final Sat.: 0 0 04.0 4.202 0 4.0 4 00 000 4.O 4.0 4.0 20002 0 4.0 4. 000 0 0 0 0.00 0 .00 I1 1. 0. I1 1. 0. t--------------- | l--------------- | l------ -------- | l--------------- I 00 0 4.0 00 00.0 4.0301 I72 1.00 112 0.00 0.00 17 00 1.00 0.00 0 17 00 1 .00 2.OO 3400 00 1700 00 1.00 00 3.00 0 5100 17 00 1.00 1 .00 1 700 1700 1700 1 .00 1.00 2.00 2.00 3400 3400 0 0 0 4.0 0 1 1 1 1 1 0 402 708 r---------------ll---------------ll---------------ll---------------l 0 1 .00 0 1.00 1 .00 0 0 0 1 .00 1 .00 0 1018 1.00 1018 1 .00 1.00 1018 0 1018 1.00 1 .00 1018 000r 000 100 1 0 0 000 100 1 0 146 .00 '7 46 .00 .00 146 0 146 .00 .00 146 0 1084 1 .00 1 .00 0 1084 1.00 1.00 1.00 1 .00 0 1084 00 0 1084 1.00 1.00 1.00 1.00 0 1084 402 1 .00 402 1.00 1 .00 402 0 402 1.00 1.00 708 1.00 708 1 .00 1 .00 708 0 708 1.00 1 .00 0 1.00 0 1.00 1.00 0 0 0 1.00 1.00 0 00 00 1 .0000 00 1.00 00 1.00000000 00 1.00 00 1 .0000 1700 1700 1.00 1.00 2.00 0.003400 0 00 00 00 0 l---------------ll---------------ll---------------ll---------------l Capacity Analysis Module: vot/Sat: 0.OO 0.00 0.00 0.30 0.00 0.22 0.00 0.21 0.00 O'I2 O-2I 0.00 Cfit MOVeS. **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVfNE' CA Existing PM Fri Aug 2, 2OI9 12:25:09 Page 4-1 Level Of Service Computation Report TCU 1 (Loss as Cycle Lenqth %) Method (Base Volume Alternative)******************************************************************************** Intersection #2 I- NB Ramps/Ortega******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): 0.688 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 36 Levef Of Service: B Approach: North Bound Movement: L - T - R-t---------------l Control: Split Phase South Bound East Bound L-T-RL-T-R | --------------- | I --------------- |Split Phase Protected Include IncÌude V{est Bound L-T-Rt---------------l Protected IncfudeRights: Min. Green: Y+R: Lanes: Include 04.0 4.1! 0 1 0 4.0 00 0 0 0004.0 4.0 4.O002r0 0004.0 4 .0 4.010271 0004.0 4.0 4.010001 0 0 0 1.00 1 .00 1.1 1. 0. -t--------- Volume Module: Base VoI: 164 18 390 croh,th Adj : 1.00 1 .00 1 .00 Initial Bse: 164 18 390 User Adj : 1.00 1 .00 1 .00 PHFAdj: 1.00 1.00 1.00 PHF VoÌume: 164 18 390 Reduct Vol: 0 0 0 Reduced VoI: ]_64 18 390 PCE Adj : 1.00 1 .00 1 .00 MLF Adj : 1.00 1 .00 1 .00 Finalvofume:. 164 1B 390 Saturation Flow Modul-e: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 0.57 0.06 1 .37 Final Sat.: 915 107 23IB -t--------- Capacity Analysls Module: Vof/Sat: 0.17 0. 11 ' O.n lr---------------l 1700 1700 1700 1.00 1.00 1 .00 r.00 2.96 1 .04 1100 5029 r11r t---------------l 1700 1700 1700 1.00 1.00 1.00 0.00 2 .8"7 0. 13 0 4880 220t---------------l t---------------l 40 0 1 .00 1 .00400 1.00 1 .00 1.00 1.00 40 0 40 1.00 1.00 17 00 1.00 1.00 1700 00 1700 00 1.00 00 1.00 0 1700 40 0 116t---------------l 776 1.00 116 1.00 1.00 116 0 176 1 .00 1 .00 4B 1522 536 1.00 1.00 1.00 48 1522 536 1.00 1.00 1 .00 1 .00 1.00 1 .00 48 1522 536 000 4B 1522 536 1.00 1.00 1 .00 1.00 1.00 1 .00 48 1522 536 t=-------------- 0 1820 B2 1.00 1.00 1.00 0 1820 B2 1.00 1 .00 1.00 1.00 1.00 1.00 o 1820 82 000 0 1820 82 1.00 1.00 1.00 1.00 1.00 1.00 0 1820 B2t---------------l 0.02 0.00 0.07 0.03 0.30 0.30 0.00 0.37 0. 37 crit Moves. **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. TRVINE, CA Existing PM Fri Aug 2, 2079 72:25:09 Page 5-1 Leve.l Of Service Computation Report ICU 1 (Loss as Cycfe Length %) Method (Base Volume Alternative)******************************************************************************** Intersection #3 Rancho Viejo/Ortega******************************************************************************** Cycle (sec) : 100 Criticaf Vol. ,/Cap. (X) : 0.789 Loss Time (sec) : 5 Average DeÌay (sec/veh) : xxxxxx Optimal Cycle: 50 Levef Of Service: C******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -l---------lt---------ll---------ll---------------lControÌ: Spl1t Phase Split Phase Protected Protected Dr -L+^' Include fncfude Ovl IncludeÁa9rrLò Min. Green Y+R: Lanes: 04.0 411 0004.O 4.0 4.011010 0000.0 4.0 4.0 4.0010102 01 000 4.0 4.0 4.0 10301 0 4.0 I---------------lt---------------ll---------------ll---------------ì Volume Module: Base Vof: 420 106 91 275 I25 211 I6f 1440 358 49 II25 2\4 GrowthAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 Initial Bse: 42O 106 91 215 I25 2'11 76I 1440 358 49 fL25 274 UserAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 PHFAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 PHF Volume: 420 106 91 215 ].25 211 L67 7440 358 49 II25 2I4 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vof: 420 106 91 215 I25 211 161 7440 358 49 IL25 2I4 PCE Adj : 1. OO 1 .00 1 .00 1.00 1.00 1 .00 1 .00 1.00 1.00 1.00 1.00 1.00 MLFAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1'001.00 1.00 FinalVoÌume: 420 106 97 215 l_25 211 76I 1440 358 49 1125 2I4 OvtAdjvol: 148 -l---------ll---------ll---------ll---------------l Saturation Flottr Module: sat/Lane: 1700 1700 1?00 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.O0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 Lanes: 2.OO 0.52 0.48 7.38 0.62 1.00 1.00 2.00 1.00 1.00 3.00 1.00 Final sat.: 3400 8BB 872 2338 1063 1700 1700 3400 1700 1700 5100 1700 -l---------ll---------ll---------ll---------------l Capacity Analysis Modufe: vol/Sat: 0 .I2 0.72 O.I2 0.I2 0.I2 0.16 O.09 0.42 O.2I 0.03 O -22 0.13 ovlAdjv/s: 0 .09 crit Moves. **** **** **** **** ******************************************************************************** Trafflx 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing PM Fri Aug 2, 2019 I2:25:O9 Page 6-1 Level Of Service Computatlon Report ICU 1(Loss as Cycle Length t) Method (Base Volume Alternative)******************************************************************************** Intersection #4 La Novia/Ortega******************************************************************************** Cycfe (sec): 100 Criticaf Vol./Cap. (X): 0.670 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 34 Level Of Service: B Approach: North Bound Movement: L - T - R -t---------Controf: Protected Rights: Include Min.Green:000 Y+R: 4.0 4.0 4.0 Lanes: 2 0 0 0 I Volume Module: Base Vol z 240 0 161 Growth Adj : 1.00 1.00 1.00 Initial Bse: 240 0 161 User Adj : 1.00 1 .00 1.00 PHF Adj : 1.00 1 .00 1.00 PHF Vofume: 24O 0 761 Reduct Vol: 0 0 0 Reduced Vof: 24O O L61 PCE Adj : 1 .00 1.00 1 .00 MLF Adi : 1.00 1.00 1.00 FinaÌVolume:. 240 0 161 -t--------- Saturatlon Ffow Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 2 .00 0.00 1 .00 Final Sat.: 3400 0 1700 -l--------- Capacity Analysis Modufe : Vol/Sat: 0.07 0.00 0.10 South Bound L-T-R l---------------l Protected Inc.lude East Bound L_T_R t---------------l Protected Incfude West Bound L-T-Rt---------------t Protected Include 1700 1700 1700 1.00 1.00 1.00 1.00 2 .00 0.00 1700 3400 0 t---------------l 04.0 400 000 4.0 4.O 4.0 00000 0 .020 0 4.0 0004.0 4 .0 4.0102001 l --------------- l l --------------- r --------------- | --------------- l 0 0 0 0 1516 116 I29 1057 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 0 0 1516 176 129 1051 0 1.00 1 .00 1 .00 1.00 1 .00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 0 0 1516 116 I29 I05I 0 000000000 0 0 0 0 1516 116 I29 L057 0 1.00 1 .00 1.00 1.00 1 .00 1 .00 1 .00 1 .00 1.00 1.00 1.00 1 .00 1.00 1 .00 1 .00 1.00 1.00 1.00 0 0 0 0 1516 I'76 r29 7057 0 l--------------- | t--------------- I | --------------- | 71 1. 0. | --------------- l 1700 1700 1700 1.00 1.00 1.00 0.00 2.00 1.00 0 3400 1700 t---------------l 00 1700 00 1.00 00 0.0000 1700 1.00 0 .00 0 0.00 0.00 0.00 0.00 0.45 0.10 0.08 0.31 0.00 crit Moves, **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 DowÌing Assoc. Licensed to LSA ASSOC. TRVTNE, CA Existing PM Fri Aug 2, 2OI9 1'2:25:09 Page 7-1 Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Vofume Alternative)******************************************************************************** Intersection #5 Reata/Ortega******************************************************************************** Cycle (sec) : 100 Criticaf Vol. /Cap. (X) : 0 '562 Loss Time (sec) : 5 Average Defay (sec/veh) : xxxxxx Optimal Cycle: 21 Levef Of Service: A******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L _ T _ R L - T _ R L - T _ R L _ T - R -r---------ll---------ll---------ll---------------l Controf: Rights: Min. Green Y+R: Lanes: Vo]ume Moduf e: Base Vol: Growth Adj: 1 Initiaf Bse: User Adj: 1 PHF Adj: 1 PHF Volume: Reduct VoÌ: Rêcluced Vo.l: PCE Adj: 1 MLF Adj: 1 FrnaÌVolume: Permitted Include 0 Permitted Incfude 4.0 00 0 4.0 1 0 .0 0 4 1 0000004.0 4.0 4.0 4.o 4.0 4.01001010201 Protected Include Protected Include004.0 4.0201 81 1525 3 r0 1026 14 1.00 1 .00 1 .00 1.00 1.00 1.00 0 4.0 10 t --------------- | --------------- l l --------------- l l --------------- l 2 00 2 00 00 2 0 2 00 00 2 0 1.00 0 1 .00 1.00 0 0 0 1.00 1 .00 0 4 1.00 4 1 .00 1 .00 4 0 4 1.00 1.00 4 29 1.00 29 1.00 1.00 29 0 29 1.00 1 .00 29 0 1 .00 0 1.0Q '1 .00 0 0 0 1.00 1 .00 0 96 1 .00 96 1 .00 1 .00 96 0 81 1. O0 1..00 B1 0 81 )"525 1.00 1 .00 r525 0 7s25 3 1 ;00 1 .00 3 0 3 1.00 1.00 3 10 1 .00 1.00 10.0 10 1 .00 1.00 10 r026 1 .00 1.00 r026 0 r026 1.00 1 .00 r026 T4 1.00 1.00 I4 -0 I4 1.00 1 .00 1.4 96 1.00 1.00 1.00 1.00 1.00 1.00 96 81 1525 -t---------lì---------ll---------ll---------------l Saturatioh Flo\", Module: sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.OO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 Lanes: 1.00 0.00 1 .00 1 .00 0.00 1 .00 1.00 2 .00 1.00 1 .00 2 .00 1.00 Final Sat.: 1700 0 1700 1700 0 1700 1700 3400 1700 1700 3400 1700 -r---------ll-------*-ll---------ll---------------l Capacity Analysis Module: vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.06 0.05 0 .45 0.00 0.01 0.30 0.01 Crit Moves ' **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to l,SA ASSOC. IRVINE, CA Existing PM Fri Aug 2, 2OI9 I2:25:O9 Page B-1 Levef Of Service Computation Report ICU 1(Loss as Cycle Length å) Method (Base Volume Alternâtive)******************************************************************************** Intersection #6 Av. La Pata/Ortega******************************************************************************** Cycle (sec) : 100 Critical Vol. /Cap. (X) : 0.607 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 29 Level- Of Service: B******************************************************************************** Approach: North Bound South Bound Bast Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R-t--------- |---------Controf: Protected Protected Rights: Include Ovl t---------------l Protected Incfude004.O 4.0201 t---------------l Protected Include Min. Green Y+R: Lanes:-t---------------l Vol-ume Moduf e: Base Vof: 303 528 727 Growth Adj: 1.00 1.00 1.00 Initial Bse: 303 528 I27 User Adj: 1.00 1.00 1.00 PHFAdj: 1.00 1.00 1.00 PHF Vol-ume: 303 528 I21 Reduct Vof: 0 0 0 Reduced Vol: 303 528 I21 PCE Adt: 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 FinalVolume: 303 528 I21 OvlAdjVol: 00.0 4.0302 0.17 0.09 0.16 0.00 04.0 410 0 4.0 2.O 04.0 410 004.0 4.0203 0 4.001 00.0 4.0201 | --------------- | | --------------- I t--------------- | t---------------l 282 442 529 1.00 1.00 1.00 282 442 529 1.00 1.00 1.00 1.00 1 .00 1.00 282 442 529 000 282 442 529 1.00 1.00 1.00 1.00 1.00 1.00 282 442 529 15t---------------l 514 1 .00 514 1.00 1.00 514 0 514 1.00 1.00 514 óJZ 1 .00 832 1.00 1.00 832 0 832 1.00 1.00 832 223 1 .00 223 1 .00 1 .00 223 0 223 1 .00 1 .00 223 13 1.00 73 1.00 1.00 13 0 13 1.00 1.00 13 293 1.00 293 1.00 1.00 293 0 293 1.00 1.00 293 109 .00 109 .00 .00 109 0 109 .00 .00 109 Saturation Ff o\^t Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 2 .00 3.00 1 .00 Final Sat.: 3400 5100 1700 -t---------------l Capacity Analysls Module : Vol-/Sat: 0.09 0.10 0.07 OvIAdjV,/S: Crit Moves ' **** 1700 1700 1700 1700 1700 1700 1700 1700 1700 1 .00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.00 2.00 2.o0 2.oo 1.00 1.00 2.00 1.00 1700 5100 3400 3400 3400 1700 1700 3400 1700 | --------------- | I --------------- | I --------------- | 1 | --------------- | l:-------------- | 0.15 0.24 0.13 0.04 0.09 0.06 Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to l,SA ASSOC. IRVINE, CA Existing PM Fri Aug 2, 2019 12225:09 Page 9-1 Level Of Service Computation Report ICU 1 (Loss as Cycfe Length %) Method (Base Volume Afternative) Intersection #7 Av. La Pata/Staffion Cycle (sec) : 100 Criticaf Vol.,/Cap. (X) : 0.308 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 18 Levef Of Service: A******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R-t--------- |--------- ll--------- r---------------l Control: Protected Protected Protected Protected Rights: Incfude Ignore Incfude Include Min. Green: Y+R: Lanes:-t---------------l Volume Module: Base Vol: 31 661 1 Growth Adj : 1.00 1.00 1.00 Initiaf Bse: 31 661 1 User Adj : 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 PHF Vofume: 31 661 1 Reduct Vol: 0 0 0 Reduced Vol: 31 661 1 PCE Adj : 1.00 1.00 1 .00 MLF Adj : 1.00 1.00 1.00 FinalVol-ume: 31 661 1 -l---------------l Saturation Flow Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 1.00 1 . 99 0.01 Final Sat.: 1700 3395 5-t---------------l Capacity Analysis Module : Vol/Sat: 0 .O2 0 .20 O.20 04.0 410 0 4.0 0 04.0 410 0000.0 4.0 4.0 4.030r200 0 4.O 4 10 0 .001 0 .011 0 4.0 0 4.O 010t--------------- | t---------------t r---------------r 9 492 268 1.00 1.00 1.00 9 492 268 1.00 1 .00 0.00 1.00 1.00 0.00 94920 000 94920 1.00 1 .00 0.00 1.00 1 .00 0.00 94920t---------*-----l 159 0 46 1.00 1.00 1.00 159 0 46 1.00 1 .00 1.00 1.00 1.00 1.00 159 0 46 000 159 0 46 1.00 1.00 1 .00 1.00 1.00 1.00 159 0 46 l---------------l 4016 1.00 1.00 1.00 4016 1 .00 1 .00 1.00 1 .00 1.00 1.00 4 0 16 000 4016 1.00 1.00 1.00 1.00 1 .00 1.00 4016t---------------l 1700 1700 1700 1 .00 1 .00 1.00 1 .00 3 .00 1.00 1700 5100 1700 l---------------l 1700 1700 1700 1.00 1.00 1.00 2.00 0.00 1 .00 3400 0 1700t---------------l 1700 1 .00 0.00 0 1700 1.00 1 .00 1700 1700 1.00 1 .00 1700 0.01 0.10 0.00 0.0s 0.00 0.03 0.00 0.00 0.01 crit Moves. **** **** +*** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. ]RVINE, CA Existing plus Project AM Tue Jul- 30, 2019 08:13:32 Page 2-I Tntersection I-5 SB Ramps/Ortega I- NB Ranps /Ortega Rancho VÍejo/Ortega La Novia,/Ortega Reata/Ortega Av. La Pata/Ortega Av. La Pata/Stallion Impact Analysis Report Level- Of Servlce Base DeI/ v/ LOS Veh C B xxxxx 0.644 C xxxxx 0.719 B xxxxx 0.651 B xxxxx 0.641- A xxxxx 0.595 B xxxxx 0.655 A xxxxx 0.425 Future Del/ v/ LOS Veh C B xxxxx 0.644 C xxxxx 0.71-9 B xxxxx 0.651 B xxxxx 0.641 A xxxxx 0.595 B xxxxx 0.655 A xxxxx 0.425 #1 #2 #3 *4 +s #6 +'7 Change in + 0.000 V,/C + 0.000 v/c + 0.000 v/c + 0.000 v/c + 0.000 v,/c + 0.000 v/c + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing pfus Project AM Tue Juf 30, 2019 08:13:32 Page 3-1 Levef Of Service Computation Report ICU 1 (Loss as Cycle Length ?') Method (Base Volume Alternative)******************************************************************************** Intersection #1 I-5 SB Ramps/Ortega******************************************************************************** Cycfe (sec): 100 Critical vof./Cap. (x): 0.644 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimat Cycle: 32 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound !üest Bound Movement: L - T - R L - T - R L - T - R L - T - R -r---------ll---------ll---------ll---------------l Control: Split Phase Split Phase Protected Protected Rights: Include Incfude Ignore Include Min.creen: 0 0 0 Y+R: 4 .0 4.0 4.0 Lanes: 0 0 0 0 0-r---------ll---------ll---------------l Volume Module: BaseVol: 0 0 0 870 0 936 O1162 I94 GrowthAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 InitiatBse: 0 0 0 870 0 936 01162 194 User Adj : 1.00 1 .00 1 .00 1.00 1 .00 1 .00 1.00 1.00 0.00 PHF Adj : 1.00 1 .00 1 .00 1.00 1.00 1.00 1.00 1 .00 0.00 0 0 0 870 0 936 000 4.001 004.0 4.0200 0 4.020 0 4.0 4. 003 00 4 .0 4.0 4. 20002 t---------------l 309 652 0 1.00 1 .00 1.00 309 652 0 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: Reduct Vol: Reduced Vol: PCE AdJ: MLF AdJ: EinãÌVolume: 0 0 0 1 .00 1 .00 0 0 0 1.00 1 .00 0 0 0 870 0 936 0 1162 0 309 652 0000000000 0 0 870 0 936 0 1762 0 309 652 1 .00 1 .00 1.00 1.00 1.00 1.00 1 .00 0.00 1.00 1 .00 1 .00 1 .00 1 .00 1.00 1 .00 1.00 1.00 0.00 1.00 1.00 0 O 1162 0 309 652 0 17 00 1 .00 0.00 0 Saturation Flow Module Sat/Lane: 1700 1700 Adjustment: 1.00 1.00 Lanes: 0.00 0.00 Final Sat.: 0 0 1700 1.00 0 .00 0 17 00 1 .00 2.00 34 00 00 1700 00 1.00 00 2.00 0 3400 1700 1700 1.00 1.00 0.00 3.00 0 5100 1700 1 .00 1.00 17 00 I1 1. 0. 1700 1700 1.00 1.00 2.00 2.oo 3400 3400 r---------------ll---------------ll---------------ll---------------l Capacity Analysis Modufe: Vot/Sat: 0. O0 O. OO 0.00 0.26 0.00 O .28 0.00 0.23 0.00 0.09 0.19 0.00 Cflt MOVeS. **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE' CA Existing plus Project AM Tue Ju1 30, 2019 0B:13:32 Page 4-1 Level Of Service Computation. Report ICU 1(Loss as Cycl,e Length %) Method (Base Volume AJ-ternative)******************************************************************************** Intersection +2 I- NB Ramps/Ortega******************************************************************************** Cycle (sec): 100 Crltical Vol./Cap. (X): 0.719 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optirnal Cycle: 39 Leve.l- Of Service: C******************************************************************************** Approach: North Bound South Bound East Bound Vüest Bound Movement: L _ T - R L - T - R L - T - R L - T - R -t--------- |--------- ll--------- |---------------lControf: Split Phase Split Phase Protected Protected Rights: Incfude Include Include Inc.lude Min. Green Y+R: Lanes: 04.0 4.001 4 0 4.010 004.0 4.O001 0 .0 21- 0 4.021-0 0 4.0 0 0 4.0 00 17 00 1 .00 0. 00 0 0 4.0 4 10 1700 1 .00 1.00 1700 Volume Module: Base Vof: I44 Growth Adj : 1.00 lnitiaf Bse: L44 User Adl : 1.00 PHF Adj : 1.00 PHF Volume: 744 Reduct Vof: 0 Reduced Vol-: L44 PCE Adj : 1.00 MLF Adj : 1.00 Finalvolume: L44 z?) 1.00 26 1.00 1.00 26 0 z6 1.00 1.00 26 619 1.00 61 9 1.00 1.00 61 9 0 619 1.00 1.00 6'7 9 2B 00 1 2B 00 1 00 1 28 0 2B 00 1 00 1 2B 9B 00 1 9B 00 1 00 1 98 0 9B 00 1 00 I 9B 34 00 34 00 00 34 0 34 00 00 34 r452 1.00 r452 1 .00 1 .00 r452 0 7452 1 .00 1 .00 7452 622 1.00 o¿z 1 .00 1.00 622 0 622 1 .00 1 .00 622 0 1683 sB 1.00 1.00 1.00 0 1683 58 1.00 1.00 1.00 1.00 1.00 1.00 0 1683 58000 0 1683 sB 1.00 1.00 1.00 1.00 1 .00 1.00 0 1683 58 t---------------l 0 00 0 00 00 0 0 0 00 00 0 1 I 1 1 1 Saturation Ffow Module Sat/Lane: 1700 1700 Adjustment: 1.00 1.00 Lanes: 0.34 0.06 Final Sat.: 5'71 104 1700 1.00 1. 60 2119 17 00 1.00 1.00 17 00 00 170000 1.0000 1.000 1700 17 00 1.00 2.80 41 67 17 00 1.00 7.20 2039 17 00 1.00 2 .90 4930 1700 1.00 0.10 110 71 1. 0. Capacity Anafysis Modul-e: vol/Sat: 0 .25 0 .25 O .25 0.02 0.00 0.06 0.02 0.30 0.31 0.00 0.34 0.34 crit Moves. **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowlíng Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project AM Tue Juf 30, 2OI9 0B:13:32 Page 5-1 Level Of Service Computation Report ICU 1(Loss as Cycfe Length %) Method (Base Volume Alternative)******************************************************************************** Intersection #3 Rancho Viejo/Ortega******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): 0.651 Loss Time (sec): 5 Averaqe DeÌay (sec/veh): xxxxxx Optimal Cycle: 33 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T _ R L _ T - R L _ T - R -t---------ll---------ll---------ll---------------lControl: SpÌit Phase Split Phase Protected Protected Rights: Min. Green Y+R: Lanes: Vofume Module: Base Vol: 269 Growth Adj : 1.00 Initiaf Bse: 269 User Adj : 1.00 PHF Adl : 1.00 PHF Volume z 269 Reduct Vol: 0 Reduced Vol: 269 PCE Adj : 1.00 MLF Adj : 1.00 FinalVolume z 269 OvIAdjVol: Include Include00004.0 4.0 4.0 4.00101101 0 4.0 11 0 4.0 10 0 4.010 0 4.0 0 Ov.I004.0 4.0201 Include00 4 .0 4.0301 t---------------ll---------------ll---------------ll---------------l 134 1 .00 134 1.00 1.00 734 0 ]_34 1.00 1.00 L34 58 00 5B 00 00 58 0 5B 00 00 58 \66 1.00 r66 1.00 1.00 766 0 r66 1.00 1.00 r66 124 1 .00 124 1 .00 1 .00 724 0 124 1 .00 1.00 L24 109 1.00 109 1.00 1 .00 109 0 109 1.00 1.00 109 236 1.00 236 1.00 1 .00 236 0 236 1 .00 1.00 236 ro64 1.00 10 64 1 .00 1 .00 r064 0 7064 1 .00 1.00 ro64 561 1.00 56'l 1 .00 1 .00 561 0 561 1.00 1.00 561 413 1I 1.00 1T 1.00 1.00 17 0 1I 1.00 1.00'tI r492 1 .00 r492 1.00 1.00 r492 0 r492 1.00 1 .00 7492 4r9 1 .00 4L9 1 .00 1.00 4r9 0 4I9 1 .00 1.00 4r9 1 1 I 1 1 t---------------ll---------------ll---------------ll---------------l Saturation Ffow Module: sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1?00 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.75 0.87 0.38 7.26 0 .93 0 .81 1.00 2 .00 1.00 1.00 3.00 1.00 Final Sat.: 2984 7418 638 2728 1581 1385 1700 3400 1700 1700 5100 1700 -r---------ll---------ll---------ll---------------l Capacity Analysis Module: vol/Sat: 0.09 0.09 0 .09 0.08 0.08 0 .08 0.14 0.31 0.33 0.O4 O.29 0.25 OvlAdjV,/S : O.24 Cfit MOVeS ' **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE' CA Existing plus Project AM Tue Juf 30, 2OI9 08:13:32 Page 6-1 Level Of Service Computation Report ICU 1 (Loss as Cycfe Length %) Method (Bâse Volume Afternative)******************************************************************************** Intersection #4 La Novia/Ortega******************************************************************************** Cycle (sec): 100 Criticaf Vo]./Cap. (X): 0.647 Loss Time (sec) : 5 Averaqe Delay (sec/veh) : xxxxxx Optimal Cycle: 32 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound lfest Bound Movement: L - T - R L - T - R L - T - R L - T - R - l--------- r--------- ll--------- |--------------- l Control: Protected Protected Protected Protected Rights: Incfude IncÌude fnclude Include Min. Green Y+R: Lanes: -l---------------l VoÌume Module: Base Vol: 396 0 230 Growth Adj : 1.00 1 .00 1 .00 Initial Bse: 396 O 230 User Adj : 1.00 1 .00 1 .00 PHFAdj: 1.00 1.00 1.00 PHF Vofume: 396 Reduct VoL: 0 Reduced Vof: 396 PCE Adj : 1.00 MLF Adj : 1.00 FinalVol-ume: 396 0 4.0 4 20 0 .000 0 4.0 4 00 0 4.0 0000.0 4.0 4.0 4.0 04.O 410 0 4.0 0 .0 2 0 4.0 00002010010r--------------- I t--------------- I | --------------- | 0 0 0 1.00 1.00 0 230 0 230 .00 .00 230 000 1.00 1.00 1.00000 1.00 1.00 1.00 1.00 1 .00 1.00000000000 1.00 1.00 1 .00 1.00 1.00 1 .00000 l---------------t 0 1018 238 1.00 1.00 1.00 0 1018 238 1.00 1.00 1.00 1.00 1 .00 1.00 0 1018 238 000 0 1018 238 1.00 1 .00 1.00 1.00 1.00 1.00 0 1018 238t--------------- 208 !549 0 1.00 1 .00 1.00 208 1,549 0 1.00 1 .00 1.00 1.00 1 .00 1.00 208 1549 0 000 208 1549 0 1.00 1 .00 1.00 1.00 1 .00 1.00 208 rs49 0t---------------lSaturation Ffow Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 2.00 0.00 1 .00 Final- Sat.: 3400 0 1700-l---------------t Capacity AnalVSis Modufe: Vol/Sat: 0. 12 0.00 0.14 1700 1 .00 0.00 0 I1 1. 0. I1 I. 0. 00 00 00 0 00 00 00 0 1700 1700 1700 1.00 1.00 1.00 0.00 2.00 1.00 0 3400 1700t---------------l 1700 1700 1700 1.00 1 .00 1.00 1.00 2 .00 0.00 1700 3400 0t---------------l 0.00 0.00 0.00 0.00 0.30 0.r4 0.r2 0.46 0.00 crit Moves. **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing pfus Project AM Tue Juf 30, 2OI9 0B:13:32 Page 7-1 Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume AÌternative)******************************************************************************** Intersection *5 Reata/Ortega******************************************************************************** Cycle (sec) : 100 Critical Vol .,/Cap. (X) : 0.595 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 29 Levef Of Service: A******************************************************************************** Approâch: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -t---------ll---------ll---------ll---------------l Protected ProtectedControl: Rights: Min. Green Y+R: Lanes: Permitted Tnclude Permitted Incfude 0 4.O 4 004.O 4.0 4.10010 0 0 0 4.0 10 0 4.0 1 0 4.O 10 Incfude Include00004.0 4.0 4.0 4.0201 10200 Volume Modu.Ie: Base Vol: 2 3 0 15 0 153 51 1224 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 2 User Adj : 1.00 1 PHF Adj : 1.00 1 PHF Vofume: Reduct Vol: Reduced VoI PCE Adj: MLF AdJ: FinafVolume 01- t --------------- | --------------- l l -----*--------- l l --------------- l 0 .00 .00 0 0 0 .00 .00 0 15 0 1.00 1 .00 1.00 1 .00 1s 0 00 15 0 1.00 1 .00 1.00 1.00 15 0 153 1 .00 1 .00 153 0 1Êt 57 1.00 1.00 0 57 r2241.00 11.00 r r224 0 r224 4 1.00 4 1.00 1.00 4 0 4 1.00 1 .00 4 14 30 1.00 1430 1.00 1 .00 14 30 0 14 30 1 .00 1 .00 1430 24 1 .00 1 .00 1.00 24 0 .A 1 .00 1.00 24 1 3 00 3 00 00 3 0 3 3 00 00 3 0 3 00 00 3 2 0 2 1.00 1 1.00 1 2 1 1 1 1 1 1 .00 1.00 1 .00 1 .00.00 1.00 1.00 1.00153 51 7224 3 r --------------- | --------------- l l --------------- l l --------------- l Saturation Ffow Module: Sat/Lane: 17OO 1700 1700 17OO 17OO 1700 1700 17OO 1700 1700 1700 17OO Adjustment : 1.00 1 .00 1 .00 1.00 1 .00 1.00 1.00 1.00 1.00 1 .00 1.00 1. 00 Lanes: 1.00 1 .00 0.00 1.00 0.00 1 .00 1.00 2 .00 1 .00 1.00 2 .00 1.00 Finaf Sat.: 1700 1700 0 1700 0 1700 1700 3400 1700 1700 3400 1700 -t---------ll---------lì---------ll---------------l Capacity Analysis Modufe : vol/Sat: 0.00 0.00 0.00 0.01 0.00 0.09 0.03 0.36 0.00 0.00 0.42 0.01 Cfit MOVeS. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project AM Tue Juf 30, 2019 0B:13:32 Page B-1 Level Of Service Computation Report ICU 1(Loss as CycÌe Length %) Method (Base Volume Alternative)******************************************************************************** Intersection #6 Av. La Pata/Ortega******************************************************************************** Cycle (sec) : 100 Critical Vol. /Cap. (X) : 0. 655 Loss Time (sec) : 5 Averaqe Defay (sec/veh) : xxxxxx Optimal Cycle: 33 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound üIest Bound Movement: L - T - R L - T - R L - T - R L - T - R -t--------- |--------- |--------- l l---------------l Controf: Protected Protected Protected Protected Rights: Include OvI Incfude Include Min. Green Y+R: Lanes: 000 4.0 4.0 4.0 10302 0004.O 4.0 4.020301 000000 4.0 4.0 4.0 4.0 4.0 4.0 2020110201 t --------------- | --------------- | --------------- l l --------------- l Volume Module: Base Vof: 43I 494 40 IIl 126 568 Bi I99 3BB 161 654 29I GrowthAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 Initiaf Bse: 43I 494 40 7I1 126 568 481 I99 3BB 767 654 29I user Adj : I.00 1.00 1.00 1.00 1 .00 1 .00 1.00 1.00 1 .00 1 .00 1 .00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1 .00 1 .00 1.00 1.00 1 .00 1.00 1 .00 1.00 PHF Volume ': 43I 494 4 0 II'l 126 5 68 481 799 388 161 654 297 Reduct Vo1: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vot: 431 494 40 1,I1 126 568 487 I99 388 161 654 29I PCE Adj : 1.00 1.00 1.00 1.00 1 .00 1 .00 1.00 1.00 1 .00 1.00 1 .00 1 .00 MLFAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 Finafvol-ume: 431 494 40 II1 126 568 481 I99 38B 161 654 29I OvlAdjvol: 81 -t--------- |--------- |--------- l l---------------l Saturati-on Flow Module : Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2 .00 3.00 1 .00 1.00 3.00 2.00 2.0O 2 .0O 1 .00 1.00 2 .00 1 .00 Final sat.: 3400 5100 1700 1700 5100 3400 3400 3400 1700 1700 3400 1700 -t--------- |--------- |--------- l l---------------l Capacity Analysis Module: vol/Sat: 0.13 0.10 O .O2 0.07 0. 14 0. 17 0.14 0.06 O .23 0.09 0 . 19 0. 17 ovrAdjv/S: O.O2 crit Moves. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project AM Tue Juf 30, 2019 0B:13:32 Page 9-1 Level Of Service Computation Report ICU 1(Loss as Cycfe Length %) Method (Base Vofume Alternative)******************************************************************************** Intersection #7 Av. La Pata/Stallion******************************************************************************** Cycle (sec) : 100 Criticaf Vol./Cap. (X) : 0.425 Loss Time (sec) : 5 Averaqe Delay (sec/veh) : xxxxxx Optirnal Cycle: 27 Level Of Service: A******************************************************************************** Approach: North Bound South Bound East Bound !Ùest Bound Movement: L - T - R L - T - R L - T - R L - T - R -t---------ll---------ll---------ll---------------l Control: Protected Protected Protected Protected Rights: Include Ignore Incfude Incfude Min. Green Y+R: Lanes: Volume Modufe: Base Vol: 178 466 4 Growth Adj : 1.00 1 .00 1 .00 Initial Bse: 178 466 4 User Adj : 1.00 1.00 1.00 PHF Adj : 1.00 1 .00 1 .00 PHF Vofume: 178 466 4 Reduct Vol: 0 0 0 Reduced Vol: 178 466 4 PCE Adj : 1.00 1.00 1.00 MLF Adj : 1.00 1 .00 1 .00 Final-Volume : 17 B 466 4-t---------------l Saturation Flow Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 1.00 1.98 0.02 Fina.I Sat. : 1700 3371 29 -t-*-------------l Capacity Analysis Modufe : 20 495 819 1.00 1.00 1 .00 20 495 819 1.00 1 .00 0.00 1 . 00 1.00 0.00 20 495 0 000 20 495 0 1.00 1 .00 0.00 1 .00 1 .00 0.00 20 495 0t---------------l 551 0 109 1.00 1 .00 1.00 551 O 109 1.00 1.00 1 .00 1.00 1.00 1.00 551 0 109 000 551 0 109 1.00 1.00 1.00 1.00 1.00 1.00 551 0 109t---------------l 00000.0 4.0 4.0 4.0 4.001010010 1019 1.00 1.00 1.00 10L9 1.00 1 .00 1.00 1 .00 1.00 1.00 1019 000'7 0 19 1.00 1.00 1.00 1.00 1 .00 1.00 7019t---------------l 0 4.O 4 20 04.0 410 04.0 410 00 .0 4.0 110 00.0 4.0301 17 00 1.00 1.00 17 00 1700 1.00 3.00 5 100 1700 1.00 1.00 17 00 1700 1700 1.00 1.00 2 .00 0.00 3400 0 17 00 1.00 1 .00 1700 1700 1.00 1 .00 17 00 00 1700 00 1.00 00 1.00 0 1700 I1 1. 0. t--------------- | | --------------- | I --------------- I Vo],/Sat: 0.10 0.14 0.14 0.01 0.10 0.00 0.16 0.00 0.06 0.00 0.00 0.01 crit Moves. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project PM Tue Jul- 34, 2Ot9 0B:15:36 Page 2-1 Intersection I-5 SB Ramps/Ortega T- NB Ramps/Ortega Rancho Viejo/Ortega La Novia/Ortega Reata/Ortega Av. La Pata,/Ortega Av. La Pata/Stal1ion Impact Analysis Report Leve] Of Service BASEDeI/ v/ LOS Veh C B xxxxx 0.681 B xxxxx 0.689 C xxxxx 0.790 B xxxxx 0.671 A xxxxx 0.563 B xxxxx 0.607 A xxxxx 0,309 Future Del/ v / LOS Veh C B xxxxx 0.681 B xxxxx 0.689 C xxxxx 0.790 B xxxxx 0.671 A xxxxx 0.563 B xxxxx 0. 607 A xxxxx 0.309 #1 #2 +3 +4 +5 #6 #7 Change in + 0.000 v,/c + 0.000 V/C + 0.000 v,/c + 0.000 v/c + 0.000 v/c + 0.000 v/c + 0.000 v/c Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASsoC. IRV]NE, CA Existing pÌus Project PM Tue Jul 30, 2019 0B:15:36 Page 3-1 Level Of Service Computation Report ICUl(LoSSaScycleLength%)Method(BaseVolumeAlternative)******************************************************************************** Intersection #1 I-5 SB Ramps/Ortega******************************************************************************** Cycle (sec) : 100 Critical Vol ',/Cap' (X) : 0 ' 681 Loss Time (sec): 5 Average Delay (sec/veh): xxxxxx Optimal Cycle: 35 Levef Of Service; B ******************************************************************************** Approach Movement Control-: Rights: Min. Green Y+R: Lanes: Volume Module Base Vof: cror^/th Adj: Initial Bse: User Ad¡: PHF AdJ: PHF Volume: Reduct Vof: Reduced Vof: PCE AdJ: MLF AdJ: FinalVolume: North Bound L-T-Rt---------------l Spfit Phase Include South Bound L-T_R t---------------lSplit Phase Incfude þiast _Bouno T_T-Þ r---------------ltl Protected Ignore West Bound L-T-R l---------------l Protected Include 0 4.020 04.0 420 0 4.0 4 00 t---------------ll---------------ll---------------ll---------------l 00.0 4.0000 0 1.00 1 0 1.00 1 1.00 1 0 1.00 0 1.00 1 .00 1020 0 1.00 1.007020 0 1.00 1.00 1.00 1 .00 112 1.00 I12 0.00 0 .00 403 708 1.00 1 .00 403 ?08 1.00 1.00 1.00 1.00 00000 .0 4.0 4.0 4.0 4.0 00200301 0 1084 1.00 1 .00 0 1084 1.00 1 .00 1.00 1.00 0 1084 00 0 1084 1.00 1.00 1.00 1 .00 0 1084 004.0 4.O200 0 00 0 00 00 0 0 0 0 1020 0 000 0 1020 0 00 1.00 1 .00 00 1.00 1.00 0 1020 0 "7 46 1 .00 146 1 .00 1.00 146 0 '7 46 1.00 1 .00 146 0 403 7080000 403 708 00 1.00 1.00 00 1.00 1.000 403 708 0 1.00 0 1.00 1 .00 0 0 0 1.00 1 .00 0 0 0 0 1 .00 1.00 0 1.00 11.00 1 0 0 0 t---------------ll---------------ll---------------ll---------------l Saturation Ffow Module Sat/Lane: 1700 1700 Adjustment: 1.00 1.00 Lanes: 0.00 0.00 Final Sat.: 0 0 Capacity Analysis Module: Vot/Sat: 0.00 0.00 0.00 Crit Moves:**************************** 17OO 1?OO 1700 1700 1700 1700 1700 1700 1700 1.00 1 . o0 1 . o0 1.00 1.00 1.00 1.00 1.00 1.00 2.OO O.0O 2.OO 0.00 3.00 1.00 2.00 2.00 0.00 34OO O 3400 0 5100 1700 3400 3400 0 ll--------- ll--------- ll---------------l o.30 o.oo 0.22 0.00 0.21 0.00 0-r2 0.2I 0.00**** **** **** **************************************************** 17 00 1 .00 0 .00 0 I--------------- Traffix 8.0.0715 (c) 2O0B Dowling Assoc. Licensed to LSA ASSOC. IRVINE' CA Existing pfus Project PM Tue Juf 30, 2019 0B:15:36 Page 4-1 Level Of Service Computation Report ICU 1(Loss as Cycle Leì'ìgth e") Method (Base Vofume Alterìrative)******************************************************************************** Intersection #2 I- NB Ramps/Ortega******************************************************************************** Cyc1e (sec) : 100 CriticaÌ Vol.,/Cap. (X) : 0.689 Loss Time (sec) : 5 Average Defay (sec/veh) : xxxxxx Optirnal Cycle: 36 Level- Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L _ T _ R L - T - R L - T _ R-l--------- | l---------------t Controf: Split Phase Split Phase l---------------l Protected Inc.Iude t---------------l P.rotected Include 00 4.O 4 .0 270 Rights: Min. Green Y+R: Lanes : Incfude 04.0 4.1t 0 1 Volume Module: Base Vol-: 164 18 391 Growth Adj : 1.00 1.00 1.00 Initial Bse: 164 18 391 User Adj : 1.00 1.00 1 .00 PHE Adj : 1.00 1 .00 1 .00 PHF Vofume: ].64 18 391 Reduct Vof: 0 0 0 Reduced Vof: 164 18 391 PCE Adj : 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 FinalVolume: 764 18 391 -t---------------lSaturation Ffow Modufe: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 0.57 0.06 7.31 Flnal Sat. : 913 IOl 2320 40 0 116 1.00 1.00 1.00 40 0 116 1 .00 1.00 1 .00 1.00 1.00 1 .00 40 0 116 000 40 0 116 1 .00 1.00 1 .00 1 .00 1 .00 1 .00 40 0 116t---------------t 48 1"522 536 1.00 1.00 1.00 48 1522 536 1.00 1.00 1.00 1.00 1.00 1.00 48 7522 536 000 4B 1522 536 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 48 1522 536t--------------- 0 1823 82 1.00 1.00 1.00 o 1823 82 1.00 1.00 1.00 1.00 1.00 1.00 0 1823 82 000 0 rB23 82 1.00 1.00 1.00 1.00 1.00 1.00 o 1823 82 t---------------l 0 4.000 0 0 0 4.0 4 10 0 4.010 Include004.0 4.0001 0 .0 21- 4 0 4.O 00 l --------------- l| --------------- | --------------- l t --------------- l 1700 1700 1700 1700 1700 1700 1700 1700 1700 1.00 1 .00 1 .00 1 .00 1.00 1.00 1 .00 1.00 1.00 1.00 0.00 1.00 7.00 2.96 1.04 0.00 2.87 0.13 1700 0 1700 1700 5029 I11I 0 4BB0 220 l--------------- | l---------------t t--------------- | Capacity Analysis Module : vol/Sat: 0 .I1 0 .71 0.17 0.02 0.00 0.07 0.03 0.30 0.30 0.00 0.37 0.37 crit Moves: **** **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project PM Tue JuÌ 30, 2OI9 0B:15:36 Page 5-1 Levef Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Base Vofume Alternative)******************************************************************************** Intersectlon #3 Rancho Viejo/Ortega******************************************************************************** Cycle (sec): 1OO Criticaf Vot./Cap. (X): 0.790 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal CycÌe: 50 Level Of Service: C******************************************************************************** Approach: North Bound South Bound East Bound !Íest Bound Movement: L - T - R L - T - R L - T - R L - T - R -t---------ll--------*ll---------ll---------------l Controf: Split Phase Split Phase Protected Protected Rights: Min. Green Y+R: Lanes: Tnclude -t---------------l Vo.lume Module: Base Vol: 420 106 91 Growth Adj : 1.00 1.00 1 .00 fnitial Bse: 42O 106 91 User Adi : 1.00 1.00 1.00 PHF Adj : 1.00 1 .00 1.00 PHE Volume: 420 106 91 Reduct Vof: 0 0 0 Reduced Vof: 420 106 91 PCE Adj : 1.00 1 .00 1.00 MLF Adj: 1.00 1.00 1.00 FinafVolume z 420 106 9-l OvlAdjVol: 0 4.0 4 11 0 .001 0 4.010 0 4.011 0 4.0 Incfude004.0 4.0010 Ovl Incfude00004.0 4.0 4.0 4-0201 1030 0 4.0 10 t---------------l 215 r25 211 1 .00 1.00 1 .00 215 725 211 1.00 1.00 1.00 1.00 1.00 1.00 215 I25 211 000 215 r25 211 1.00 1.00 1.00 1.00 1.00 1.00 215 r25 211 t---------------l 16r \443 358 1.00 1.00 1 .00 16r l.443 358 1.00 1.00 1.00 1.00 1.00 1 .00 167 7443 358 000 76l. 1443 358 1 .00 1.00 1 .00 1.00 1 .00 1.00 161 7443 358 148 t---------------l 49 II2B 2I4 1.00 1.00 1.00 49 7128 2I4 1.00 1.00 1 .00 1.00 1.00 1.00 49 71-28 2r4 000 49 7128 2L4 1.00 1.00 1.00 1.00 1.00 1 .00 49 L128 2r4 t---------------ll---------------ll---------------ll---------------l Saturation Flow Module: Sat/Lane: 17OO 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 Lanes: 2.OO O.52 0.48 7.38 0.62 1.00 1.00 2.00 1.00 1.00 3.00 1.00 Einat sar.: 3400 888 BI2 2338 1063 1700 1700 3400 1700 1700 5100 1700 -l---------ll---------ll---------ll---------------l Capacity Analysis Module : Vot/Sat: O .I2 0.12 0.I2 0.I2 0.I2 0.16 O.O9 0.42 O.2I O.03 0.22 0.13 ovlAdjv/S: 0.09 crit Moves ' **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Do\^IIing Assoc' Licensed to LSA ASSOC. TRVINE' CA Existing pfus Project PM Tue JuÌ 30, 2079 0B:15:36 Page 6-1 Level Of Service Computation Report ICU 1 (Loss as Cycle Length å) Method (Base Volume Alternative)******************************************************************************** Intersection #4 La Novia/Ortega******************************************************************************** Cycle (sec): 100 Criticaf Vol./Cap. (X): 0.61\ Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 34 Levef Of Servlce: B Approach: North Bound South Bound Movement: L - T - R L - T - R-l--------- I t---------------tControl-: Protected Protected Rights: Incfude Include Mln. Green Y+R: Lanes: East Bound L-T-R l----*--------*-l Protected Incfude West Bound L-T-R t---------------l Protected fncfude 04.0 400 004.0 4.0 4.20001 0 0 0 .000 0 .0 20 0 Añ 000 4.O 4 .0 4.O 00201 0 4.O 0 0 4.O 4 100 l --------------- | --------------- ll -*-*-----*----- | --------------- l Vo.lume Moduf e: Base Vol: 240 0 761 cro\,/th Adj : 1.00 1.00 1.00 Initial Bse: 240 O 161 User Adl : 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 PHF Volume: 24O 0 167 Reduct Vol: 0 0 0 Reduced VoÌ: 240 0 161 PcE Adj : 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 FinalVolume: 240 O 761 -t---------------lSaturation Fl-or^r Module: Sat/Lane: 1700 1700 1700 Adjustment: 1.00 1.00 1.00 Lanes: 2.00 0.00 1 .00 Finaf Sat. : 3400 0 1700 -t---------------l Capacity Anal-ysis Module: Vol-/Sat: 0.07 0.00 0.10 0 1 .00 0 1 .00 1 .00 0 0 0 1 .00 1 .00 0 0 1 .00 0 1.00 1.00 0 0 0 1 .00 1 .00 0 0 1.00 0 1 .00 1 .00 0 0 0 1.00 1 .00 0 1s19 1.00 1519 1.00 1.00 151 9 0 1s19 I1 6 1 .00 r1 6 1 .00 1 .00 11 6 0 11 6 r29 1054 0 1.00 1.00 1.00 r29 L054 0 1.00 1.00 1.00 1 .00 1 .00 1 .00 729 L054 0 000 129 r0s4 0 1.00 1.00 1.00 1.00 1.00 1.00 r29 ro54 0t---------------l 1.00 1.00 1.00 1 .00 1.00 1 .00 0 1519 116t---------------l 1700 1700 1700 1 .00 1.00 1 .00 0.00 2.00 1.00 0 3400 1700 t---------------l 0 00 0 00 00 0 0 0 1700 1 .00 0.00 0 71 1. 0. 1700 1 .00 0 .00 0 00 00 00 0 1700 1700 1700 1.00 1.00 1.00 1.00 2 .00 0.00 1700 3400 0 t---------------l 0.00 0.00 0.00 0.00 0.45 0.10 0.08 0.31 0.00 crit Moves. **** **** ************************************************************************************ Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project PM Tue Jul 30, 2OI9 0B:15:36 Page 7-1 Levef Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersectj-on #5 Reata/Ortega Cycle (sec): Loss Time (sec) Optimal Cycle: 100 5 21 Critical Vol./Cap. (X) : Average Delay (sec/veh) : Levef Of Service: 0.563 xxxxxx A Approach Movement Controf: Rights: Min. Green Y+R: Lanes: Volume Module Base Vof: Growth Adj: Initial Bse: User Adj: PHF AdJ: PHF Volume: Recluct VoÌ: Reduced Vol: PCE Adj: MLF AdJ: Finafvofume: 70 1029 14 1.00 1.00 1.00 r0 1029 r4 1 .00 1 .00 1.00 1.00 1.00 1.00 70 7029 14 000 10 1029 t4 1.00 1.00 1.00 1.00 1.00 1.00 70 ro29 74 I---------------l North Bound South Bound Eäst Bound VÍest Bound L-T-RL-T_RL-T-RL-T_R t ------------*-- | --------------- | -------------*- | --------------- l Permitted Permitted Protected Protected lnclude rncÌude rnclude rncfude 0 4.0 0 0 4.O 4 10 0 4.0 0 0 4.0 4 10 0 .0 01 0 .001 0004.0 4.0 4.010201 000 4 .0 4.0 4.010201 2 1.00 2 1 .00 1 .00 | --------------- I I ---------*----- I 0 1.00 0 1 .00 1 .00 0 0 0 1.00 1.00 0 4 1.00 4 1 .00 1 .00 4 0 4 1.00 1.00 4 29 1.00 29 1 .00 1 .00 29 0 29 1.00 1 .00 29 0 00 0 00 00 0 0 0 00 00 0 96 1.00 96 1 .00 1.00 96 0 96 1 .00 1 .00 96 81 1528 3 1.00 1.00 1.00 81 1528 3 1.00 1.00 1 .00 1.00 1.00 1.00 81 1528 3 000 81 1528 3 1 .00 1.00 1.00 1.00 1.00 1 .00 81 1528 3t--------------- 1 1 1 1 1 2 0 2 1.00 1.00 2 Saturation Ffow Modul-e: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1 .00 1 .00 1.00 1 .00 1 .00 1 .00 1.00 1.00 1 .00 1. 00 1.00 Lanes: 1.00 0.00 1.00 1.00 0 .00 1 .00 1.00 2 .00 1 .00 1 .00 2 .00 1.00 FinaÌ Sat.: 1700 0 1700 1700 0 1700 1700 3400 1700 1700 3400 1700 -t--------- |--------- |--------- l l---------------l Capacity Analysis Modufe : vol/Sat: 0.00 0.00 0.00 0.02 0.00 0.06 0.05 0.45 0.00 0.01 0.30 0.01 crlt Moves ' **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE, CA Existing plus Project PM Tue Jul 30, 2OI9 08:15:36 Paqe B-1 Level Of Service Computation Report ICU 1(Loss as CycÌe Length U ) Method (Base Vofume Alternative)******************************************************************************** Intersection #6 Av. La Pata/Ortega******************************************************************************** Cycle (sec) : 100 Critical Vol .,/Cap. (X) : 0.607 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 29 Level Of Service: B******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Control: Rights: Min. Green: Y+R: Lanes: Protected Inc.Iude t---------------l Protected . OvÌ 00 4 .0 4.O 203 4 0004.0 4.0 4.010302 | --------*------ | | --------------- | Protected Protected Include Include00004.0 4.0 4.0 4.0201 1020 0 4.0 20 0 4.O 110 r --------------- | --------------- | --------------- l l --------------- l Volume Modul-e: Base Vol: 306 528 I21 282 442 529 514 832 226 13 293 109 GrowthAdi: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 InitiaÌ Bse: 306 528 I21 282 442 529 514 832 226 13 293 109 UserAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 PHFAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Vofume: 306 528 I21 282 442 529 514 832 226 13 293 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vof: 306 528 I2'7 282 442 529 514 832 226 13 293 109 PcEAdj: 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 1.001.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1 .00 1 .00 1.00 1.00 1.00 1 .00 1 .00 1.00 FinafVolume: 306 528 L21 282 442 529 514 832 226 13 293 109 OvlAdjvol: 15 -l--------- ll----------:----ll--------- I l---------------l Saturation Ffo\"¡ Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 3.00 1.00 1.00 3.00 2.00 2.00 2.OO 1.00 1.00 2.00 1.00 Final Sat.: 3400 5100 1700 1700 5100 3400 3400 3400 1700 1700 3400 1700 -t--------- l|--------- l l--------- l l---------------l Capacity Analysis Module: vollsat: 0.09 0.10 0.07 0. 17 0.09 0.16 0.15 0.24 0. 13 0.04 0.09 0.06 0 .00ovlAdjv/S: crit Moves. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. IRVINE' CA Exlsting plus Project PM Tue JuÌ 30, 2OI9 0B:15:36 Page 9-1 Level of Service Computation Report ICU 1 (Loss as Cycfe Length å) Method (Base Volume Alternative)******************************************************************************** Intersection #7 Av. La Pata/staffion******************************************************************************** Cycle (sec) : 100 Critical Vol .,/Cap. (X) : 0.309 Loss Time (sec) : 5 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 18 Level Of Service: A******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -l---------ll---------ll---------ll---------------lControl: Protected Protected Protected Protected Rights: Incfude Ignore Incfude Include Min. Green: Y+R: Lanes: 0 4.0 4 10 0 4.0 10 004.0 4.0110 0 .030 000 4.0 4.0 4.0 10010 0004.O 4.0 4.020010 0 4.0 1 Volume Module: Base Vof: Growth Adj: 1 fnitial Bse: User Adj: 1 PHF Adj: 1 PHF Vofume: Reduct Vol: Reduced Vol: PCE Adj: 1 MLF Adj: 1 FinafVo.Iume: 31 00 31 00 00 31 0 31 00 00 31 610 1 .00 610 1.00 1 .00 610 0 610 1 .00 1 .00 610 1 1.00 1 1 .00 1.00 1 0 1 1 .00 1 .00 1 9 495 1.00 1.00 9 495 1.00 1.00 1.00 1.00 9 495 00 o / oÃ 1.00 1.00 1.00 1.009 495 159 1.00 1 159 1.00 1 1.00 1 159 0 159 1.00 1 1.00 1 464 00 1.00 464 00 1.00 00 1.00 464 00 464 00 1.00 00 1.00 464 I6 1 .00 I6 1.00 1.00 16 0 I6 1 .00 1.00 I6 268 1.00 268 0 .00 0. 00 0 1.00 0 1.00 1.00 0 00 0 00 00 0 0 0 00 00 0 1 1 1 0 0 0 0.00 0.00 1 1 0 0 0 1.00 1 .00 00 159 Saturation Fl-ow Module: Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment : 1.00 1.00 1.00 1 .00 1.00 1 .00 1.00 1 .00 1.00 1.00 1.00 1. 00 Lanes: 1.00 1. 99 0.01 1.00 3.00 1 .00 2.00 0.00 1.00 1.00 0.00 1.00 Finaf Sat.: 1700 3395 5 1700 5100 1700 3400 0 1700 1700 0 1700 -l---------ll---------ll-*-------ll---------------l Capacity AnaÌysls Module: vol/Sat: 0.02 O.20 0.20 0.01 0.10 0.00 0.05 0.00 0.03 0.00 0.00 0.01 crit Moves. **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to LSA ASSOC. fRVfNE' CA TRAFFTc lMPAcr ANALYSTS AuGUsr 2019 CAptsrßANo GREENERy al PRrMA DESHEcHA LaNDF¡LL SAN JuaN caPrstRANo, caLlFoRNra LSA APPENDIX C HCM WORKSHEETS P:\ocY1701. 15\Traff ic\DocvlA.docx (08/09/19) HCM 6th Signalized lntersection Summary 08t02t20191: Orteq a & l-5 SB Off-Ramp ì \{\a 1Ì Lt ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) ,lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach ,tdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive On Green Sat Flow, veh/h 1.00 1.00 1.00 No 1870 1223 0.95 2 1470 0.29 5274 I 194 194 0 1.00 1.00 1870 0 0.95 2 0,00 1 585 ++t0 11620 116200 0 U ÌÌ ++308 652 0308 652 00001.00 1.00 1 .00 1 .00 1.00 No 1870 1870 0 324 686 0 0.95 0.95 0.95 220 427 1729 0 0.12 0.49 0,00 3456 3647 0 0 il I'iìT 868 868 0 1.00 1.00 0 0 0 0 0 tf 936 936 0 1.00 1.00 0 0 0.95 0 0 0,00 0 1 870 914 0,95 2 1256 0,36 3456 1.00 No 0 0 0.95 0 0 0.00 0 't870 985 0.95 2 1014 0.36 2790 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %íle Back0fQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0,0 1223 1702 13.5 13,5 1470 0.83 15,32 1.00 1.00 20.0 3.9 0.0 5.4 324 1728 5.4 5.4 1.00 427 0.76 432 1.00 1.00 25.4 7.5 0.0 2.5 686 1777 7.4 7.4 1729 040 1777 1.00 1.00 9.8 0.1 0.0 2.5 10.0 A 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0,0 0.0 0.0 0.0 914 1728 13.7 13.7 1.00 1256 0.73 1256 1.00 1.00 16.5 2.2 0.0 5.2 0 0 0.0 0.0 985 1 395 20.8 20.8 1,00 1014 0.97 1014 1.00 1.00 18.8 21.5 0,0 8.9 0 I 585 0.0 0,0 1.00 1.00 0.00 0,0 0.0 0.0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 40.3 D 0.0 A 0.0 A 33.0 c 24.0 c 0.0 18.7 Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1223 24,0 c 1010 17.3 B A 1899 29.9 c #å$ lsrrg Phs Duration (G+Y+Rc), s 11.9 21.8 263 33,7 Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext Time (p_c), s r HCM 6th Ctrl Delay 25J HCM 6th LOS C Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay 4.5 4.5 7,5 18.0 7 .4 15.5 0.0 1,8 4.5 30.0 9.4 4.8 4.5 21.0 22.8 0.0 Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 2: l-5 NB Ramps & Ortega 08t02t2019 Movement t\-F\{ EBL EBT EBR WBL t\ I WBR NBL NBTWBT L SBL Ì NBR t SBT ¿ SBR Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus. Adj Work Zone 0n Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive On Green Sat Flow, veh/h l¡ 34 34 0 100 1.00 1 870 36 0,95 oL 54 003 1781 ++1" 1452 1452 0 1.00 No 1 870 1692 0.95 L 2369 0.42 561 1 ++1' 1 680 1 680 0 1.00 No 1 870 1768 0.95 2 tt tö 035 5237 58 58 0 1.00 1.00 144 144 0 1.00 1,00 1870 152 0.95 L 180 0.37 484 + 26 26 0 1.00 No 1870 428 0.95 2 508 0.37 1362 ri 28 28 0 1.00 1.00 1 870 29 0.95 2 147 008 1781 I 98 98 0 1.00 1.00 1870 103 0.95 2 131 0.08 1 585 1.00 No 1 870 0 0.95 2 154 0.00 1870 il o¿¿ o¿l 0 100 1.00 t 678 678 0 1.00 1.00 + U 0 U 0 0 0 00 00 1 870 546 0.95 2 669 0.42 1 585 tt 0 0.95 0 U 0.00 0 1870 61 0.95 2 61 0.35 175 1 870 446 0.95 2 591 0.37 1 585 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 36 1781 2.2 2.2 1.00 54 0.67 B3 100 1.00 528 13.2 0.0 1.2 1692 1 870 27,4 27.4 2369 0.71 2459 1.00 1.00 26.3 1.0 0.0 12.1 546 1 585 33.4 33,4 100 669 0.82 695 100 1.00 28.0 L3 0.0 13.7 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0,0 0.0 0.0 0.0 1187 1702 38.2 38.2 1 195 0.99 1 195 1.00 1.00 35.6 24,5 0.0 19.5 642 1839 38.3 38.3 0.1 0 645 0.99 645 1.00 1.00 35.6 34.0 00 22.8 580 1 846 31.6 31.6 0.26 688 0.84 688 1.00 1.00 3'1 6 12.0 00 16.1 0 0 0.0 0.0 446 1 585 ¿t .u 27.0 1.00 591 0.76 591 1.00 1.00 30.1 8.7 0,0 11.5 29 1781 1.7 1,7 1.00 147 0,20 293 1.00 1.00 471 0.6 00 0.8 0 1 870 0.0 0.0 154 0.00 308 1.00 0.00 00 0.0 00 0,0 103 1 585 7.0 7.0 1.00 131 0.79 261 100 1.00 49.5 10.0 0.0 6.4 0 0.00 0 1.00 0,00 0.0 0.0 00 0.0 66,0 27.3 35.3 0.0 60.0 69.6 43.6 0.0 38,8 47.7 0,0 59.5ECDAEEDADDAE Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs 2274 29.8 c 1829 63,4 E 1026 41.5 D 132 ÃAO E 2 4 678 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+11), s Green Ext Time (p_c), s lntersection Summary 50.9 4,5 48.2 35.4 10.2 13.6 18.1 9,0 0.2 7,8 4,5 5.1 4.2 0.0 43,1 4,5 Jö.b 40.3 0.0 45.5 4,5 30,2 336 0,0 HCM 6th Ctrl Delay HCM 6th LOS Notes 44.5 D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 3: Rancho Vieio & O a 08t02t2019 j \{\a 1t L+ ¿ WBR NBL NBT N Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow, veh/h 58 ÃoJU n 1.00 1.00 109 '109 0 1.00 1.00 Ì++236 1061 236 '1061 00 100 1,00 1.00 No 1870 1870 248 1117 0.95 0.95 22 258 1407 0.14 0 40 1781 3554 I 269 269 0 1.00 1.00 r 567 567 0 1.00 1.00 1 870 597 0.95 2 '1028 0.40 1 585 ï 71 71 U 1.00 1.00 1870 75 0.95 2 96 ^^Ã 1781 +++ 1489 1489 0 1.00 No 1 870 1567 0,95 ÕL 1557 031 51 06 r 419 419 0 1.00 1.00 1870 441 0.95 2 483 0.31 1 585 1 870 319 0.95 ¿ 900 0.25 3563 -ff" 134 134 0 1.00 No 1870 91 0.95 2 264 0.25 1044 1 870 ot 0,95 ,.) 177 0.25 700 I too 166 0 '1,00 1.00 1 870 140 0.95 2 209 012 1781 -fÞ 124 124 0 1.00 No 1 870 180 0.95 2 256 0.12 2182 1870 115 0.95 2 155 0.12 1321 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), siveh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 248 1781 13.8 13.8 100 258 0.96 258 1.00 1.00 42.5 44.9 0.0 9.2 1117 1777 277 27.7 1407 0.79 1407 1.00 1.00 26.6 ó.¿ 0.0 11.9 597 1 585 21.2 21,2 1.00 1028 0.58 1028 1.00 1.00 99 0.8 0.0 13.5 75 1781 4.2 4.2 1.00 96 0.78 123 1.00 1.00 46.t 21.2 0.0 2.4 1567 1702 30.5 30.5 1557 1.01 1557 1.00 1.00 34.7 24,3 0.0 158 441 1585 26.8 26.8 1.00 483 0.91 4ðJ 1.00 1,00 33.5 21.6 0.0 12,9 319 1781 7.3 7.3 1.00 900 0.35 900 1.00 1.00 30.7 1,1 0,0 3.3 0 0 0.0 0.0 152 1744 7.1 7.1 0,40 441 0.34 441 1.00 1.00 30.6 2,1 0.0 3.2 140 1781 7,5 7.5 1.00 209 0.67 321 1.00 1.00 42.3 3.7 0.0 3.5 153 1 870 7.9 7.9 ,'to 0,70 JJ/ 1.00 1.00 42.4 4.0 0.0 3.8 142 1 633 8.4 8.4 0.81 192 0.74 294 1.00 1.00 42,7 5.ô 0.0 3.7 0 0.00 0 1.00 0,00 00 0.0 0.0 0.0 87.4 29.8 10.7 67.9 59.1 55.0 31.8 0.0 32.7 46.0 46.4 48.3 DDFCBEFECACD Approach Vol, veh/h Approach Delay, s/veh Approach LOS ilimer - Assioned Phs 1962 31.3 c 2083 58.5 E 471 32,1 435 46.9 D 2 34 678 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext Time (p_c), s lntersection Summarv 29.8 4.5 19.0 9.3 1.5 9.9 ÀE 6.9 6.2 0.0 16.2 4.5 18.0 10.4 1.3 19.0 4.5 14.5 15.8 0.0 35.0 4.5 30.5 11 ÃJL,J 0.0 44.1 4.5 38.1 29,7 Ão HCM 6th Ctrl Delay HCM 6th LOS 'Notes 44.2 D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 4: La Novia & Ortega 08t02t2019 \¿ìt {-\t Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow, veh/tr t+ 1015 1 015 0 1.00 No 1 870 1 068 0.95 2 1200 0.34 3647 1870 251 0.95 2 535 0.34 1585 1870 219 0.95 2 264 0.15 1781 +t 1546 1 546 0 1.00 No tB70 1627 0,95 2 1972 0.56 3647 1870 242 0.95 2 486 0.31 1 585 f 230 230 0 1.00 1.00 Ìt 396 396 0 1.00 1.00 No 1870 417 0.95 2 1059 0,31 3456 l'¡ 208 208 0 1,00 L00 I 238 238 0 1,00 1.00 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g-s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/lr V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh Toile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 44.0 14.7 18.9 22j DBBC 1 068 1777 18.5 18.5 1200 0.89 1230 1.00 1.00 20.4 8.2 0.0 8.3 251 1585 8.1 B.l 1,00 535 0.47 549 1,00 1.00 16.9 0,6 0.0 2.8 219 1781 7.8 7.8 1.00 264 0.83 288 1.00 1.00 26.9 17.1 0,0 4.4 1627 1777 24.4 24.4 1972 0.82 2050 1.00 1.00 11.9 2.8 0.0 8.5 417 1728 6.2 6.2 1.00 '1059 0.39 1059 '1.00 1.00 17.8 1.1 0.0 2.4 242 1 585 8.1 8.1 1.00 486 0.50 486 1.00 1.00 18.4 3.6 0.0 3.2 28.6 17.6 CB Approach Vol, veh/tr Approach Delay, s/veh Approach LOS 1319 26.5 c 1846 18.2 B 659 20.0 c Phs Duration (G+Y+fi6¡, s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p_c), s 24.4 4.5 18,5 10.1 1.7 14.1 4.5 10.5 9.8 0.0 26.5 4.5 22.5 20.5 1.5 40.6 4.5 37.5 26.4 8.1 6th Ctrl Delay HCM 6th LOS 21.4 Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 5. Reata Rd & Orteqa Hwv 08t02t2019 i \{\\ 1r \t ¿ Lane Configurations Traffc Volumé (vehih) Future Volume (veh/h) rlnitialQ (Qb.),,veh Ped-Bike Adj(A-pbT) Parking Bus, Adj Work Zone 0n Approach Adj$at Flow;veh/h/n Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, vehlh Arrive On Green Duration (G+ Change Period (Y+Rc), s Max Green Setting {Gmax), s Max Q Clear Time (g_c+|1), s Green ExtTime (p-c), s ¡rr.t++fì1.3414n24233414272423000000 Ì++57 1221 57 1221 00 No 1670 1285 0.95 2 1863 0.52 1870 60 0,95 2 B9 0.05 1870 J 0.95 2 831 0.52 r870 4 0.95 2 10 0.01 No 'r870 1502 0,95 2 1704 0.48 1870 2 0.95 2 336 0.27 No 1870 3 0.95 2 503 0.27 1 870 0 0.95 2 0 0.00 1870 16 0.95 2 4Bô 0.27 1" 0 0 0 1.00 No 1870 0 0.95 2 0 0.00 0 153 153 0 1.00 1.00 1870 161 0.95 2 426 0.27 1870 25 0,95 2 760 0.48 r585 T¡ 0, 160 15001.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Grp Volume(v), veh/h 60 1285 3 4 1502 25 2 3 0 16 9 191 Grp Sat Flow(s),veh/tr/ln 1781 1777 1585 1781 1777 1585 1225 1870 0 1414 0 1585 Q Serve(g-s), s 2.2 18.0 0.1 0.1 25.5 0.6 0.1 0.1 0.0 0.6 0.0 5.5 Cycle Q Clea(g¡), s 2.2 18.0 0,1 0.1 25,5 0.6 5.6 0.1 0.0 0.6 0.0 5'5 Prop ln Lane 1,00 1 00 1.00 1,00 1.00 0,00 1.00 1.00 Lane Grp Cap(c), veh/h 89 1863 831 10 1704 760 336 503 0 486 A 426 v/c Ratio(X) 0.67 0.69 0.00 0.42 0.88 0.03 0.01 0.01 0.00 0.03 0,00 0.38 Avail Cap(c-a), veh/tr 133 1863 831 133 1778 793 336 503 0 486 0 426 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filte(l) 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0,00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.3 11.9 7 .6 33.2 15,7 9.2 22.2 17.9 0.0 18 2 0 0 19.9 lncr Delay (02), s/veh 8.4 1.1 0.0 26.7 5,4 0.0 0,0 0.0 0:0 0.1 0,0 2.5 lnitial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/ln 1.1 6,3 0.0 0.1 10.1 0.2 0.0 0.0 0.0 0,2 0,0 2.2 Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh 39.6 13.0 7.6 59.9 21.1 9,2 22.2 18.0 0.0 18.3 0.0 22,5 LnGTpLOS D B A E C A C B A B A C Approach Vot, veh/h 1348 1531 5 177 Approach Delay, s/veh 14.1 21.0 19.7 22.1 ApproachL0S' B C B C s 22,5 4,5 18.0 7.6 0,0 4,9 4.5 5,0 2.1 0,0 36;6 4.5 33,5 27.5 4.6 39,6 4,5 33,5 20.0 7.7 22,5 4.5 18.0 7.5 0.7 7.9 4.5 5.0 4.2 0,0 Dela¡¡18. HCM 6th LOS B Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 6: Av. La Pata/Antonio Pkwy & Ortega Hwy 08t0212019 I \{\\ 1Ì Lt ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, vehlh/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive 0n Green Sat Flow, veh/h +++ 494 494 0 ïìt 428 428 0 1.00 1.00 I 385 385 0 1.00 1.00 Ìfll 487 487 0 1.00 1.00 1870 513 0.95 2 586 0.17 3456 +t 199 199 0 1.00 No 1870 209 0.95 2 975 0,27 3554 1 870 405 0.95 2 435 0.27 1 585 Ì 161 161 0 1.00 1.00 1870 169 0.95 2 206 0.12 1781 t+ 654 654 0 1.00 No '1870 688 0.95 2 784 0.22 3554 if 291 291 0 1.00 1.00 1870 306 0.95 2 350 0.22 1585 1 870 451 0.95 2 500 0.14 3456 1.00 No 1870 520 0.95 2 1513 0.30 5106 I 40 40 0 1.00 1,00 1870 42 0.95 2 474 0.30 1 585 li 117 117 0 1.00 1.00 1870 123 0.95 2 155 0.09 1781 ++t 726 726 0 1.00 No 1870 764 0.95 2 1220 0,24 51 06 tf 568 568 0 1.00 1.00 1870 598 0,95 2 1140 0,24 2790 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), siveh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 46.0 22.4 54.9 50.7 40.6 50.3 513 1728 11.5 1 1.5 1.00 586 0.87 586 1.00 1.00 32.2 13,8 0.0 5.8 209 1777 3.6 3.6 975 0,21 975 1.00 1.00 22.2 0.1 0.0 1.5 405 1 585 19.8 19.8 1.00 435 0.93 435 1.00 1.00 28.1 2ô.8 0.0 10.4 169 1781 7,4 7.4 1.00 206 0.82 249 1.00 1.00 34,3 16,3 0.0 4.0 688 1777 14.9 14,9 784 0.88 804 1.00 1.00 30.0 10,7 0.0 7.3 306 1585 14.8 14.8 1.00 350 0.88 359 1.00 1.00 29,9 20,4 0.0 7,4 42 1 585 1,5 1.5 1.00 470 0.09 470 1.00 1,00 20,2 0.4 0.0 0,6 20.6 123 1781 5,4 5.4 1.00 155 0.79 193 1.00 1.00 35.6 16.4 0,0 3,0 764 1702 10,7 10.7 1220 0,63 1220 1.00 1,00 27.1 2.4 0.0 4.4 598 1395 12.8 12.8 1.00 1140 0.52 1140 1.00 1.00 17.7 1,7 0.0 4.2 451 520 1728 170210,2 6.310.2 6.3 1.00 500 1513 0.90 0.34 500 1513 1.00 1.00 1 ,00 1.00 33,5 21,919.6 0.60.0 0.05.5 2.5 53.1 22.5DCDDDDDC 19.429.552.0 D CB Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1127 44.8 D 1 163 44,7 D 1013 36.0 D 1485 27.3 c Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Tme (p_c), s 11.4 4.5 8.6 7.4 0,0 28,1 4.5 21.9 8.3 3.1 13,7 4,5 11.1 9.4 0,1 16.0 4,5 1 1.5 12.2 0.0 23,5 4.5 19.0 14,8 2.7 18.0 4,5 13.5 13.5 0.0 . 22.0 4,5 18.0 16.9 0.7 26.3 4.5 20.4 21,8 0.0 HCM 6th Ctrl Delay HCM 6th LOS 37,5 D Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 7: Av. La Pata & Stallion Ridqe 08t02t2019 j \{\\ 1Ì Ll ¿ Lane Configurations rlraffic Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, vehlh Arrive 0n Green Sat Flow, vehitr 109 109 0 1,00 1.00 19 19 0 1.00 1.00 tli 551 551 0 1.00 1.00 '1870 580 0.95 2 699 0.20 3456 1.00 No 1870 n 0,95 2 0 0.00 0 1 870 115 0.95 2 314 0.20 1 585 1870 7 0.95 2 124 0.07 1781 1.00 No 1 870 U 0.95 2 0 0.00 0 1870 20 0.95 2 104 0.07 '1585 I 178 178 0 1.00 1.00 1870 187 0.95 2 228 0.1 3 1781 +1' 463 463 0 1.00 No 1870 487 0.95 2 1655 0.46 3612 4 4 0 1.00 1.00 1 870 4 0.95 2 14 0.46 30 1870 21 0.95 2 42 0.02 1781 1.00 No 1870 518 0.95 2 1 809 0.35 5106 I 819 819 0 1.00 1.00 '1870 0 0.95 2 0.00 1 585 1* 0 0 0 Ì I 7 0 .00 .00 1. 0 0 0 +++ 492 492 0 Ì 20 20 0 00 00 I 1 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g-s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh o/oi le BackOfQ(SO%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.1 0.0 25.6 31.5 0,0CACCA 13.1 B 17.1 B 580 1728 11.6 11.6 100 699 0.83 864 1.00 1.00 27.5 5.6 0.0 5.1 0 0 0.0 0.0 20 1585 0.9 0.9 1.00 104 0.19 396 1.00 1,00 31,8 0.9 0.0 0.3 187 1781 7.4 7.4 1.00 228 0.82 260 1.00 1.00 30.6 16.9 0.0 4.1 239 1777 6.'1 6.1 252 1 865 6.1 6.1 0.02 855 0.29 855 1.00 1.00 12.2 0.9 0.0 2.5 21 1781 0.8 0.8 1.00 42 0.49 131 1.00 1.00 34,7 8.7 0.0 0.5 518 1702 5,2 5.2 0 1585 0.0 0.0 1.00 0 1150 15850.0 4.50.0 4.5 1.00 7 781 0.3 0.3 1.00 124 0.06 445 1.00 1.00 31.3 0.2 0.0 0.1 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 314 0.37 396 1.00 1.00 24.9 0.7 0.0 1.7 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 814 0.29 814 1.00 1.00 12.2 0.9 0.0 2,4 1 809 0.29 1 809 1.00 1.00 to. / 0.4 0.0 2.0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 LnGrp LOS 32,7 47.4 CD 13.1 43.4BD Approach Vol, veh/h Approach Delay, s/veh Approach LOS A695 31.9 c 27 32.4 c 678 22,6 c 539 18.1 B Phs Duration (G+Y+Rc), s 6.2 Change Period (Y+Rc), s 4.5 Max Green Setting (Gmax), s 5.3 Max Q Clear Time (g-c+11), s 2.8 Green Ext Time (p-c), s 0.0 37.5 4.5 30.7 8.1 2.9 9,5 4.5 18.0 2.3 0.0 1B.B 4.5 18.0 6.5 0.4 19.1 4.5 18,0 13.6 1.0 9.2 4,5 18.0 2,9 0.0 13.7 4,5 10.5 9.4 0,1 30,0 4.5 25.5 7.2 3.3 HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay Capistrano Greenery 0712312019 Existing AM Synchro 10 Report HCM 6th Signalized lntersection Summary 1: Ortega & l-5 SB Off-Ramp 08t02t2019 ,.\{+-\ 1Ì \l ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arive On Green Sat Flow, veh/h 0 0 0 1,00 1.00 0 0 0 1.00 r.00 t++ 1084 1 084 0 1.00 No 1870 1141 0.95 2 1358 0.27 5274 I 172 172 0 1.00 1.00 1870 0 0,95 2 0.00 1 585 Tlr¡ 1018 101 8 0 1.00 1,00 tl 746 746 0 1.00 1.001.00 No 0 n 0.95 0 0 0.00 0 ÌÌ t+402 708402 708 00 1.00 1.00 1.00 No 1870 1870423 745 0.95 0.9522 505 1711 0.15 0,48 3456 3647 0 0 0 0 0 0 0 0 0 0 0 0.95 0 0 0.00 0 0 0 0.95 0 0 0,00 0 1870 1072 0.95 2 1314 0.38 3456 1870 785 0.95 2 1 061 0.38 2790 Grp Volume(v), veh/h 0 Grp Sat Flow(s),veh/h/ln 0 Q Serve(g_s), s 0,0 CycleQClea(g_c),s 0.0 Prop ln Lane 0.00 Lane Grp Cap(c), veh/h 0 V/C Ratio(X) 0.00 AvailCap(c-a), veh/tr 0 HCM Platoon Ratio '1.00 Upstream Filte(l) 0.00 Uniform Delay (d), s/veh 0.0 lncr Delay (d2), slveh 0.0 lnitial Q Delay(d3),s/veh 0.0 %ile Back0fQ(50%),veh/ln 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 1141 1702 13,7 13.7 1358 0.84 1414 1.00 1,00 22.5 4.6 0.0 5,7 0 1 585 0.0 0.0 1.00 1.00 0.00 0.0 0.0 00 0.0 0,0 423 1728 7.7 7.7 1.00 505 0.84 505 1.00 1,00 27.0 1 1.8 0.0 3.8 745 1777 89 8.9 1711 0.44 1750 1.00 1.00 11.1 0.2 0,0 3.1 11.2 B 0 0 0.0 0,0 0.00 0 0.00 0 1.00 0.00 0,0 0.0 0.0 0.0 0.0 1072 1728 18.1 18.1 1.00 1314 0.82 1314 1.00 1.00 '18.1 4.1 0.0 7.2 22.2 0 0 0,0 0.0 785 1 395 15.8 15.8 1.00 1 061 0.74 1 061 1.00 1.00 17.4 2.8 0.0 4.9 20.2 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0,0 0.0 A 27.1 38.8 DLOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS A 1141 27.1 c A 1 '168 21.2 c 1857 21,4 c Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear ïime (g_c+|1), s Green Ext Time (p_c), s 14.0 4.5 9.5 9.7 0.0 21.8 4.5 18.0 15.7 1.6 35.8 4.5 32.0 10.9 5.3 29.2 4.5 24.0 20.1 2.7 HCM 6th CtrlDelay HCM 6th LOS 22.9 Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay Capistrano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 2. l-5 NB Ramps & Orteqa 08t0212019 I \¿TI \a 1t lt ¿ Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/hiln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow. veh/lr rÌ ++1'48 152248 152200 1.00 1.00 1.00 1.00 I 390 390 0 1.00 1'00 1870 1870 302 42 0.95 0.9522 476 173 0.30 0.10 1585 1781 1.00 No 1870 183 0.95 2 282 0.30 939 f 536 536 0 1,00 1.00 1 870 542 0,95 2 742 0.47 1 585 ++1"0 18200 182000 82 82 0 1.00 1,00 164 164 0 1.00 1.00 + 18 18 0 lT 40 40 0 1.00 1.00 il 116 116 0 1.00 1.00 1870 122 0.95 2 154 0.10 1 585 + 0 0 0 1 870 51 0.95 2 67 0.04 1781 1.00 No 1870 1 636 0.95 2 2625 0.47 561 1 0 0 0.95 0 0 0.00 0 1.00 No 1870 1 916 0.95 2 1929 0.39 5178 1 870 86 0.95 2 86 0.39 224 1870 173 0.95 2 ¿oo 0,30 887 1,00 No 1870 0 0,95 2 182 0.00 1870 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g-s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/tr V/C Ratio(X) AvailCap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), slveh lnitial Q Delay(d3),s/veh %ile BackOfQ(507d,veh/ln Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 51 1781 2.8 2.8 1,00 67 0.76 94 1.00 1.00 47.6 19,6 0.0 1.6 67.2 E 1 636 1870 21.9 21.9 2625 0.62 2710 1.00 1.00 20.0 0.4 0.0 9.3 542 1 585 27.7 27.7 1.00 742 0.73 766 1,00 1.00 21.5 3.5 0.0 10.5 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 1 301 1702 38.0 38.0 131 1 0.99 1311 1.00 1.00 306 23.0 0,0 19.1 701 1830 38.2 38.2 0.12 705 1.00 705 1.00 1.00 30.7 32.7 0.0 22.5 356 1826 17.0 17.0 0.49 548 0,65 548 1.00 1.00 30.4 Ão 0.0 8.2 0 0 00 0,0 302 1 585 16.5 16.5 1.00 476 0.64 476 1.00 1.00 30.3 6.3 0.0 7.0 42 1781 2.2 2.2 1,00 173 0.24 322 1.00 1.00 41.7 0.7 0.0 1.0 122 1585 7.5 7.5 1,00 154 0.79 287 1.00 1.00 44.2 8.8 0.0 6.8 0 1870 00 0.0 0 0.00 0 1.00 0.00 U.U 0.0 0.0 0.0 182 0.00 339 1.00 0.00 0.0 0.0 0.0 0.0 25.0 U 20.4 53.6 63.4 36.3 0.0 36.6 42.5 0.0 53.0 DDEDADDA Approach Vol, veh/h 2229 2002 658 164 Approach Delay, s/veh 22,6 57.0 36.4 50.3 ApproachLOS C E D D Phs Duration (G+Y+Rc), s 34,5 51,3 14.2 8,3 43.0 Change Period (Y+Rc), s 4,5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.1 48.3 18.1 5.3 38.5 Max Q Clear Time (g_c+11), s 19.0 29.7 9,5 4.8 40.2 Green Ext Time (p-c), s 0.4 13.5 0.3 0.0 0,0 HCM 6th Ctrl Delay 38.9 HCM 6th LOS D User approved volume balancing among the lanes for turning movement, Capistrano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 3. Rancho Viejo & Ortega 08t02t2019 j \{\\ 1t \t J Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow, veh/h Ì -1T'420 106420 10600 1.00 1.00 1.00 No 1870 1870442 112 0,95 0.9522701 177 0,20 0.20 3563 902 il 358 358 0 1.00 1.00 Ì 161 161 0 1.00 r.00 1 870 169 0,95 2 201 0.11 1781 ++ 1440 1440 0 1.00 No 1870 1516 0,95 2 1439 0.41 3554 1870 3u 0.95 2 954 0.41 1585 Ì 49 49 0 1.00 r.00 1870 52 0.95 2 68 0.04 1781 +t+ 1125 1125 0 1.00 No 1 870 1184 0.95 2 1687 0.33 51 06 f 214 214 0 1.00 1.00 1870 225 0.95 2 524 U.JJ 1585 1870 102 0.95 2 162 0.20 821 Tl 275 275 0 1.00 '1.00 1870 238 0.95 2 321 0.18 1781 -11* 125 125 0 1.00 No 1 870 204 0.95 2 337 0.18 1 870 1870 292 0.95 2 285 0,18 1 585 277 277 0 1.00 1.00 97 97 0 00 00 Grp Volume(v), veh/h 169 Grp Sat Flow(s),veh/h/ln 1781 Q Serve(g_s), s 9,3 CycleQClea(g_c),s 9.3 Prop ln Lane 1.00 Lane Grp Cap(c), veh/h 201 V/C Ratio(X) 0.84 Avail Cap(c_a), veh/h 237 HCM Platoon Ratio 1.00 Upstream Filte(l) 1.00 Uniform Delay (d), s/veh 43.5 lncr Delay (d2), siveh 20.3 lnitial Q Delay(d3),s/veh 0,0 %ile Back0fQ(50%),vehiln 5,2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.8 LnGrp LOS E 10.7 71.9 30.5 26.7 41.1 0.0 1516 1777 40.5 40.5 1439 1,05 1439 1.00 1.00 29.7 39.1 0.0 24.3 377 1 585 12,4 12.4 1.00 954 0,40 954 1.00 1.00 10.4 0.3 0.0 6.8 52 1781 2.9 2.9 1.00 6B 0.76 B9 1.00 1.00 47.6 24.2 0.0 1.7 1184 1702 20,2 20.2 1 687 0,70 1 687 1.00 1.00 29,2 't.3 0.0 8,3 225 1585 11,1 11.1 1.00 524 0.43 524 1.00 1.00 26.1 0.6 0.0 4.2 442 1781 11,4 11.4 1.00 741 0,63 701 1.00 1,00 36.8 4.3 0.0 5.3 0 0 0.0 0.0 214 1723 11.4 11.4 0.48 339 063 339 1.00 1,00 36.8 8,6 0.0 5.6 238 1781 12.6 12.6 1.00 321 0.74 321 1.00 1.00 38,8 8.9 0.0 6,3 204 1870 10,0 10.0 337 0.61 337 1.00 1.00 37,7 3.1 0.0 4,8 292 1585 18.0 18.0 1,00 285 1,02 285 1.00 1.00 41.0 59.4 0.0 11.6 0 0.00 0 '1,00 0.00 0.0 0.0 0.0 0.0 68.9 F BECCDA 45.5 47.8DD 40.8 100,4DF Approach Vol, vehlh Approach Delay, s/veh Approach LOS 2062 57,8 E 1461 31,4 c 656 42.5 D 734 66.8 E Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p-c), s 24.2 4.5 18.5 13.4 1.4 45.0 4,5 40.5 42.5 0.0 15,8 4.5 13,3 11.3 0.1 4.5 32.2 22.2 6.1 8.3 4.5 5.0 4.9 0.0 22.5 4,5 r8.0 20.0 0.0 37.5 HCM 6th Ctrl Delay HCM 6th LOS 49.3 D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 4: La Novia & Ortega 08t02t2019 \{aÌ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitial0 (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/hlln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow. veh/h +t 1516 1516 0 1.00 No 1870 1 596 0.95 2 1727 0.49 I 176 176 0 1.00 1.00 I 129 129 0 1.00 1.00 f 167 ++ ÌÌi1051 240 1051 240 00 1.00 1 .00 1,00 No No 1870 1870 1106 253 0.95 0.95 22 2265 864 0.64 0.25 3647 3456 167 0 1.00 1.00 1870 185 0.95 2 770 0.49 1585 1 870 136 0.95 2 169 0.10 1781 1870 176 0.95 2 397 0.25 1 585 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/tt HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh o/oile Back0fQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1 596 1777 33,5 33.5 1727 0.92 1 755 1.00 1.00 19.2 8,7 0.0 14.5 185 1 585 5.4 5.4 1.00 770 0.24 783 '1.00 1.00 12.0 0.2 0.0 1.8 176 1585 7.5 7.5 1.00 397 0.44 397 1.00 1.00 25.3 3.6 0.0 3.1 28.9 136 1106 253 1781 1777 1728 6.0 13.1 4.7 6.0 13.1 4.7 1.00 1.00 169 2265 864 0.80 0.49 0.29 rB9 2332 864 1.00 1.00 1.00 1 .00 1.00 1.00 35.5 7.6 24.3 19.7 0.2 0.9 0.0 0.0 0.0 3.5 4.2 2.0 27.9 12.1 55.2 E 7.8 25.1 LnGrp LOS CB c Approach Delay, s/veh Approach LOS Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p-c), s Vol, veh/tr 1242 13.0 B 429 26,7 c 1781 26.2 c *ilffi Phs Duration (G+Y+Rc), s 24,5 12J 43.4 55.5 4.5 18.5 9.5 1.1 4.5 39.5 35.5 3.4 4,5 8.5 8,0 0.0 4,5 52.5 15.1 10.4 6th CtrlDelay HCM 6th LOS 21,5 c Capistrano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 5: Reata Rd & Orteqa Hwv 08t02t2019 ì \{\\ 1Ì Lt ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (0b), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/hlln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, vehlh Arrive 0n Green Sat Flow, veh/h 4 4 0 1.00 1.00 96 96 0 1,00 1.00 ri B1 81 0 1.00 1,00 1870 85 0.95 2 109 0.06 1781 ft 1525 1525 0 1.00 No 1870 1 605 0.95 2 1782 0.50 3554 1 870 3 0.95 2 795 0.50 '1585 I 10 10 0 '1.00 L00 1870 11 0.95 2 25 0.01 1781 ++ 1026 1 026 0 1,00 No 1 870 1 080 0.95 2 1614 0.45 3554 1870 15 0.95 2 720 0.45 1585 I 2 2 0 1.00 1.00 1 870 2 0,95 I 405 0.28 1294 1.00 No ß74 0 0,95 2 0 0.00 0 1870 4 0.95 2 439 0.28 1 585 Ì 29 29 0 1.00 1.00 1870 31 0,95 2 499 0.28 1412 1,00 No 1870 0 0.95 2 0 0,00 0 1870 101 0.95 2 439 0.28 '1585 f" 0 0 0 1r 0 0 0 { 14 14 0 00 00 il 3 3 0 00 00 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g-s), s Cycle Q Clea(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 85 1781 3.1 3,1 1.00 109 0.78 167 1.00 1.00 30,1 1 1.9 0.0 1.6 1 605 1777 26.7 26.7 1782 090 1832 1.00 't.00 14.7 6.4 0.0 10,6 J 1 585 0,1 0.1 1.00 795 0,00 817 1.00 1.00 8.1 0.0 0,0 0.0 11 1781 0,4 0.4 1.00 25 0,45 137 1.00 1.00 31.8 12.1 0.0 0.2 1 080 1777 15.5 15,5 15 't585 0.3 0.3 1,00 720 0.02 790 1.00 1.00 9.8 0,0 0.0 0.1 2 1294 0.1 3.3 1.00 405 0.00 405 1.00 1.00 19,4 0.0 0.0 0.0 4 1585 0.1 0.1 1.00 439 0.01 439 1.00 1.00 17.0 0.0 0.0 0.0 31 1412 1.1 1.2 1.00 499 0.06 499 1.00 1.00 17.5 0.2 0.0 0.4 0 0 0.0 0.0 101 1585 3.2 3.2 1.00 439 0.23 439 1.00 1.00 18.1 1.2 0.0 1.2 0 0 0.0 0.0 1614 0.67 1772 1.00 1.00 13.9 0.9 0.0 5.6 0 0,00 0 1.00 0.00 0.0 0.0 0.0 0.0 0 0.00 0 100 0.00 0.0 0.0 0.0 0.0 42.0 21.2 8.1 43,9 14.8 LB 19.4 0.0 17 .1 17 .7 0.0 19.4 DCADBABABBAB Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1693 22,2 c 1 106 15.0 B 6 17.9 B 132 19.0 B Phs Duration (G+Y+Rc), s 22.5 5.4 37J 22.5 8.5 34.0 Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Tme (p_c), s 4.5 18.0 5,3 0,0 4.5 4.5 5.0 33.5 2.4 28.7 0.0 3,9 4.5 4.5 6.1 32.4 5.1 17.5 0.0 6,9 4.5 18.0 5,2 0.5 HCM 6th CtrlDelay HCM 6th LOS 19.3 B Capiskano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 6: Av. La Pata/Antonio Pkwv & Orteqa Hwv 08t02t2019 j \{t \ NBL t r \t r Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green EBL riTi 514 514 0 1.00 1.00 1.00 No 1870 876 0.95 2 1068 0.30 3554 1.00 No 1 870 308 0.95 2 618 0.17 3554 1.00 No 1870 556 0.95 2 1 190 0.23 51 06 ++ 832 832 0 2 ifil 529 529 0 1.00 1.00 +++ 442 442 0 1.00 No 1 870 465 0.95 ¿ 1547 0.30 51 06 r¡ 282 282 0 1,00 1.00 1870 \rr 303 303 0 1.00 1.00 ++ 293 293 0 I 73 U 00 00 il 223 r 109 109 0 1.00 1.00 +++ 528 528 0 NBRI 127 ltt 0 1.00 1.00 1 870 134 0.95 2 369 0.23 1 585 23 0 00 00 Sat Flow veh/h 1 870 541 0.95 2 630 0.18 3456 1 870 235 0.95 2 477 0.30 1 585 1870 aa 0.95 2 qq 0.06 1781 1870 115 0,95 2 276 u. t/ 1 585 1 870 319 0.95 aL 415 0.12 3456 297 0.95 2 JJö 0.1 I 1781 1 870 557 noÂ ¿ 1354 0.30 2790 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 541 1728 12.4 12.4 1.00 630 086 699 1.00 1.00 ó¿.ó 9.7 0.0 5.9 876 1777 18.7 18.7 1068 082 1216 1.00 1.00 26.5 4.1 0.0 8.1 235 1 585 oo 9.9 1,00 477 0.49 542 1.00 1.00 234 0.8 00 3.7 1781 ?Ã 3.5 1.00 0.78 144 1.00 1.00 38.0 14.9 0.0 10 618 0.50 784 1.00 1.00 30.5 0.6 0,0 2.7 115 1 585 5.3 5.3 1.00 276 042 350 1.00 1.00 30.0 1.0 0.0 2.0 319 1728 7.3 7.3 1,00 415 0.77 598 1.00 1.00 34.8 3.8 00 3.2 556 1702 7.6 1190 047 1 190 1.00 1.00 26.9 1.3 0.0 3,2 134 1 585 58 5.8 1.00 369 0.36 369 1.00 1.00 26.2 2.7 00 2.4 297 1781 13,2 13.2 1.00 338 088 404 1.00 1.00 32,1 17.0 0.0 7.1 465 1702 5.7 5.7 1547 0.30 1547 1.00 1.00 21.8 0.5 0.0 2.3 EEA 1 395 10.5 10.5 1.00 1 354 0.41 1 354 1.00 1.00 135 0.9 0.0 3.2 308 1777 6.4 6.4 42.0 30.6 24.2 52,9 31.1 31.0 38.5 28.2 29.0 49.1 22,3 14.4 DCCDCCDCCDCB Approach Vol, veh/h Approach Delay, s/veh Approach LOS 500 34.4 c 1652 33.4 c 2 1009 31 6 1 319 25.0 c Phs ¿ì3 7B Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intenection Summary 20.0 4.5 18.5 tJ.¿ 0.3 29.0 4.5 27.9 20.7 3.9 14,3 4.5 14.1 9.3 0.5 29.2 4.5 23.4 12.5 4.2 19.4 4.5 16.5 14.4 0.5 18.7 4.5 18.0 8.4 1.6 9,0 4.5 6.ô 5.5 0.0 23.5 45 19.0 9.6 2.9 HCM 6th Ctrl Delay HCM 6th LOS 30.6 Capistrano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 7: Av. La Pata & Stallion Ridqe 08t02t2019 j \{\a 1t L+ ¿ Lane Configurations ilraffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive 0n Green Sat Flow, veh/h tli 159 159 0 1.00 1.00 1870 to/ 0.95 2 332 0.10 3456 T'i 4 4 0 1.00 1.00 Ì 31 31 0 1,00 1.00 1 870 33 0.95 2 66 0.04 1781 I 268 268 0 1.00 1.00 ++t 492 492 0 ri I 0 0 00 00 +1- 667 667 0 Ît 0 0 0 It 0 0 0 46 46 0 1.00 1.00 16 16 0 1.00 1.00 1 1 0 1.00 1.001.00 No 1870 0 0.95 2 0 0.00 0 1 870 48 0.95 2 153 0.10 1 585 l870 4 0.95 2 166 0.09 1781 1.00 No 1 870 n 0.95 2 0 0.00 0 1870 17 0.95 2 149 0.09 1585 1.00 No 1870 702 0.95 2 1583 0.43 3641 1 870 I 0.95 2 2 0.43 5 1870 0 0.95 2 21 0.01 1781 1.00 No 1 870 518 0.95 2 2092 0.41 5106 1870 0 0.95 2 0.00 1 585 Grp Volume(v), veh/h Grp Sat Ftow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),siveh LnGrp LOS 167 1728 2.3 2.3 1.00 332 0.50 1256 1.00 1.00 21.3 1.2 0.0 0.9 22.5 4 1781 0.1 0.1 1.00 166 0.02 647 1.00 1.00 20.4 0.1 U.U 0.0 20.5 c 33 1781 0.9 0,9 1.00 66 0.50 205 1.00 1.00 234 5,8 0.0 0.5 343 1777 6.7 6.7 773 0.44 773 1.00 1,00 9.8 1.8 0.0 2.5 360 1869 6.7 6.7 0.00 813 0.44 813 1.00 1,00 9.8 1.8 0.0 2.6 0 1781 0.2 0.2 1.00 21 0.43 180 1.00 1.00 24.3 13.3 0.0 0.2 518 1702 J.J 3.3 2092 0.25 2492 1.00 1.00 9,6 0.3 0.0 1,1 U 1585 0.0 0.0 1.00 1.00 0.00 0.0 0.0 0.0 0.0 0170 l5B50.0 0.50.0 0.5 1.000 149 0.00 0.110 576'1,00 1.00 0.00 1.000.0 20.50.0 0.30.0 0.00.0 0.2 0.0 20.9 0480 15850.0 140.0 1.4 1,000 153 0.00 0.310 576 1.00 1,00 0.00 1.000.0 20.80.0 1.20.0 0.00.0 0.5 0.0 22.0AC 29.3 11.6 1r.6 37.6 9.9 0.0ACCBBDA Approach Vol, veh/h Approach Delay, s/veh Approach LOS 215 22.4 c 21 20.8 c 736 12.4 B 527 10.4 B A Phs Duration (G*Y+Rc), s 5.1 Change Period (Y+Rc), s 4.5 Max Green Setting (Gmax), s 5,0 Max Q Clear Time (g_c+|1), s 2.2 Green Ext Time (p_c), s 0.0 26.0 4.5 21,0 8.7 3.5 9.1 4.5 rB,0 2.1 0.0 9,3 4.5 18.0 3.4 0.1 9.3 4.5 18.0 4,3 0.4 9.2 4.5 18,0 2.5 0,0 24.8 4.5 20.3 5.3 3.1 6.3 4.5 5.7 2.9 0.0 6th Ctrl Delay HCM 6th LOS 13.2 B Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay Capistrano Greenery 0712312019 Existing PM Synchro 10 Report HCM 6th Signalized lntersection Summary 1: Orteg a & l-5 SB Off-Ramp 08t02t2019 ,\{\a 1Ì l+ ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/tr ¡r Ìl194 309 194 309 00 1.00 1.00 1.00 1.00 0 0 0 1.00 1,00 ++t 1162 1162 0 1.00 No 1870 1223 0.95 2 1470 0.29 5274 0 0 0 1.00 1.00 0 0 0.95 U 0 0.00 0 ++ 652 652 0 0 0 0 0 0 0 0 r'il 870 870 0 '1 00 1.00 0 U ff 936 936 0 1.00 1.00 0 18700 985 0.95 0.95020 1014 0.00 0.360 2790 1.00 No 1 870 686 0.95 2 1729 0.49 3647 1,00 No 0 0 0.95 0 0 0.00 0 1 870 0 0.95 2 0.00 1 585 1870 325 0.95 2 428 0.12 3456 1870 916 0.95 2 1256 0.36 3456 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) AvailCap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile Back0fQ(5070),veh/ln 0 0 0.0 0.0 0.00 0 0,00 0 1.00 0.00 0.0 0.0 0.0 0.0 1223 fi42 13.5 13.5 1470 0.83 1532 1.00 1.00 20,0 3,9 0.0 5.4 0 1 585 0.0 0.0 1,00 1.00 0.00 0.0 0.0 0,0 0.0 325 1728 5.5 5,5 1.00 428 0.76 432 1.00 1.00 25,4 7.6 0.0 ¿.o 686 1777 7.4 7,4 1729 0.40 1777 1,00 1.00 9.8 0.1 0.0 2.4 916 1728 '13.8 13.8 1.00 1256 0.73 1256 1.00 1.00 '16.5 2.2 0.0 5.2 0 0.00 0 1.00 0.00 0.0 0.0 0,0 0.0 985 1 395 20.8 20.8 1.00 1014 0.97 1014 1.00 1.00 18.8 21.6 0.0 8.9 0 0 0.0 0.0 0.00 0 0.00 0 1.00 0,00 0.0 0.0 0.0 0.0 0 0 0.0 0.0 Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 24.0 0.0 33.0 9.9 0.0 18.7 0.0 40.4 LnGTpLOS A C C A A B A D Approach Vol, veh/h 1223 A 1011 1901 Approach Delay, s/veh 24.0 17.4 30.0 ApproachloS C B C Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext Time (p-c), s $W¡É:g HCM 6th Ctrl Delay 25.1 HCM 6th LOS C Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay '1 1.9 4.5 7,5 7.5 0.0 21.8 4.5 18.0 15.5 1.8 26.3 4.5 21.0 22.8 0.0 33.7 4.5 30.0 9.4 4.8 Capistrano Greenery 0712312019 Existing plus Project AM Synchro 10 Report HCM 6th Signalized lntersection Summary 2: l-5 NB Ramps & Ortega 08t02t2019 ì \¿tt \a 1î Ll ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive 0n Green 0 U 0 1.00 1.00 5B 58 0 1.00 1.00 144 144 0 1.00 1.00 Ìi 34 34 0 1.00 1.00 f 98 98 0 1.00 1,001.00 No 1870 1692 0.95 2 2369 0.42 561 I 1.00 No 1870 1772 0,95 2 1779 0.35 5237 1.00 No 1 870 429 0,95 2 508 0.37 1363 1.00 No 1870 0 0,95 2 154 0.00 1870 Ti 28 28 0 00 00 il 679 679 0 1.00 1.00 & 26 ¿o 0 il 622 622 0 1.00 1.00 ++1' 1452 1452 0 1 870 152 0.95 2 180 0.37 483 ++1* 1683 1 683 0 + 0 U 0 Sat FIow veh/h 1870 36 0,95 2 54 003 1781 1 870 546 0.95 2 669 0.42 1 585 1870 447 0.95 2 591 0.37 1585 1870 29 0.95 2 147 0.08 1781 I 870 103 0.95 2 131 0.08 1 585 0 n 0.95 U 0 0.00 0 1870 61 0.95 2 61 0.35 174 Grp Volume(v), veh/h Grp Sat Flow(s),vehih/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile Back0fQ(5070),veh/ln Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Jþ 1781 2.2 2.2 1.00 54 0.67 B3 1.00 1.00 52.8 13.2 0.0 1,2 1692 1870 27.4 27.4 2369 0.71 2459 1.00 1.00 26.3 1.0 0.0 12.1 546 1 585 33.4 33.4 1.00 669 0.82 695 1.00 1.00 28.0 7,3 0.0 13.7 U 0 0.0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 1 190 1702 38.4 38.4 1 '195 1.00 1'195 I.UU 1.00 35,6 25.4 0.0 19.6 643 1839 38.4 38,4 0.09 645 1.00 645 1.00 1,00 35.6 34.6 nn 23.0 58'1 1 846 31,7 31.7 0.26 688 0.84 6BB 1.00 1.00 31,6 12.1 0.0 '16.1 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0,0 0,0 447 1 585 27,1 27.1 1.00 591 0,76 591 1.00 1.00 30.1 8.8 0,0 11.6 29 1781 1.7 1.7 1.00 147 0.20 293 1.00 1.00 47.1 0.6 0.0 0.8 0 1 870 0.0 0.0 154 0.00 308 1.00 0.00 0.0 0.0 0.0 0.0 103 1585 7.0 7.0 1.00 131 0.79 261 1.00 1.00 49.5 10.0 0.0 6.4 66.0 27.3 35.3 0,0 60,6 70.3 43.7 0.0 38.9 47.7 0,0 59.5 ECDAEEDADDAE Approach Vol, veh/h 2274 1833 1028 132 Approach Delay, s/veh 29.8 64.0 41,6 56.9 ApproachlOS C E D E Phs Duration (G+Y+Rc), s 45.5 50,9 13.6 7.8 43.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4,5 4.5 Max Green Setting (Gmax), s 30.2 48.2 18.1 5.1 38.6 Max Q Clear Time (g_c+11), s 33,7 35,4 9.0 4.2 40.4 Green Ext Time (p_c), s 0.0 10.2 0.2 0.0 0.0 *¡ HCM 6th Ctrl Delay 44J HCM 6th LOS D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing plus Prolect AM Synchro 10 Report HCM 6th Signalized lntersection Summary 3: Rancho Viejo & Ortegaj \ t È \ a I Ì L t ¿ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 08t02t2019 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive On Green li 236 236 0 1.00 1.00 ++ 1 064 I 064 0 1,00 No 1870 1120 0.95 2 1407 0.40 3554 I 567 567 U 100 1.00 1 870 597 0.95 2 1028 0.40 1 585 tl 71 71 0 '1 00 1.00 +++ 1492 1492 0 f 419 419 0 100 1.00 1 870 441 0.95 ¿ 483 031 1585 rf 269 269 0 1.00 1,00 1 870 ?10 noÃ 2 900 0.25 3563 -11" 134 134 0 1,00 No 1870 91 0.95 2 264 0.25 1044 58 5B 0 1.00 1.00 1 870 ot 0.95 aL 177 025 700 I too 166 0 1.00 1.00 1 870 140 0,95 2 209 0.12 1781 -11. 124 124 n 1.00 No 1 870 180 0.95 2 256 0.12 2182 109 109 0 1.00 1.00 1 870 115 noÃ ¿ '155 0.12 1321Sat Flow veh/h 1 870 248 0.95 2 258 0.14 1781 1870 AE 0.95 2 96 005 1781 1.00 No 1 870 1571 0,95 ¿ 1557 0.31 51 06 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh I nitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 248 1781 13.8 13.8 1.00 258 096 258 1.00 1.00 42.5 44.9 0.0 9.2 1120 1777 27.8 27,8 1407 0.80 1407 1.00 1.00 26.6 3,3 0.0 12.0 597 1 585 21.2 21,2 1,00 1028 0.58 1028 1.00 1.00 99 0.8 0.0 13.5 75 4.2 4.2 1.00 96 0.78 123 1.00 1.00 467 21,2 0,0 2.4 1571 1702 30.5 30.5 1557 1.01 1557 1,00 1.00 34.7 25.0 0.0 15.9 441 1 585 26.8 26.8 100 483 0.91 483 1.00 1.00 JJ,C 21.6 0.0 12.9 319 1781 7.3 77. 100 900 0.35 900 1.00 100 30,7 1.1 0.0 3.3 0 0 0.0 0.0 152 1744 7.1 7.1 0,40 441 0.34 441 '1.00 1.00 30.6 2,1 0.0 3,2 140 1781 7.5 AF 1.00 209 0.67 321 1.00 1.00 42.3 3.7 00 3.5 153 1870 7.9 7.9 219 0.70 337 1.00 1.00 42.4 4.0 0.0 3.8 142 1 633 84 8.4 0.81 192 0.74 294 1,00 1.00 42.7 5.6 0.0 3.7 1781 U 0,00 0 1.00 0.00 0.0 0.0 0.0 0.0 87.4 29.9 1A.7 67.9 59.7 55.0 31.8 0.0 32.7 46.0 46,4 48.3 FCBEFECACDDD Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assinned Þhs 1 965 31.3 C 2087 59.0 E 471 J¿. I 435 46.9 D 2 3 4 678 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p_c), s lntersection Summary 29.8 4.5 19.0 9.3 1.5 9,9 ÀE 6.9 6.2 0.0 16.2 4.5 18.0 104 1.3 19.0 4.5 14.5 15.8 0.0 35.0 4.5 30.5 32.5 0.0 44.1 4.5 38.1 29.8 5.8 HCM 6th Ctrl Delay HCM 6th LOS Notes 44.4 D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing plus Project AM Synchro 10 Report HCM 6th Signalized lntersection Summary 4: La Novia & Ortega 08t02t2019 \¿tt aÌ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow, veh/tr ++ 1018 101 I 0 ++ 1549 1 549 0 Ìri 396 396 0 1.00 1.00 No 1 870 417 0.95 2 r05B 0.31 3456 f 230 230 0 1,00 1.00 l'¡ 208 208 0 1.00 1.00 I 238 238 0 1.00 1,001.00 No 1870 1072 0.95 2 1202 0.34 3647 't870 251 0.95 2 536 0.34 1 585 rB70 219 0.95 2 264 0.15 1781 1.00 No 1870 1 631 0.95 2 1974 0.56 3647 1870 242 0.95 2 485 0.31 1585 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), vehih V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh Toile Back0fQ(50%),vehiln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 1072 251 219 1777 1585 1781 1 8.6 8.1 7 ,8 18.6 8.'t 7.8 1.00 1.00 1202 536 264 0 89 0.47 0.83 1230 549 2BB 1,00 1.00 1.00 1.00 1.00 1,00 20.4 16,9 26.9 8.4 0.6 17.1 0.0 0.0 0.0 8.4 2,8 4.4 2B.B 17,5 44.0 1 631 1777 24.5 24.5 1974 0,83 2050 1.00 1,00 11.9 2,8 0,0 8.5 417 1728 6.2 6.2 1.00 1058 0.39 1 058 1.00 1.00 17.8 1,1 0.0 2.4 242 1 585 8.1 8.1 1,00 485 0.50 485 1,00 1.00 18.5 3.6 0.0 3.2 14.7 18,9 22.1 CBDBBC Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1323 26.7 c 1 850 18.2 B 659 20.1 c Phs Duration (G+Y+ft6¡, s 24.4 14.1 26,5 40.6 Change Period (Y+Rc), s 4,5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 10.5 22.5 37.5 Max Q Clear Time (g_c+11), s 10,1 9.8 20.6 26.5 Green Ext Time (p-c), s 1 .7 0.0 1 .4 8.1 HCM 6th CtrlDelay 21.4 HCM 6th LOS C Capistrano Greenery 0712312019 Existing plus Pro¡ect AM Synchro 10 Report HCM 6th Signalized lntersection Summary 5: Reata Rd & Orteg a Hwv 08t02t2019 ,\{\\ 1t Ll ¿ Lane Configurations ifrafffe Vólume (veh/h) Future Volume (veh/h) lnìtiaf,Q (Qb},-veh Ped-Bike Adj(A_pbT) Par,king Bus,Adj Work Zone On Approach Adj'EátFlow, veh/h/Tn Adj Flow Rate, veh/h Peak Flour Factor Percent Heavy Veh, 7o Cap, vehih Arrive On Green Sat,Flow, vehlh ++ 1430 '1430 0 \ 57 57 0 .00 ,00 ++ 122.4 1224 'o fl343400.00 1.00.00 1,00 f Tq 24 0 1.00 1,00 0 0 0 1.00 1.00 1870 0 0.95 2 0 0,00 0 ìl 15 15 0 1.00 1,00 ït 3 3 0 lf 2 2 0 .00 .00 1*0 1530 15300 '1.00 1.00 1,00 No 1870 18700 161 0.95 0.95220 +:26 0,00 0.270 1585 1 11 1870 3 0.95 2 831 0.52 1585 1870 4 0,95 2 10 0,01 1781 1.00 No 1t70 '1505 0,95 2 1704 0,48 3554 lB70 25 0,95 2 760 0.48 1 585 1 870 2 0.95 2 335 0,27 1225 1.00 No 1870 3 0,95 2 502 0.27 1870 1 870 16 0.95 2 486 0.27 1414 1.00 No 1870 1288 0.95 2 1864 0,52 3554 1870 60 0.95 2 89 0.05 1781 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g-s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/tr V/C Ratio(X) Avail Oap(c:a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), stueh lnitial Q Delay(d3),s/veh %ile BackofQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Ðelay(d),s/veh 60 1781 2.2 2.2 1.00 89 0.67 133 1.00 1,00 31.3 8.4 0.0 1,1 39.7 1 288 1777 18.1 18.1 1864 0.69 1864 1.00 1,00 11.9 1.1 0.0 6.3 3 1585 0.1 0.1 1.00 83r 0.00 831 1.00 1.00 7.6 0.0 0.0 0,0 4 1781 0.1 0.1 1.00 t0 0,42 133 1.0c 1,00 33.2 26,7 0.0 0.1 1 505 1777 25,6 2.5,6 1704 0.88 1777 1.00 1.00 15.7 5,5 0.0 10.2 21,2 c 25 1585 0.6 0.6 1,00 760 0.03 793 1.00 1.00 9.2 0.0 0.0 0,2 2 1225 0.1 5.6 1.00 335 0.01 335 1.00 1,00 22.2 0,0 0.0 0'0 J 1870 0.'1 0.1 502 0.01 502 1,00 1.00 17.9 0,0 0.0 0.0 0 0.00 0 1.00 o,oo 0.0 0.0 0.0 0.0 0,0 A 161 1 585 ÃE 5,5 1.00 426 0.38 426 1,00 1,00 19.9 2,5 0.0 2.2 0 160 14140.0 0.60,0 0.6 0.00 1.000 486 0.00 0.030 486 1.00 1,00 0.00 1.000.0 18.20,0 0,10.0 0.00.0 0.2 0 0 0.0 0.0 13.0 B 7.6 59.9 E 18.022.3 C 9"2 A 0.0 18.3 B 22.5 LnG LOS Vol, veh/h Approach Delay, s/veh Approach LOS D A B 1351 14.2 B 2t,1 c 5 19,7 B 177 22.1 c 1 Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext ïime (p-c), s 22,5 4.5 18.0 7.6 0,0 4,9 4.5 5,0 2.1 0,0 39.6 4.5 33.5 20.1 7.7 4.5 18,0 7.5 0.7 36.6 4,5 33.5 27.6 4.5 4.5 5.0 4.2 0,0 6th Ctrl Delay HCM 6th LOS 18,1 B Capistrano Greenery 0712312019 Existing plus Project AM Synchro 10 Report HCM 6th Signalized lntersection Summary 6: Av. La PataiAntonio Pkwy & Ortega Hwy 08t02t2019 ,r \{{-+-a 1Ì L+ ¿ i14rottiri:rt',t¡1 ' il,ir " il:r:j, l:liì',l,Jl ,'i i{1;ì11 ' l\ìi'"ii ¡:ìi ( J,', ,' { r 4,1\'I ,i] , I'l Lane Configurations fraffi6 Votume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, vehlh/ln, Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Grp Volume(v), veh/h Grp Sat Flow(s),veh/hlln Q Serve(g-s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) AvailCap(c-a); veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(S0%),vehiln ril ++ t4:87 199 388487 199 3880001.00 1.00 1 .00 1.00 1.00 No 1870 ß7A ß7A513 209 408 0.95 0,95 0,95222586 975 436 0.17 t.27 0.27 ttfït654 291 431654 291 431000 1.00 1.00 f .00 1.00 1.00 No li 101 161 0 1.00 1,00 1870 169 0.95 2 206 0.12 1 870 688 0.95 2 784 0.22 688 1777 14.9 14.9 784 0.88 804 1,00 1.00 30,0 10,7 0.0 7,3 1870 306 0,95 2 350 0.22 1 870 454 0,95 2 500 0.14 454 1728 10.3 10,3 1.00 500 0.91 500 1.00 1.00 33.5 20,5 0.0 5.6 ri 1t7 117 0 1.00 1,00 1870 123 0.95 2 155 0.09 123 1781 5.4 5.4 1.00 155 0.79 193 1.00 1,00 35,6 164 0,0 3.0 +++ 726 726 0 1,00 No 1870 764 0.95 2 1220 0.24 764 1702 10,7 10.7 1220 0,63 1220 1.00 1,00 27.1 2.4 0.0 4.4 29.5 c 1870 598 0,95 2 1140 0.24 598 1 395 12.8 12.8 1.00 1 140 0,52 1140 1,00 1.00 17.7 1.7 0.0 4,2 19,4 B tl 568 568 0 1.00 1,00 I 4A 40 0 1.00 1.00 r870 42 0.95 2 470 0.30 +++ ,494 494 0 1.00 No 1870 520 0,95 2 1513 0.30 Sat Flow,:veh/h 3450 3554 1585 1ZB1 3554 1585 3456 5106 l5B5 1781 5106 2790 513 209 408 169 1728 1777 1585 178111.5 3.6 20.0 7.4 1 1.5 3.6 20.0 7 .41.00 1.00 1.00586 975 435 206 0.87 0.21 0.94 0.82586 975 435 249 1,00 1,00 1.00 1.00r.00 1.00 1,00 1.00 32.2 22.2 28.2 34.313.8 0,1 28.2 16.30.0 0.0 0.0 0.05.8 1 ,5 10,6 4,0 306 1585 14.8 14,8 1.00 350 0.88 359 1.00 1.00 29.9 20.4 0.0 7.4 520 1702 b.J 6.3 1513 0.34 1513 1.00 1.00 21.9 0.6 0.0 2,5 42 1585 1,5 1.5 1.00 470 0.09 470 1.00 1,00 20,2 0.4 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.0 22.4 56,4 50.7 40.6 50.3 54.0 22.5 20.6 52.0LnGrpLOS D C E D D D D C C D Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1130 45.4 D 1 163 44.7 D 1016 36.5 D 1485 27.3 c Phs Duration (G+Y+f,ç¡, s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p*c), s 11.4 4.5 8,6 7.4 0.0 13.7 4.5 11.1 9.4 0.1 26.3 4.5 20,4 22.0 0.0 16.0 4.5 I 1.5 12.3 0.0 23,5 4.5 19.0 14.8 2.7 18,0 4.5 13.5 13.5 0.0 22.0 4.5 f 8.0 16,9 0.7 28.1 4.5 21.9 8.3 3.1 HCM 6th HCM 6th LOS Delay .7 D Capistrano Greenery 0712312019 Existing plus Project AM Synchro 10 Report HCM 6th Signalized lntersection Summary 7: Av. La Pata & Stallion Ridge 08t02t2019 -'\{\a 1Ì Ll ¿ Lane Configurations Traffìc Volume (vehlh) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green lrli 551 55'1 0 1.00 1.00 109 109 0 1.00 1.00 19 19 0 1.00 1.00 I 178 178 U 100 1.00 +1. 466 466 0 I 819 819 n 1.00 1.00 0 0.00 1 585 +++ 495 495 0 4 4 0 00 00 1r 0 0 0 ìl 7 7 U .00 .00 1.+ 0 0 0 NBR SBL Ì 20 20 0 1,00 1.00 1 870 580 0.95 2 699 0.20 3456 1.00 No 1 870 0 0.95 2 0 0.00 U 1 870 115 0.95 2 314 0.20 1 585 1 870 7 0.95 2 124 0.07 1781 1.00 No 1 870 0 0.95 2 0 0.00 0 1 870 20 0.95 ¿ 104 0.07 1 585 1 870 187 0.95 2 228 0.1 3 1781 1.00 No 1 870 491 0.95 2 1 656 046 3612 1 870 4 0,95 2 13 0.46 29 1 870 21 0.95 2 42 002 1781 1.00 No 1 870 521 0.95 2 1 809 0.35 51 06 1870 0.95 2 Sat Flow veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), slveh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 0 0.0 0.0 0 0 00 0.0 580 1728 1'1 6 11.6 1,00 ^oo 0.83 864 1.00 1.00 27.5 5,6 0.0 5.1 0 .00 0 .00 .00 0.0 0.0 0.0 0.0 115 1 585 4,5 4.5 '1 00 314 0.37 396 1.00 1.00 24,9 0.7 0.0 1.7 7 1781 0.3 0.3 1.00 124 0.06 445 1.00 1.00 31.3 0.2 0.0 0.1 0 000 0 1.00 0.00 00 0.0 0.0 0.0 0.0 A 20 1 585 0.9 0.9 '1.00 104 0.19 396 1.00 1.00 31.8 0.9 0.0 0.3 187 1781 7,4 7.4 1.00 228 0.82 260 1.00 1.00 30.6 16.9 0.0 4.1 241 1777 6.1 6,1 814 030 814 '1.00 1.00 12.2 0.9 0.0 l.+ 254 1 865 o. l 6.1 0.02 855 030 855 '1.00 1.00 12.2 0.9 0.0 2.5 21 1781 0,8 0.8 1.00 42 049 131 1.00 1.00 34.7 8.7 0.0 0.5 521 1702 5.3 5.3 1 809 0.29 1 809 1.00 1.00 16.7 0.4 0.0 2.0 0 1 585 0.0 0.0 1.00 1.00 0.00 0.0 0.0 00 0,0 U 0 33.1 0,0 25.6 31.5 32.7 47 .4 13.2 1 3.1 43.4 17 .1 0.0 CDBBDBCACC Approach Vol, veh/h Approach Delay, s/veh Approach LOS [imer - Assioned Phs 695 31.9 2 27 32.4 c 5 682 ¿¿.c 542 18.1 Þ A 34 678 Phs Duration (G+Y+flç¡, g Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p_c), s lntersection Summary 6.2 4.5 5.3 2.8 0.0 37.5 4.5 30.7 8.1 3.0 oÃ 4.5 18.0 2.3 0.0 18.8 4.5 18.0 6.5 0.4 13.7 4.5 10,5 9.4 u. I 30.0 4.5 25.5 7.3 3.4 19,1 4.5 18.0 lJ.o 1.0 9.2 4.5 18.0 2.9 0.0 HCM 6th Ctrl Delay HCM 6th LOS 'Nntac 24.8 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay Capistrano Greenery 0712312019 Existing plus Project AM Synchro 10 Report HCM 6th Signalized lntersection Summary 1: Ortesa & l-5 SB Off-Ramp 08t02t2019 i \{+-a 1Ì Ll ¿ Lane Configurations ïraffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green iltT172 403172 40300 1.00 1.00 1.00 1.00 0 0 0 1.00 1.00 0 n 0 1.00 1.00 t+ 708 708 0 0 0 0.95 0 0 0.00 0 0 U 0.95 U 0 0.00 0 fft 1084 1 084 0 1.00 No 1870 1141 0.95 2 1 358 0.27 5274 1870 424 0.95 2 505 0.15 3456 1.00 No r870 745 0,95 2 1711 0.48 3647 l,iì¡ 0 10200 1020 0 1,00 1.00 1 870 1074 0,95 2 1314 0.38 3456 0 0 0 0 1.00 No 0 0 0.95 0 0 0.00 0 It 746 746 0 1.00 1.00 1870 785 0.95 2 1 061 0.38 0 0 0 1870 0 0.95 2 0.00 1 585 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/lr HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 0 0 0.0 0,0 0.00 0 0.00 0 1.00 0.00 0.0 0,0 0.0 0.0 1141 1702 13.7 13.7 1 358 0.84 1414 1.00 1.00 l¿.J 4.6 0.0 5.7 0 1 585 0.0 0.0 1.00 1,00 0.00 0.0 0,0 0.0 0.0 424 1728 7.8 7.8 1.00 505 0.84 505 1.00 1.00 27.0 12.0 0.0 3.9 745 1777 8.9 8.9 1711 0.44 1 750 1.00 1.00 11,1 4.2 0.0 3,1 11.2 B 0 0 0,0 0.0 0.00 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 1074 1728 18.2 18.2 1.00 1314 0.82 1314 1,00 1.00 18.1 4.2 0.0 7.2 0 0.00 0 1.00 0.00 0,0 0.0 0.0 0.0 785 1 395 15.8 15,8 1.00 1061 0.74 1061 1.00 1,00 17,4 2.8 0.0 4.9 0 0 0.0 0,0 22.3 C 0.0 A 39.0 D 0.0 A 27.1 0.0 0.0 20.2AC Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1141 27.1 c A 1 169 21.3 c 1 859 21.4 c Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p-c), s 14.0 4.5 9.5 9.8 0.0 21.8 4.5 18.0 15.7 1.6 29.2 4,5 24.0 20.2 2.7 35.8 4.5 32,0 10.9 5.3 6th Ctrl Delay HCM 6th LOS 22,9 Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay Capistrano Greenery 0712312019 Existing plus Project PM Synchro 10 Report HCM 6th Signalized lntersection Summary 2: l-5 NB Ramp s & Orteoa 08t02t2019 I \{\\ 1t Ll ¿{- Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive 0n Green Sat Flow, veh/h I ++1"4B 152248 152200 1.00 1.00 1874 51 0.95 2 67 0.04 1781 1.00 No 1870 1 636 0.95 2 2625 0,47 561 1 ++1. 1823 1823 0 1.00 No 1870 191 I 0.95 2 1929 0.39 51 7B B2 82 0 1.00 1.00 1870 86 0.95 2 B6 0.39 224 164 164 0 1.00 1,00 1 870 173 0.95 2 265 0.30 885 + 1B 18 0 1.00 No 1870 184 0.95 2 282 0.30 941 1 870 302 0.95 2 476 0.30 1 585 l¡ 40 40 0 1.00 1.00 1870 42 0.95 2 173 0.1 0 1781 1.00 No 1 870 0 0.95 2 182 0.00 1870 I 116 116 0 1.00 1.00 1870 122 0.95 2 154 0.10 1 585 i536 0536 000 1.00 1.00 1.00 1.00 1870 0542 0 0.95 0.9520742 0 0.47 0.001585 0 il 391 391 0 1.00 1.00 + 0 U 0 Grp Volume(v); veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/h HCM Plaioon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGro LOS 51 1781 2.8 2.8 1,00 67 0.76 94 1.00 1,00 47.6 19.6 0.0 t.o 1 636 1870 21.9 21.9 2625 0,62 2710 1.00 1.00 20.0 0.4 0.0 9,3 542 1 585 27.7 27.7 1.00 742 0.73 766 1.00 1.00 21.5 3.5 0.0 10.5 0 0 0.0 0.0 0.00 0 0,00 0 1.00 0.00 0.0 0.0 0.0 0.0 1 303 1702 38.1 38,1 702 1830 38.3 38.3 0,12 705 1.00 705 '1.00 1.00 30.7 33.1 0.0 22.7 357 1 826 17.0 17.0 0.48 548 0.65 548 1.00 't,00 30.5 5.9 0.0 8.2 0 0 0.0 0.0 0 0.00 0 1,00 0.00 0.0 0.0 0,0 0,0 302 1585 16.5 16.5 1.00 476 0.64 476 1.00 1.00 30,3 6.3 0.0 7.0 42 1781 2.2 2.2 1.00 173 0.24 322 1.00 1.00 41.7 0.7 0,0 1.0 0 1870 0.0 0.0 182 0.00 339 1.00 0.00 0.0 0.0 0.0 0.0 122 1585 7.5 7.5 1.00 154 0.79 287 1,00 1.00 44.2 B,B 0.0 6.8 1311 0.99 1311 1.00 1.00 30.6 23.3 0.0 19.2 54.0 D 67.2 25,4 c 0.0 A 63.8 E 0,0 A 20.4 c 36.4 D 36.6 42.5 0.0 53.0 E DDAD Approach Vol, veh/h Approach Delay, s/veh Approach LOS 2229 22.6 c 2005 57,4 E 659 36.5 D 164 50.3 D Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext Time (p_c), s 34.5 4.5 20.1 19.0 0.4 51,3 4.5 48,3 29.7 13,5 8.3 4.5 5.3 4.8 0.0 14.2 4.5 18.1 9.5 0.3 43,0 4.5 38.5 40.3 0.0 HCM 6th Ctrl Delay HCM 6th LOS 39.1 D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing plus Project PM Synchro 10 Report HCM 6th Signalized lntersection Summary 3: Rancho Vieio & Orteqa 08t02t2019 j \{\\ 1Ì Ll ¿ Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow, veh/h Ì 161 161 0 1.00 1,00 1874 169 0.95 2 201 0.1 1 1781 +t 1443 1443 0 1.00 No 1870 151 I 0.95 2 1439 0.41 3554 +++ 1128 1128 0 1.00 No 1870 1187 0,95 2 1 687 0.33 5't06 .11" 106 106 0 1.00 No 1870 112 0.95 2 177 0.20 902 97 97 0 1.00 1.00 -11. 125 125 0 r.00 No 1870 204 0,95 2 337 0.18 1870 rT 275 275 0 1.00 1.00 ï'i 49 49 0 00 00 I 358 358 0 1.00 1.00 1 870 102 0.95 2 162 0.20 821 if lì 214 420214 42000 1.00 1.00 1.00 1 ,00 277 277 0 1.00 1.00 1870 377 0.95 2 954 0.41 1 585 1870 52 0.95 2 68 0,04 1781 1870 225 0,95 2 524 0.33 '1585 '1870 442 0.95 2 701 0.20 3563 1870 238 0,95 2 321 0.'18 1781 1870 292 0.95 2 285 0.18 1585 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh Toile BackOfQ(5070 ),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 169 1781 9.3 9.3 1.00 201 0.84 237 1.00 1.00 43.5 20.3 0.0 5.2 1519 1777 405 40.5 1439 1.06 r439 1.00 1.00 29.7 39.8 0.0 24.5 377 1 585 12.4 12,4 1.00 954 0.40 954 1,00 r.00 10.4 0,3 0.0 6.8 52 1781 29 2.9 1.00 6B 0.76 89 1.00 1.00 47.6 24.2 0.0 1.7 1187 fia2 20,3 20.3 1687 0.70 1687 1.00 '1,00 29,2 1.3 0.0 8.3 225 1585 11.1 11.1 1.00 524 0.43 524 1.00 1,00 26.1 0.6 0.0 4.2 442 1781 11.4 11.4 1.00 701 0.63 701 1.00 1,00 36.8 4.3 0.0 5.3 0 0 0.0 0.0 0 0.00 0 '1.00 0.00 0.0 0.0 0.0 0.0 214 1723 11.4 11.4 0.48 339 0.63 339 1.00 1,00 36.8 8.6 0,0 5.6 238 1781 12,6 12.6 1.00 321 0.74 321 1.00 L00 38.8 8.9 0.0 6.3 204 1870 10.0 10.0 337 0.61 337 1.00 1.00 37,7 3.1 0,0 4.8 292 1585 18.0 18.0 1.00 285 1.02 285 1.00 1.00 41.0 59.4 0.0 11.6 63.8 69.6 10.7 71.9 30.5 26.7 41 .1 0.0 45,5 47 .8 40.8 100.4 DFEFBECCDADD Approach Vol, veh/h Approach Delay, s/veh Approach LOS 2065 58.4 E 1464 31.4 c 656 42.5 D 734 66,8 E Phs Duration (G+Y+Rc), s 24.2 8.3 45.0 22.5 '15.8 37.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 40.5 18.0 13.3 32.2 Max Q ClearTime (g_c+11), s 13.4 4.9 42.5 20.0 11.3 223 Green Ext Time (p_c), s 1.4 0.0 0,0 0.0 0.1 6.1 HCM 6th Ctrl Delay 49.5 HCM 6th LOS D User approved volume balancing among the lanes for turning movement. Capistrano Greenery 0712312019 Existing plus Project PM Synchro 10 Report HCM 6th Signalized lntersection Summary 4. La Novia & Orteqa 08t02t2019 \{af{- Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A-pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive 0n Green Sat Flow, veh/h ++ 1 519 1519 0 il 176 t/o 0 1.00 1.00 Ì 129 129 0 1.00 1.00 ++ 1054 1 054 0 f 167 167 0 1.00 1.00 1870 t/o 0.95 2 396 0.25 1 585 1.00 No 1 870 1 599 0.95 2 1728 0.49 3647 1870 185 0.95 2 771 0.49 1585 1 870 136 0.95 2 169 0.10 1781 1.00 No 1870 1109 0.95 2 2266 0,64 3647 rTri 240 240 0 1.00 1.00 No 1 870 253 0.95 2 863 0,25 3456 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g-c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c-a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS 28,0 12.1 55.2 7,B 25j 1 599 1777 33.6 33.6 1728 0,93 1755 1.00 1,00 19,2 8.8 0.0 14.5 185 1 585 5.4 5.4 1.00 771 0.24 783 1.00 1.00 12.0 0,2 0.0 1.8 136 1781 6.0 6,0 1.00 169 0.80 189 1.00 1,00 35.5 19.7 0.0 3.5 1109 1777 13.2 13.2 2266 049 2332 1.00 1.00 /.o 0.2 0.0 4.2 253 1728 4,7 4.7 1.00 863 0.29 Bô3 1.00 1.00 24,3 0.9 0.0 2.0 176 1585 7.5 7,5 1.00 396 0.44 396 1,00 1.00 25.3 3.6 0.0 3.1 CBEAC 28.9 c Approach Vol, veh/h Approach Delay, s/veh Approach LOS Change Period (Y+Rc), s [4ax Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext Time (p-c), s 4.5 18.5 9,5 1.1 4.5 52.5 152 10.4 1784 26.4 c 1245 13.0 B 429 26.7 c Phs Duration (G+Y+Ro), s 24.5 12.1 43.4 55'5 4.5 4.5 8.5 39.5 8.0 35.6 0.0 3,3 HCM 6th Ctd Delay HCM 6th LOS 21.6 c Capistrano Greenery 0712312019 Existing plus Project PM Synchro 10 Report HCM 6th Signalized lntersection Summary 5: Reata Rd & Orteqa Hwv 08t02t2019 ,\¿tt \a 1t \l ¿F Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnitialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach ndj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green ll++ 81 1528 81 1528 00 1,00 1.00 I 3 3 0 1.00 1.00 ìl 10 '10 0 1.00 1.00 tt 1029 1029 0 t 14 14 0 1.00 1.00 ri 2 2 0 1.00 1.00 I 29 29 0 1,00 1.00 96 96 0 1.00 1.00 1* 0 0 0 1- 0 0 0 4 4 0 00 00 Sat Flow veh/h 1870 85 0.95 2 109 0.06 1781 1.00 No 1870 1 608 0.95 2 1783 0.50 3554 1870 3 0,95 2 795 0.50 1 585 1870 11 0.95 2 25 0.01 1781 1.00 No 1870 1 083 0.95 2 1614 0.45 3554 1870 15 0,95 2 724 0.45 1585 1870 2 0,95 2 405 0.28 1294 1,00 No 1870 n 0.95 2 0 0.00 0 1870 4 0.95 2 439 0.28 I 585 1870 31 0.95 2 499 0.28 1412 1.00 No 1 870 0 0.95 2 0 0.00 0 1870 101 0.95 2 439 0.28 1585 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) AvailCap(c_a), veh/tr HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 85 1781 3.1 3.1 1.00 109 0.78 167 1,00 1.00 30.1 11.9 0.0 1.6 42.0 J 1 585 0.1 0.1 1.00 795 0.00 817 1.00 1.00 8.1 0.0 0,0 0.0 8.1 11 1781 0.4 0.4 1.00 25 045 137 1.00 1.00 31.8 12.1 0.0 0.2 1 083 1777 15.6 15.6 1614 0.67 1771 1.00 1.00 13.9 0.9 0.0 ö.þ 14.8 B 15 1585 0.3 0.3 1,00 720 0,02 790 1.00 1.00 9.8 0.0 0.0 0.1 2 1294 0,1 3.3 1.00 405 0.00 405 1.00 1.00 19.4 0.0 0.0 0.0 19.4 tt 0 0.0 0.0 4 l585 0.1 0.1 1.00 439 0.01 439 1.00 1.00 17,0 0.0 0.0 0.0 31 1412 1.1 1.2 1.00 499 0.06 499 1,00 1.00 17.5 0.2 0.0 0.4 0 0 0.0 0.0 0 0.00 0 1,00 0.00 0.0 0.0 0.0 0.0 0,0 A '101 1585 3.2 3.2 1.00 439 0.23 439 1,00 1,00 18.2 1.2 0.0 1.2 19.4 1 608 1777 26.8 26.8 1783 0.90 1831 1.00 1.00 14.7 6.5 0.0 10.6 21.3 U 9.843.9 D 0 0.00 0 1.00 0.00 0,0 0.0 0.0 0.0 0.0 A 17.1 17.7 LOS Vol, veh/h Approach Delay, s/veh Approach LOS D A B BB B 1696 22.3 C I 109 15.0 B 6 17.9 B 132 19.0 B Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p_c), s 22.5 4.5 18,0 53 0.0 5.4 4,5 5.0 2.4 0,0 8,5 4.5 6.1 5.1 0.0 22,5 4.5 18.0 5.2 0.5 37.1 4.5 33.5 28,8 3.8 34.0 4.5 32.4 17.6 6.9 HCM 6th Ctrl Delay HCM 6th LOS 19.4 B Capistrano Greenery 0712312019 Existing plus Project PM Synchro 10 Report HCM 6th Signalized lntersection Summary 6: Av. La Pata/Antonio Pkwv & Orteqa Hwy 08t02t2019 ,+\{F EBT EBR WBL WBT \+ SBT \ SBL t NBR a NBL I ¿ NBT Lane Configurations Traffìc Volume (veh/h) Future Volume (veh/h) lnitial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Anive On Green l'ili 514 514 0 100 1.00 I 226 ¿tô 0 1,00 '1.00 I 73 t3 0 1.00 1.00 f 109 109 0 100 1.00 +++ 528 528 n tf 529 529 0 1.00 1.00 +++ 442 442 0 rT 282 282 0 100 1.00 I 127 127 0 1.00 1.00 rrìr 306 306 0 1.00 1.00 ++ 293 293 U ++ 832 832 0 Sat Flow veh/h 1 870 541 0.95 2 630 0.18 3456 1.00 No 1 870 876 0.95 ¿ 1 069 0.30 3554 1 870 238 noÃ 2 477 0.30 1 585 1870 aa 0.95 2 oo 006 1781 1.00 No 1 870 308 0.95 ¿ 618 0.17 3554 1 870 115 0.95 2 276 0.17 1 585 1 870 322 0.95 2 418 0.12 3456 1.00 No 1 870 556 0.95 I 1 190 0.23 5106 1 870 134 0.95 2 369 0.23 1 585 1 870 297 0,95 ¿ 338 0.19 1781 1.00 No 1 870 465 0.95 2 1542 0.30 51 06 1 870 557 0.95 aL 1352 030 2790 Grp Volume(v), veh/h 541 Grp Sat Flow(s),veh/h/ln 1728 Q Serve(g_s), s 12.4 CycleQClea(g-c),s 12.4 Prop ln Lane 1.00 Lane Grp Cap(c), veh/h 630 V/C Ratio(X) 0 86 Avail Cap(c_a), veh/h 699 HCM Platoon Ratio 1.00 Upstream Filte(l) 1.00 Uniform Delay (d), s/veh 323 lncr Delay (d2), s/veh 9.7 lnitial Q Delay(d3),s/veh 0.0 %ile BackOfQ(50%),veh/ln 5.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42,0 876 1777 18.7 18.7 1 069 0.82 1216 100 1.00 26.5 41 0,0 8.1 30.6 238 1 585 10.1 '10.1 1.00 477 0.50 542 1.00 1.00 23.5 0.8 0.0 3.7 77 1781 3.5 3.5 1.00 99 0.78 144 100 1.00 38.0 14.9 0.0 1.9 308 1777 b.4 6,4 618 050 784 1.00 1.00 30.5 0.6 00 2.7 llJ 1 585 5.3 5.3 1.00 276 0,42 350 1.00 1.00 30.0 1.0 0.0 2.0 322 1728 7.4 7.4 1.00 418 077 597 1.00 1.00 34,8 3.9 00 3,2 556 1702 7^ 7.6 1190 0.47 1 190 1.00 1.00 26.9 1.3 0,0 3.2 134 1 585 5.8 5.8 1.00 369 0.36 369 1.00 1,00 26,2 2.7 0.0 2.4 297 1781 13.2 13.2 1.00 338 088 404 1.00 1.00 32.1 17.0 00 7.1 465 1702 5.7 5.7 1542 0.30 1542 100 1,00 21,9 0.5 00 2.3 557 1 395 10.5 10.5 100 1352 0.41 I JCI 1.00 1.00 13.5 0.9 0.0 3.2 LnGrp LOS DC 24.3 523 31.1 31,0 38.6 28.2 29.0 49.1 22.4 14,5 DCCDCCDCB Approach Vol, veh/h Approach Delay, s/veh Approach LOS 1 655 33.4 500 34,4 1012 31.6 c 1319 25.1 C 1234567 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g-c+|1), s Green Ext Time (p-c), s ,lntersection Summary 20.0 4.5 18.5 15.2 0.3 23.5 4.5 19.0 9.6 2.9 9.0 4.5 6,6 ÃÃ 0.0 29.0 45 27.9 20.7 3.9 29,1 4.5 23.4 12.5 4.2 19.4 4.5 16,5 14.4 0.5 18,7 4.5 18.0 8.4 t.o 14.4 4.5 14.1 9.4 0.5 HCM 6th Ctrl Delay HCM 6th LOS 30,7 Capistrano Greenery 0712312019 Existing plus Project PM Synchro 10 Report HCM 6th Signalized lntersection Summary 7'. Av. La Pata & Stallion Ridge 08t02t2019 j \¿ìt \a 1t \l ¿ Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) lnltialQ (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone 0n Approach AdjSat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, vehih Anive On Green Sat Flow, veh/tr Ìrt 159 159 0 1.00 1.00 1870 167 0.95 2 332 0.10 3456 '16 16 0 1.00 1.00 I'i 31 31 0 1,00 1.00 1870 33 0.95 2 66 0.04 1781 1 1 0 1,00 1.00 1870 1 0.95 2 2 0.43 5 I 268 268 0 1.00 1.00 1870 0 0,95 2 0,00 1585 1,00 No I 870 0 0.95 2 0 0,00 0 1.00 No 1870 705 0.95 2 1583 0.43 3641 1.00 No 1 870 521 0.95 2 2092 0.41 51 06 1"Ì0464 0464 000 1.00 '1.00 1.00 1.00 1.00 No 1870 1870 '1870 0484 0.95 0.95 0.95222 0 153 166 0.00 0,1 0 0.09 0 1585 1781 ri I 0 0 00 00 tT- 670 670 0 1* 0 0 0 +++ 495 495 0 1870 17 0.95 2 149 0.09 1585 1870 o 0.95 2 21 0.01 1781 Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clea(g_c), s Prop ln Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filte(l) Uniform Delay (d), s/veh lncr Delay (d2), s/veh lnitial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig, Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS U 0 0.0 0.0 0 0 0.0 0.0 167 1728 2.3 2.3 1.00 332 0.50 1256 1.00 1.00 21.3 1.2 0.0 0.9 0 0.00 0 1.00 0.00 0.0 0.0 0,0 0,0 48 1585 1.4 1.4 1.00 153 0,31 576 1.00 1,00 20.8 1.2 0.0 0.5 4 1781 0.1 0.1 '1.00 166 0.02 647 1.00 1.00 20.4 0.1 0,0 0.0 0 0,00 0 1.00 0.00 0.0 0.0 0,0 0.0 17 1585 0.5 0.5 1.00 149 0,11 576 '1.00 1,00 20.5 0.3 0.0 0.2 33 1781 0.9 0.9 1.00 66 0.50 205 1,00 1.00 23.4 5,8 0.0 0,5 344 1777 6.7 6.7 773 0.45 773 1.00 1,00 9.8 1.9 0.0 2.5 362 I 869 6.7 6.7 0,00 813 0.45 8't3 1,00 r.00 9.8 1.8 0.0 2.6 o 1781 0.2 0.2 1,00 21 0.43 180 1.00 1.00 24.3 13.3 0.0 0.2 521 1702 3.3 3.3 2092 0.25 2092 1.00 1.00 9.6 0.3 0.0 1.1 0 1585 0.0 0.0 1.00 1.00 0.00 0.0 0.0 0,0 0.0 0.022.5 0.0 22.0 20.5 0.0 20.9 29.3 11.7 11,6 37.6 9.9 CACCACCBBDA Approach Vol, veh/h Approach Delay, s/veh Approach LOS 215 22,4 c 2t 20.8 c 739 12.4 B 530 10.4 B A Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+|1), s Green Ext Time (p-c), s 5.'1 4.5 5.0 2.2 0.0 26.0 4.5 21.0 8.7 3.5 9.1 4,5 18.0 2.1 0.0 9,3 4.5 18.0 3.4 0.1 24,8 4.5 20.3 5.3 3.1 9.2 4.5 8.0 2.5 0.0 9.3 4.5 18.0 4.3 0.4 6.3 4.5 5.7 2.9 0.0 6th CtrlDelay HCM 6th LOS 13.2 Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay Capistrano Greenery 0712312019 Existing plus Prolect PM Synchro 10 Report