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HomeMy WebLinkAbout07-ATTACHMENT JATTACHMENT J KITTELSON & ASSOCIATES TRAFFIC ANALYSIS DATED APRIL 17, 2019 SUPPLEMENTAL MEMORANDUM DATED JUNE 24, 2019 _►p LONG-TERM BUILDOUT TRAFFIC CONDITIONS DATED OCTOBER 2, 2019 &ASSOCIATES MEMORANDUM Date: To Cc: From: Project: Subject: October 2, 2019 Dale Goldsmith 750 THE CITY DRIVE, SUITE 410 ORANGE, CA 92868 F 714.468.1997 RECEIVED OCT. 0 4 2019 COMMUNITY DEVELOPMENT BY: Diana Salazar, Costco Wholesale Warehouse Terry Odle, MG2 Neelam Dorman & Michael Sahimi, Kittelson & Associates, Inc. Tustin Ranch Costco Fuel Station Addition Long -Term Buildout Traffic Conditions Project #: 23472 Kittelson & Associates, Inc. (KAI) has prepared this traffic analysis memorandum for the proposed addition of a Costco Gasoline fuel station to the existing Tustin Ranch Costco Warehouse on EI Camino Real in Tustin, California. This memorandum builds upon the traffic analysis memorandum (dated April 17, 2019) by analyzing conditions for the long-term buildout scenario in the City of Tustin (Tustin). The following topics are discussed in this memorandum: • Long -Term Buildout Traffic Volume Forecasting • Intersection Level of Service Results • Driveway Queuing Results LONG-TERM BUILDOUT TRAFFIC VOLUME FORECASTING Long-term buildout traffic volumes were developed utilizing the Orange County Transportation Analysis Model (OCTAM), which is a countywide travel demand model developed and maintained by the Orange County Transportation Authority (OCTA). The model consists of two versions: a base year (2012) model and a future year (2040) model. The future year model includes planned improvements to transportation facilities in the region as well as planned development projects. The model also accounts for growth in the surrounding Southern California area. The OCTAM model a growth in traffic volumes of 1% per year along roadways in Tustin. This yearly growth rate was applied to existing a.m. and p.m. peak hour counts to develop the long-term buildout traffic volumes. Project trips (as detailed in the April 2019 memo) were then added to the Long -Term Buildout volumes to develop the Long -Term Buildout Plus Project volumes. Tustin Ranch Costco Fuel Station Addition Project #; 23472 October 4, 2019 Page 2 INTERSECTION LEVEL OF SERVICE RESULTS Consistent with the Existing and Existing Plus Project analyses conducted for the April 2019 memorandum, long-term buildout conditions were evaluated at the following study locations: • Market Street & Bryan Avenue (Project Driveway) • Tustin Ranch Road & EI Camino Real • Auto Center Drive & EI Camino Real (Project Driveway) Geometric improvements at Tustin Ranch Road & EI Camino Real intersection would be in place at time of Project opening and have thereby been assumed to be in place in the traffic analyses presented below. In addition, the Project would provide a dedicated westbound right turn lane into the site at Auto Center Drive & EI Camino Real. Consistent with the April 2019 memorandum, the study intersections were analyzed using the Intersection Capacity Utilization (ICU) methodology, consistent with City of Tustin standards. Under the ICU methodology, the critical movement and critical movement capacity of an intersection are used to calculate a volume -to -capacity (V/C) ratio. After the V/C ratio is calculated, the ICU methodology assigns a LOS grade (A to F) representing the quality of intersection operations, with LOS F signifying volumes exceeding capacity. LOS grades and corresponding V/C ratios under the ICU methodology are provide in Table 1. The maximum acceptable level of service for the study intersections is LOS D. Table 1: Intersection Level of Service and ICU Values Level of Service Maximum ICU Value Based on the analysis methodology, the results for the Long -Term Buildout and Buildout Plus Project analysis are shown in Table 2. As shown in the table below, all study intersections operate acceptably at LOS D or better under Buildout and Buildout Plus Project conditions. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition October 4, 2019 Table 2: Long -Term Buildout and Buildout Plus Project LOS Project N: 23472 Page 3 Note: 1. Planned and funded intersection improvements at this location are assumed under Buildout Conditions. DRIVEWAY QUEUING RESULTS Queues were also reviewed for the turn lanes at the Project driveways to determine if signal timing adjustments or additional storage would be required in the long-term buildout scenario. This includes the outbound left and right turn lanes (northbound left and right turn lanes) and inbound left turn lane (westbound left turn lane) at the intersection of Market Street & Bryan Avenue and the outbound left and right turn lanes (southbound left and right turn lanes) and inbound left turn lane (eastbound left turn lane) at the intersection of Auto Center Drive & EI Camino Real. The analysis was conducted using Synchro traffic analysis software and signal timing data provided by the City (signal timing was optimized for the Buildout No Project conditions). As shown in the Table 3, the available storage for the northbound left turn at Market Street & Bryan Avenue is 105 feet. Please note that the storage capacity of 105 feet is defined by the location an internal drive aisle intersection, the full storage along Market Street is 335 feet; therefore the 132 -foot queue can be accommodated with causing significant impacts to on-site circulation. The addition of project trips would cause the northbound left -turning queue to exceed the available 105 -foot storage during the p.m. peak hour. Similar to recommendations outlined for the Existing Plus Project conditions in the April 2019 memorandum, northbound left -turning queues during the p.m. peak hour can be reduced by optimizing signal timing. By maintaining an optimized cycle length of 60 seconds and increasing the northbound maximum split to 35 seconds, the northbound left turn 95th percentile queue can be decreased to 96 feet. Recommended maximum splits for each movement are as follows: • Northbound left/right: 35 seconds • Eastbound through: 18 seconds • Westbound through: 25 seconds • Westbound left: 7 seconds Kittelson & Associates, Inc. Orange, California Peak Buildout Buildout Plus Project # Intersection Control Increase Hour ICU LOS• Market St. & AM 0.35 A 0.42 A 0.07 1 Signal Bryan Ave. PM 0.51 A 0.58 A 0.07 Tustin Ranch Rd. AM 0.82 D 0.83 D 0.01 2 Signal g C 0.73 C 0.00 & EI Camino Real' PM 0.73 Auto Center Dr. & AM 0.32 A 0.32 A 0.00 3 Signal g A 0.55 A -0.03 EI Camino Real PM 0.58 Note: 1. Planned and funded intersection improvements at this location are assumed under Buildout Conditions. DRIVEWAY QUEUING RESULTS Queues were also reviewed for the turn lanes at the Project driveways to determine if signal timing adjustments or additional storage would be required in the long-term buildout scenario. This includes the outbound left and right turn lanes (northbound left and right turn lanes) and inbound left turn lane (westbound left turn lane) at the intersection of Market Street & Bryan Avenue and the outbound left and right turn lanes (southbound left and right turn lanes) and inbound left turn lane (eastbound left turn lane) at the intersection of Auto Center Drive & EI Camino Real. The analysis was conducted using Synchro traffic analysis software and signal timing data provided by the City (signal timing was optimized for the Buildout No Project conditions). As shown in the Table 3, the available storage for the northbound left turn at Market Street & Bryan Avenue is 105 feet. Please note that the storage capacity of 105 feet is defined by the location an internal drive aisle intersection, the full storage along Market Street is 335 feet; therefore the 132 -foot queue can be accommodated with causing significant impacts to on-site circulation. The addition of project trips would cause the northbound left -turning queue to exceed the available 105 -foot storage during the p.m. peak hour. Similar to recommendations outlined for the Existing Plus Project conditions in the April 2019 memorandum, northbound left -turning queues during the p.m. peak hour can be reduced by optimizing signal timing. By maintaining an optimized cycle length of 60 seconds and increasing the northbound maximum split to 35 seconds, the northbound left turn 95th percentile queue can be decreased to 96 feet. Recommended maximum splits for each movement are as follows: • Northbound left/right: 35 seconds • Eastbound through: 18 seconds • Westbound through: 25 seconds • Westbound left: 7 seconds Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition October 4, 2019 Project M 23472 Page 4 All other queuing movement were found to have sufficient storage under both Buildout and Buildout Plus Project conditions. Table 3: Buildout and Buildout Plus Project Queuing Results # signifies that 95th percentile volume exceeds capacity, queue may be longer. Bold signifies queue that exceeds storage length. Note: Optimized signal timing is assumed under Buildout Conditions. SUMMARY OF FINDINGS Based on the analysis provided in this memo, the Project would have the following effect on traffic conditions under long-term buildout conditions: • Level of service at study intersections: o All study intersections would operate acceptably at LOS D or better during the peak hour periods. • Queuing at project driveways: o Project trips would increase the northbound left turn queue exiting at Market Street & Bryan Avenue during the p.m. peak hour. These queues exceed the available storage length as measured to the first drive aisle but can be accommodated along the Market Street drive aisle. Queues can be reduced to be accommodated by the available storage through signal timing and increasing the signal timing split available for the northbound approach. o All other access points are estimated to have sufficient storage to accommodate Buildout and Buildout Plus Project queues. Kittelson & Associates, Inc. Orange, California # Intersection Movement Storage Peak Hour BuildoutAvailable Buildout Plus Project Increase AM 32 52 20 NBL 105 PM 105 132 27 NBR 60 AM 19 26 7 1 Market St. & Bryan Ave. PM 41 44 3 WBL 260 AM 51 #122 71 PM #122 #180 58 AM 20 32 12 SBL 105 PM 53 63 10 Auto Center Dr. AM 1 12 11 3 & EI Camino SBR 95 Real PM 32 49 17 AM 9 17 8 EBL 200 PM 37 #53 16 AM - 0 - WBR 155 PM - #61 - # signifies that 95th percentile volume exceeds capacity, queue may be longer. Bold signifies queue that exceeds storage length. Note: Optimized signal timing is assumed under Buildout Conditions. SUMMARY OF FINDINGS Based on the analysis provided in this memo, the Project would have the following effect on traffic conditions under long-term buildout conditions: • Level of service at study intersections: o All study intersections would operate acceptably at LOS D or better during the peak hour periods. • Queuing at project driveways: o Project trips would increase the northbound left turn queue exiting at Market Street & Bryan Avenue during the p.m. peak hour. These queues exceed the available storage length as measured to the first drive aisle but can be accommodated along the Market Street drive aisle. Queues can be reduced to be accommodated by the available storage through signal timing and increasing the signal timing split available for the northbound approach. o All other access points are estimated to have sufficient storage to accommodate Buildout and Buildout Plus Project queues. Kittelson & Associates, Inc. Orange, California Appendix 1 Intersection Volume Figures Tustin Ranch Costco Fuel Station Addition ~820/1035 (70/140 1� lA w w b w 784/797 21/122 n m ao n .y opo 4667/313 o v0Di 0-94/524 l y 0*211/339 1Tit 71/47 o e N 221/179 w p 335/127 w N w m ry ti 4626/163 N t� 0-314/976 J l V ('139/116 �Tt 18/115 J �$ Z 490/595 w N 64/25: ##/## AM/PM Peak Hour Volumes LONG-TERM BUILDOUT INTERSECTION VOLUMES Figure Tustin, California A-1 �Gl KITTELSON Qh & ASSOCIATES Tustin Ranch Costco Fuel Station Addition 1 4-803/3016 /'134/185 __ ----------------------- 75a/iso 'ti � � � -� _ ... / (" I --� �i ME - u'11T. iirlr�rilr�rlT nlrrl , m m 167/313 W ,*..102/540 i �►/230/349 � ; =� I – � I `j� ,Y (, ' n 71/47 J o m"TT If° ���I lf.. 228/185 W N a "- Mat .. i i II335/127 i e w o 11l,�l�l L d la., „' O I w-1 '�rrirrurrrlri T r 3 I1Li i1 11"l 71T11T71i 1TCT'I'MMIITIITC�T 1fT ��ITTTITt ; W , o m –306/952 � ' � � � � � �'� I I � � � �I I � � � • ..... /139/116 i _ yrt� 44/150.0477/581 — I Iii 1 I 64/25 mw ##/## AM/PM Peak Hour Volumes LONG-TERM BUILDOUT PLUS PROJECT INTERSECTION VOLUMES Figure Tustin, California A-2 iJF, IKITT LSON s L�� & A SOCI;ATES Appendix 2 ICU Worksheets Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 1. MARKET ST. $ BRYAN AVE. Description: LONG-TERM BUILDOUT Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N -S(1): 0.00 TH 0.00 0 0 0.00 * N -S(2): 0.02 LT 0.00 0 0 0.00 E -W(1): E -W(2): 0.28 0.24 Westbound RT 0.00 0 0 0.00 TH 2.00 820 3,400 0.24 LT 1.00 70 1,700 .0.04 * V/C: Lost Time: 0.30 0.05 Northbound RT 1.00 35 1,700 0.00 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 39 1,700 0.02 * ICU: 0.35 Eastbound RT 0.00 21 0 0.00 TH 2.00 784 3,400 0.24 * LT 0.00 0 0 0.00 LOS: A Date/Time: PM PEAK HOUR (4:35-5:35) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N -S(1): 0.05 TH 0.00 0 0 0.00 * N -S(2): 0.11 LT 0.00 0 0 0.00 E -W(1): E -W(2): 0.35 0.30 Westbound RT 0.00 0 0 0.00 TH 2.00 1,035 3,400 0.30 LT 1.00 140 1,700 0.08 * V/C: Lost Time: 0.46 0.05 Northbound RT 1.00 195 1,700 0.05 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 184 1,700 0.11 * ICU: 0.51 Eastbound RT 0.00 122 0 0.00 TH 2.00 797 3,400 0.27 * LT 0.00 0 0 0.00 LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 2. TUSTIN RANCH RD. & EL CAMINO REAL Description: LONG-TERM BUILDOUT Date/Time: AM PEAK HOUR (7:55-8:55) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 30 1,700 0.00 N -S(1): 0.19 TH 3.00 2,588 5,100 0.51 N -S(2): 0.54 LT 2.00 153 3,400 0.05 E -W(1): E -W(2): 0.23 0.07 Westbound RT 1.00 67 1,700 0.01 TH 2.00 94 3,400 0.03 LT 2.00 211 3,400 0.06 * V/C: Lost Time: 0.77 0.05 Northbound RT 1.00 182 1,700 0.06 TH 3.00 699 5,100 0.14 ITS: 0.00 LT 2.00 110 3,400 0.03 ICU: 0.82 Eastbound RT 1.00 335 1,700 0.17 * TH 2.00 221 3,400 0.07 LT 1.00 71 1,700 0.04 LOS: D Date/Time: PM PEAK HOUR (5:00-6:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 59 1,700 0.01 N -S(1): 0.49 TH 3.00 737 5,100 0.14 N -S(2): 0.24 LT 2.00 118 3,400 0.03 * E -W(1): E -W(2): 0.15 0.19 Westbound RT 1.00 313 1,700 0.16 * TH 2.00 524 3,400 0.15 LT 2.00 339 3,400 0.10 V/C: Lost Time: 0.68 0.05 Northbound RT 1.00 415 1,700 0.17 TH 3.00 2,333 5,100 0.46 * ITS: 0.00 LT 2.00 339 3,400 0.10 ICU: 0.73 Eastbound RT 1.00 127 1,700 0.00 TH 2.00 179 3,400 0.05 LT 1.00 47 1,700 0.03 * LOS: C * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 3. AUTO CENTER DR. & EL CAMINO REAL Description: LONG-TERM BUILDOUT Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 42 1,700 0.02 * N -S(1): 0.03 TH 0.58 9 987 0.01 N -S(2): 0.00 LT 1.42 22 2,413 0.01 E -W(1): E -W(2): 0.24 0.11 Westbound RT 0.00 26 0 0.00 TH 2.00 314 3,400 0.10 LT 1.00 139 1,700 0.08 * V/C: Lost Time: 0.27 0.05 Northbound RT 1.00 78 1,700 0.00 TH 1.00 11 1,700 0.01 ITS: 0.00 LT 1.00 18 1,700 0.01 * ICU: 0.32 Eastbound RT 0.00 64 0 0.00 TH 2.00 490 3,400 0.16 * LT 1.00 18 1,700 0.01 LOS: A Date/Time: PM PEAK HOUR (4:25-5:25) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 163 1,700 0.05 * N -S(1): 0.12 TH 0.13 7 218 0.03 N -S(2): 0.00 LT 1.87 102 3,182 0.03 E -W(1): E -W(2): 0.25 0.41 Westbound RT 0.00 163 0 0.00 TH 2.00 976 3,400 0.34 * LT 1.00 116 1,700 0.07 V/C: Lost Time: 0.53 0.05 Northbound RT 1.00 211 1,700 0.07 * TH 1.00 18 1,700 0.01 ITS: 0.00 LT 1.00 53 1,700 0.03 ICU: 0.58 Eastbound RT 0.00 25 0 0.00 TH 2.00 595 3,400 0.18 LT 1.00 115 1,700 0.07 * LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 1. MARKET ST. & BRYAN AVE. Description: LONG-TERM BUILDOUT PLUS PROJECT Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N -S(1): 0.00 TH 0.00 0 0 0.00 * N -S(2): 0.05 LT 0.00 0 0 0.00 E -W(1): E -W(2): 0.32 0.24 Westbound RT 0.00 0 0 0.00 TH 2.00 803 3,400 0.24 LT 1.00 134 1,700 0.08 * V/C: Lost Time: 0.37 0.05 Northbound RT 1.00 71 1,700 0.00 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 79 1,700 0.05 * ICU: 0.42 Eastbound RT 0.00 51 0 0.00 TH 2.00 768 3,400 0.24 * LT 0.00 0 0 0.00 LOS: A Date/Time: PM PEAK HOUR (4:35-5:35) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N -S(1): 0.06 TH 0.00 0 0 0.00 * N -S(2): 0.14 LT 0.00 0 0 0.00 E -W(1): E -W(2): 0.39 0.30 Westbound RT 0.00 0 0 0.00 TH 2.00 1,016 3,400 0.30 LT 1.00 185 1,700 0.11 * V/C: Lost Time: 0.53 0.05 Northbound RT 1.00 244 1,700 0.06 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 236 1,700 0.14 * ICU: 0.58 Eastbound RT 0.00 160 0 0.00 TH 2.00 782 3,400 0.28 LT 0.00 0 0 0.00 LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 2. TUSTIN RANCH RD. & EL CAMINO REAL Description: LONG-TERM BUILDOUT PLUS PROJECT Date/Time: AM PEAK HOUR (7:55-8:55) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 30 1,700 0.00 N -S(1): 0.19 TH 3.00 2,588 5,100 0.51 * N -S(2): 0.54 " LT 2.00 153 3,400 0.05 E -W(1): E -W(2): 0.24 " 0.07 Westbound RT 1.00 67 1,700 0.01 TH 2.00 102 3,400 0.03 LT 2.00 230 3,400 0.07 * V/C: Lost Time: 0.78 0.05 Northbound RT 1.00 188 1,700 0.06 TH 3.00 704 5,100 0.14 ITS: 0.00 LT 2.00 110 3,400 0.03 * ICU: 0.83 Eastbound RT 1.00 335 1,700 0.17 * TH 2.00 228 3,400 0.07 LT 1.00' 71 1,700 0.04 LOS: D Date/Time: PM PEAK HOUR (5:00-6:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 59 1,700 0.01 N -S(1): 0.49 TH 3.00 737 5,100 0.14 N -S(2): 0.24 LT 2.00 118 3,400 0.03 * E -W(1): E -W(2): 0.15 0.19 Westbound RT 1.00 313 1,700 0.16 TH 2.00 540 3,400 0.16 LT 2.00 349 3,400 0.10 V/C: Lost Time: 0.68 0.05 Northbound RT 1.00 430 1,700 0.18 TH 3.00 2,339 5,100 0.46 * ITS: 0.00 LT 2.00 339 3,400 0.10 ICU: 0.73 Eastbound RT 1.00 127 1,700 0.00 TH 2.00 185 3,400 0.05 LT 1.00 47 1,700 0.03 * LOS: C * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 3. AUTO CENTER DR. & EL CAMINO REAL Description: LONG-TERM BUILDOUT PLUS PROJECT Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 80 1,700 0.03 * N -S(1): 0.04 TH 0.44 15 750 0.02 N -S(2): 0.00 LT 1.56 53 2,650 0.02 E -W(1): E -W(2): 0.23 0.12 Westbound RT 1.00 52 1,700 0.02 TH 2.00 306 3,400 0.09 LT 1.00 139 1,700 0.08 * V/C: Lost Time: 0.27 0.05 Northbound RT 1.00 78 1,700 0.00 TH 1.00 18 1,700 0.01 ITS: 0.00 LT 1.00 18 1,700 0.01 * ICU: 0.32 Eastbound RT 0.00 44 0 0.00 TH 2.00 477 3,400 0.15 * LT 1.00 44 1,700 0.03 LOS: A Date/Time: PM PEAK HOUR (4:25-5:25) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 208 1,700 0.06 * N -S(1): 0.13 TH 0.12 8 199 0.04 N -S(2): 0.00 LT 1.88 129 3,201 0.04 E -W(1): E -W(2): 0.25 0.37 Westbound RT 1.00 218 1,700 0.10 TH 2.00 952 3,400 0.28 * LT 1.00 116 1,700 0.07 V/C: Lost Time: 0.50 0.05 Northbound RT 1.00 211 1,700 0.07 * TH 1.00 21 1,700 0.01 ITS: 0.00 LT 1.00 53 1,700 0.03 ICU: 0.55 Eastbound RT 0.00 25 0 0.00 TH 2.00 581 3,400 0.18 LT 1.00 150 1,700 0.09 * LOS: A * - Denotes critical movement Appendix 3 Synchro Queue and Timing Worksheets Queues Long -Term Buildout AM 1: Market St. & Bryan Ave/Bryan Ave. 09/26/2019 --F 41" �r,— 4\ I'll t , r Lane Group Flow (vph) 866 75 882 42 38 vle Ramo 0; 6 03,-,,_,0 31 0;19 017 . , .,....a .._. Control Delay 7.0 25.9 3.0 20.2 9.6 Quelle Delay 0 0 0,0 0:0 0 0 0 0 Total Delay 7.0 25.9 3.0 20.2 9.6 Queue Length ul Queue Length 95th (ft) 123 51 68 32 19 Internal Link Dist eft) 131 .29. Turn Bay Length (ft) _ .822 255 55 $ase Capacity (vph) 2418' 203 2858 773 687 Starvation Cap Reductn 0 0 0 0 0 Spllback Cap;Reductn. 0 00 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced vlc Rati= 06 ,U 37 . 0316, a ..;, ,. ...., ',,.. s x"�`..�.. .�. :.:. ,. :sE:•�� �'` 3, ?.xta�. .,,.xi ., n a'=F � `��fi. �ws, ,<x'" t�... �" .. �i��?., Long -Term Buildout AM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues Long -Term Buildout AM 3: Auto Center Dr. & EI Camino Real 09/26/2019 Long -Term Buildout AM 01/08/2019 Baseline Synchro 10 Report Page 3 Lane Group Flow (vph) 22 667 167 409 22 13 94 19 19 51 41c Raga 004 0;38 0.28 0,16 Q 16 U 09 t ..0 26 ;' 0 08 0 08 017" Control Delay 5.2 10.1 5.2 6.3 24.4 23.1 4.9 20.1 19.9 1.5 Queue Delay ;.,, .. sa 0 00...0.0 0 Total Delay 5,2 10.1 5.2 6.3 24.4 23.1 4.9 20.1 19.9 1.5 Quelle Length 50th (ft), .._ g28 U 0 Queue Length 95th eft) 9 114 41 62 22 16 17 20 20 1 Irifemal Link Dist,(ft) 1070 392 35Q 241 Tum Bay Length (ft) 200 155 130 105 95 Brise Capacity (vph) 2017 61$: 2601 94, 1 51 391 876 9M 309 .. . ... ,_ .560 , , Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 $R�Ilback«Cap Reductn,..�.__ t...6 .,. '�, >'0 6a. 0 . , Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced«Ylc Ratio 0.04 0,33 0,27 0;16 016 0 0902.0,17 Long -Term Buildout AM 01/08/2019 Baseline Synchro 10 Report Page 3 Queues Long -Term Buildout PM 1: Market St & Bryan Ave/Bryan Ave. 09/26/2019 Queue shown is maximum after two cycles. Long -Term Buildout PM 01/08/2019 Baseline Synchro 10 Report Page 1 Lane Group Flow (vph) 999 152 1125 200 212 (rl Ratlo 0.65 0.61 0 53 n U55 Q 43 Control Delay 14.8 35.6 7.2 24.3 6.2 Queue Delay 0.0 00 . Total Delay 14.8 35.6 7.2 24.3 6.2 Queue Length 50th (ft). 120 44 _. y, 55 .... . .0... x; Queue Length 95th (ft) 205 #122 153 105 41 Inema(`Lmk Disf eft) '629 1111 822 Turn Bay Length (ft) 255 55 Base CapaGty (vpft) . 1539 265 2369 721; °772 Starvation Cap Reductn 0 0 0 0 0 pillback Cap Redticin0, x U ,_ Storage Cap Reductn 0 0 , 0 .. 0 0 Reduced,vlc Ratio 0.65 0:5,7 O,q� 0.28 07, $ ., Queue shown is maximum after two cycles. Long -Term Buildout PM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues Long -Term Buildout PM 3: Auto Center Dr. & EI Camino Real 09/26/2019 --* --*. rr *-- 4N t 10' \I. � W Lane Group Flow (vph) 121 652 122 1199 56 19 222 57 57 172 v/c Ramo r g: 0 42 $ 0 41 0 24 0;13 0 45 ; 014 0 53 ` 0 27 0 27 41 Control Delay 10.7 12.8 6.8 16.5 43.7 31.2 8.7 29.1 29.0 6.1 Total Delay 10.7 12.8 6.8 16.5 43.7 31.2 8.7 29.1 29.0 6.1 QueueL`ertith 5pth t) 16 8216 X181: 21 ,.. Queue Length 95th (ft) 37 137 38 273 #71 26 47 53 53 32 . Internal Lmk Dist` ft) 107U , 392 350 . N ` . ,241 Tum Bay Length (ft) 200 . 155 130 105 95 BasexCapac�ty (vph) 302p 1811 655 1985 125 . a , .' 138 427 .. , Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 SpillbackCapwReductn Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced vlc f�atlo ; 0l? 0 36 019 0,60 0 45 Oa 14 0 40 0 09 0 09 0 40 :;'; } - . ,. Queue shown is maximum after two cycles, Long -Term Buildout PM 01/08/2019 Baseline Synchro 10 Report Page 3 Queues Long -Term Buildout Plus Project AM 1: Market St. & Bryan Ave/Bryan Ave. 09/26/2019 __* 41" *__ 4% Lane Group Flow (vph) 881 144 863 85 76 V/e R fio 0.49 0.77 0.3d Control Delay 9.8 52.4 4.0 22.1 8.4 Total Delay 9.8 52.4 4.0 22.1 8.4 Queue Lehgth, 50th eft) . , 80 . 40.... :42 22 p Queue Length 95th (ft) 136 #122 78 52 26 nteral Link Dis(ft) 629. 822 131 a Turn Bay Length (ft) 255 55 ` 26,10 Starvation Cap Reductn 0 0 0 0 0 5pillaeic Cap Reductn 0 0 ; v,0 0 Storage Cap Reductn 0 0 0 0 0 jZi duced v/c Rada '. 0.48 0.77 Queue shown is maximum after two cycles. Long -Term Buildout Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues Long -Term Buildout Plus Project AM 3: Auto Center Dr. & EI Camino Real 09/26/2019 Lane Group Flow (vph) 53 652 167 369 63 22 22 94 40 42 96 v%c Rabo QfU 0„38 0 30 0'17 6 23 U 17 016 0 27 'Y :', 017 0 2bN Control Delay 5.9 11.4 6.2 8.3 2.0 26.2 25.8 5.1 ,01 21.2 21.1 3.8 Cueue Delay X0:0 0 0 b 0 U 0 0 0 0 0 0 ., x Total Delay _ 5.9 . 11.4 6.2 8.3 2.0 26.2 25.8 5.1 21.2 21.1 3.8 Queue Length 50th; O 3 56 11 26 0 5 5 Queue Length 95th (ft) 17 115 44 60 0 23 23 17 32 33 12 Infernal Link Dist (f1) , 107QX392 350 _ 241: Turn Bay Length (ft) 200 155 155 130 105 95 BaseCapac�ty,(vph 5d5 1$9U 585 372 131. X40 373 813 852 a 379; Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback=Cap Reductn Storage Cap Reductn 0 0 0 0 0 0 00 0 0 0 Reduced vlc R86o 23 017 ., ,011i,r .: 0 25 ” 0 05 _ 0 05 0 25; Long -Term Buildout Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 3 Queues Long -Term Buildout Plus Project PM 1: Market St & Bryan Ave/Bryan Ave. 09/26/2019 -00 41" F 4\ /11 Lane Group Flow (vph) 1024 201 1104 257 265 v%c Ratio 0 74 0.84 0,620,64 0 Control Delay 18.4 57.1 7.9 26.3 5.7 'Queue Delay . , 0.0 000 0 ..; Total Delay 18.4 57.1 7.9 26.3 5.7 Queue Length 5bth (ft). 131 62 $8 Queue Length 95th (ft) #243 #180 172 132 44 Turn Bay Length (ft) 255 55 base Capacity (vph) 1394 240 2142 652. ..753 Starvation Cap Reductn 0 0 0 0 0 S ,.ill ack Ca educts `0 'a0 Storage Cap Reductn 0 0 0 0 0 2educgd vIc Ratlo ` 0;73 0.84 0.52 Queue shown is maximum after two cycles, Long -Term Buildout Plus Project PM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues Long -Term Buildout Plus Project PM 3: Auto Center Dr. & EI Camino Real 09/26/2019 --* --• or, 4-- 4% T /00� 1,. 4 � MWIMINW... -VIII Lane Group Flow (vph) 158 638 122 1002 229 5622 222 72 72 219 V / Rano.= 0 49 03 0 2b aQ'65 4 76 . ';0 43 r:015 m 49'r Control Delay 13.0 13.8 7.3 15.8 20.4 42.0 31.0 8.4 28.4 28.3 8.4 Quelle D�IaY. 00, 0 6: 0.0 0 Total Delay 13.0 13.8 7.3 15.8 20.4 42.0 31.0 8.4 28.4 28.3 8.4 Rueue Lergth,50th 20. 10s Queue Length 95th (ft) #53 137 39 219 #61 #72 29 48 63 63 49 lnfemal l_irlc Dist (ft) . 1070. ._ 392 Turn Bay Length (ft) 200 155 155 130 105 95 Base Capacity, (vpfi) 326 1768 n ° 651? 2086 301 ' ;131 .. ,:144 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spolback Cap Reductn 0 p : 0 0 0.. ,.' ,, 0 0 0, 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Rauo u ay Q 48a y 0 36 4 919 O48 0 76 . 0 43 °. 015 , a 0 39a 011 `; 011. Queue shown is maximum after two cycles. Long -Term Buildout Plus Project PM 01/08/2019 Baseline Synchro 10 Report Page 3 Queues Long -Term Buildout Plus Project PM (Mitigated) 1: Market St & Bryan Ave/Bryan Ave. 09/26/2019 � � � 4\ fAll Lane Group Flow (vph) 1024 201 1104 257 265 89 1.45 0.61 0;57 0 47 Control Delay 26.1 259.9 9.4 17.9 r. ry _..... , 6.5 Queue Delay . _r �„ 0.0 0 00 0 0 A 00 ...' . . Total Delay 26.1 259.9 9.4 17.9 6.5 Queue Length 95th (ft) #237 #168 154 96 46 ntemel Llnit Turn Bay Length (ft) 255 55 Base Capacity (vph) . 1157 139 1800 1445 Starvation Cap Reductn 0 0 0 0 0 Spolback Cap Reductn .. U 0 "0 Storage Cap Reductn 0 0 0 0 0 r tetluced V/c Rano ; 089 1.45 .0.61 9:180 Queue shown is maximum after two cycles. 95th percentilevolume exceeds, %que,e , e may be longer Queue shown is maximum after two cycles. Long -Term Buildout Plus Project PM (Mitigated) 01/08/2019 Baseline Synchro 10 Report Page 1 Timings Long -Term Buildout Plus Project PM (Mitigated) 1: Market St & Bryan Ave/Bryan Ave. 09/26/2019 Cycle Length: 60 Actuated Cycle Length: 38.9 � k, a .. _ _ w, Natural Cycle: 60 Control Type Actuated-Uncoordin8ted � ...E a..h , . . _ , , ., ,, Splits and Phases: 1: Market St & Bryan Ave/Bryan Ave. 02 4N"04 ■ 0 5 —*06 Long -Term Buildout Plus Project PM (Mitigated) 01/08/2019 Baseline Synchro 10 Report Page 1 Minimum Initial (s) 20.0 3.0 8.0 3.0 3.0 urn Split (s) 70 r 135 230 230 Total Split (s) 18.0 7.0 25.0 35.0 35.0 Total Split`(%) t µ 3009% s 117% 417% Yellow Time (s) 4.5 3.0 4.5 3.0 3.0 �i�-Red Time (s) . �, l) . ._ 100 .,.10,... ,1,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)' 5:5 4b 5 5 ... 4.0,. Lead/Lag Lag Lead Lead Lag Ophmiie? Yes Yes m. Recall Mode Min None Min None None Cycle Length: 60 Actuated Cycle Length: 38.9 � k, a .. _ _ w, Natural Cycle: 60 Control Type Actuated-Uncoordin8ted � ...E a..h , . . _ , , ., ,, Splits and Phases: 1: Market St & Bryan Ave/Bryan Ave. 02 4N"04 ■ 0 5 —*06 Long -Term Buildout Plus Project PM (Mitigated) 01/08/2019 Baseline Synchro 10 Report Page 1 W ICKITTELSON D &ASSOCIATES MEMORANDUM Date: June 24, 2019 7S0 THE CITY DRIVE, SUITE 410 ORANGE,CA 92868 P 714.468 . 1997 To: Diana Salazar, Costco Wholesale Warehouse Cc: Terry Odle, MG2 From: Neelam Dorman & Michael Sahimi, Kittelson & Associates, Inc. Project: Tustin Ranch Costco Fuel Station Addition Subject: Planning Commission Topics RECEIVED OCT 44 2019 COMMUNITY DEVELOPMENT BY: Project #: 23472 Kittelson & Associates, Inc. (KAI) has prepared this memorandum for the proposed addition of a Costco Gasoline fuel station to the existing Tustin Ranch Costco Warehouse on EI Camino Real in Tustin, California to address items discussed at the June 11th Planning Commission Hearing. The following topics are discussed in this memorandum: • Proposed Development • Tustin District Costco Gasoline Site Comparison • Clarification on Gas Queues • Clarification on Parking Agreement • Clarification on Intersection Level of Service Analysis • Additional information on Fuel Delivery Trucks • Hours of Operation of Other Site Uses • Effects of Kmart Occupancy PROPOSED DEVELOPMENT Costco is proposing to build a Costco Gasoline fuel station on the southeastern portion of the parking lot of their EI Camino Real location. The site for the fuel station is currently Costco Warehouse parking, which will be relocated to the west in place of the existing Goodyear service facility (to be demolished). The Tustin Ranch Costco Gasoline fuel station will consist of four islands (sixteen dispensers) with a total of thirty-two (32) vehicle fueling positions. The site plan for the proposed Costco Gasoline fuel station is provided in Figure 1. PROPOSED GAS: TOTAL ADDITIONAL PARKING SPACES PAD B VICINITY MAP CLIENT: COSTCO WHOLESALE PROPOSED GAS CANOPY 12,884 S.F. RELATEDTO 2018 CALIFORNIA GREEN PARKING REQUIRED BY CITY EXISTING TIRE CENTER 5,196 SF. s,.. HANDICAP STALLS 14 STALLS 889 LAKE DRIVE PROPOSED CONTROLLER ENCLOSURE 121 S.F. BUILDING CODE 58 STALLS 8,230 S.F. X4.5+1000: 37 STALLS READ PARKING PER CITY: 4.S"00D 544 STALLS ISSAQUAH, WA 98027 EXISTING CONDITIONS TO BE FIELD VERIFIED. GOODYEAR TIRE CENTER -DEMO 9,136 S.f. RE. PARKING PER CC&RS: 605 STALLS EXISTING MCDONALDS PARKING PROVIDED: 32 STALLS PROJECT ADDRESS: 2655 E. CAMINO REAL EXISTING COSTCO PARKING: SITE PLAN REO'D SHORT TERM BICYCLE P8.230 ARKING PPARKING ROUIRED VIDED: 55 55 TUSTIN, CALIFORNIA TUSTIN, CA 92782 [fl TWIDESTALLS 116 STALLS PARKING (5-16Y 3BIKES PAD EXISTINGSITE AREA: 10.96 ACRES (477,588 S.F.) © VYWIDESTALLS 494 STALLS PROVIDED: 5BIKES PARKING REQUIRED BY CITY GOODYEAR SITE AREA 1.00 ACRES (43.941 S.F.) Qd: HANDICAP STALLS 13 STALLS REDID CLEAN AIR VEHICLE PARKING: 6STALLS 8,271 S.F. X 451000: 37 STALLS SITE AREA OF WORK 2.38 ACRES (103.791 S.F.) TOTAL PARKING 623 STALLS PROVIDED: 6 STALLS PARKING PROVIDED. 32 STALLS NO. OF STALLS PER 100 S.F. REO'D FUTURE ELECTRIC VEHICLE BOUNDARIES THIS PIAN HAS BEEN PREPARED BY OF -BUILDING AREA 5.15 STALLS CHARGING STATIONS: 4STALLS TOTAL PARKING RECD BY Cffr 619 STALLS INFORMATION: USING MULVANNY ARCHITECTS SITE PROPOSED COSTCO PARKING: PROVIDED: 4 STALLS TOTAL PARKING RECD PER CC&RS: 646 STALLS PLAN DATED 987. © 9' WIDE STALLS 439 STALLS TOTAL PROVIDED: 649 STALLS ZONING: PC COMMERCIAL -E TUSTIN OVERLAY © 9' WIDE LOW EMISSION! SHOPPING CENTER PARKING DATA VAN POOU ELECTRICAL EXISTING KMART LEGEND: EXISTING BUILDING DATA VEHICLE PARKING 6 STALLS PARKING REQUIRED BY CITY EXISTINGBUILDINGAREA 115,724S.F. 10'WIDESTALLS 134 STALLS 105319S.F,X4.S1000: 474 STALLS INDICATES SITE AREA OF WORK EXISTING TIRE CENTER 5,196 SF. s,.. HANDICAP STALLS 14 STALLS 105,319 S.F. X 5.011000 PERCC&RS: 527 STALLS TOTAL AREA = 2.3B ACRES EXISTING TOTAL BUILDING 120,920 S.F. TOTAL PARKING 593 STALLS PARKING PROVIDED: 529 STALLS NOTES: READ PARKING PER CITY: 4.S"00D 544 STALLS EXISTING CONDITIONS TO BE FIELD VERIFIED. GOODYEAR TIRE CENTER -DEMO 9,136 S.f. RE. PARKING PER CC&RS: 605 STALLS EXISTING MCDONALDS NOTE: COST C O WHOLESALE CITY ALL ACCEPARKING STALLSS PIER AGREEMENT IS RECIPROCAL SITE PLAN P8.230 ARKING PPARKING ROUIRED VIDED: 55 55 TUSTIN, CALIFORNIA SEPTEM BER 30, 2019 ME W 4C 80 aT-0' TUSTIN, ��i #122 ssss¢wn�Noaex TUSTIN.G9]IBZ Pi RS� 94-1380-23 SEPTEMBER 30,2019 PROPOSED SITE PLAN DD11-08 Tustin Ranch Costco Fuel Station Addition June 24, 2019 TUSTIN DISTRICT COSTCO GASOLINE SITE COMPARISON Project #: 23472 Page 3 The Tustin District Costco Gasoline site was discussed in multiple comments at the Planning Commission Hearing. The following comparison between the District and proposed Tustin Ranch site was developed to better address the concerns: • Tustin Ranch would have 32 pumps versus 22 pumps at Tustin District. Compared to Tustin District, the efficiency of fueling would be approximately 45% higher, therefore queues would be processed much quicker. • The Tustin Ranch site can queue 40 vehicles in the stacking area with another 32 at the pumps for a total of 72 vehicles. The Tustin District site can queue approximately 38 vehicles in the stacking area with 22 at the pumps, for a total of 60 vehicles. In comparison, the Tustin Ranch site can hold 12 more vehicles in the stacking area. • The Tustin Ranch site can queue an additional 8 vehicles without affecting on-site operations for a total of 80 vehicles. The Tustin District site cannot queue beyond the 60 vehicles without severely impacting traffic on Park Avenue. • With the queue management plan in place, the Tustin Ranch site is designed to be able to contain an additional 18 vehicles within the Costco parking area before affecting operations to the on- site primary drive aisle. Another approximately 13 vehicles could also queue on-site prior to affecting operations on the EI Camino Real. This would be a total queue of 111 vehicles prior to affecting EI Camino Real. The Tustin District site would affect local road operations if one vehicle exceeds queues beyond the stacking area. • The layout of the Tustin District site precludes access to the northmost pumps if the center pumps have queues blocking the single access point. The layout at the Tustin Ranch site provides access from two points which allows for access to the center pumps from either direction. • The Tustin Ranch site provides a right -turn pocket on EI Camino Real to accommodate additional queues for vehicles turning onto the site whereas the Tustin District does not. • The Tustin Ranch site also has large underground fuel storage tanks which would reduce the number of re -fueling trucks and effects on gas operations. • For the Tustin Ranch site, the fuel pumps are approximately 700 feet from the closest residential unit. For the Tustin District site, the fuel pumps are approximately 700 feet from the closest residential unit (Irvine Inn Apartments). • The Tustin Ranch site would be served by two major arterials (Jamboree Road and Tustin Ranch Road), a primary arterial (Bryan Avenue) and a secondary arterial (El Camino Real). The Tustin District site is served by the same two major arterials (Jamboree Road and Tustin Ranch Road) as well as Barranca Parkway and a secondary arterial (Park Avenue). CLARIFICATION OF GAS QUEUES Multiple gas queue figures were provided in the April Traffic Analysis Memorandum and discussed at the meeting. Based on the discussions at the Planning Commission hearing, it should be clarified that over- capacity operations are not expected based on Costco data from multiple other sites. Queue Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition Project #; 23472 June 14, 2019 Page 4 management plans have been prepared to have ready if peak operations exceed capacity. Over -capacity operations not an expected occurrence, and should it occur, it is not expected to occur on a consistent basis. Based on Costco data, the design 95th percentile queue of 26 vehicles as well as the maximum observed queue of 35 vehicles can be accommodated with an additional available capacity of 5 vehicles. The initial queue management strategy would provide additional space for 8 vehicles. To address City staff concerns for severe operating conditions, a second-tier queue management plan was prepared. The shows that an additional 18 vehicles can be accommodated prior to affecting access to the shopping center. Please note that this scenario is not expected to occur. In addition, the location of Costco gas queue data sites as they relate to regional access was discussed at the meeting. Table 1 below provides a comparison of the distances from freeway ramps for each site. As shown, the Tustin District and Concord sites are the furthest from a freeway ramp. Most other sites are in similar regional access locations as the proposed Tustin Ranch site and therefore would experience similar demand and operations. Table 1: Costco Gasoline Stacking Locations *Jamboree Road ramps are 0.5 miles from site. CLARIFICATION ON PARKING AGREEMENT Shared parking was discussed at the Planning Commission hearing. However, please note that shared parking is not proposed as part of the project and is not part of the Covenants, Conditions, and Restrictions (CC&Rs). Although the CC&Rs established a non-exclusive easement for the passage and parking of vehicles over and across the parking and driveway areas, it also requires each tenant to meet parking requirements within each parcel. Therefore the Costco Warehouse meets both the City of Tustin and the CC&R requirements. Shopping center parking requirements and supply by pad are shown in Table 2. At the request of City staff, the Traffic Analysis Memorandum discussed the potential for shared parking between the various uses; however, this would require modifications to the CC&Rs. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition Project k: 23472 June 24, 2019 Page 5 Table 2: Proposed Shopping Center Parking Supply Costco (proposed) City Parking Requirement 544 SupplyPad 606 Kmart 474 530 McDonald's 18 55 Pad B 37 32 Pad C 37 32 CLARIFICATION ON INTERSECTION LEVEL OF SERVICE ANALYSIS At the Planning Commission Hearing, potential operational issues were discussed for intersections in the vicinity of the Project site. The Traffic Analysis Memorandum prepared in April 2019 evaluates performance at all study locations requested by City staff, including the Project driveways. As shown in the memorandum, all intersections operate at level of service (LOS) A or B during the Weekday AM and PM peak hours. Based on this analysis as well as the current roadway improvements taking place along Tustin Ranch Road and EI Camino Real, the proposed Project is not expected to adversely affect intersection operations. ADDITIONAL INFORMATION ON FUEL DELIVERY TRUCKS The issue of potential interruption to traffic operations due to fuel truck deliveries was discussed at the Planning Commission Hearing. The Traffic Analysis Memorandum provided truck turning templates and the planned access route for fuel delivery trucks. In addition to the information previously provided, truck deliveries are not expected to affect traffic operations as only 1-2 deliveries are expected during operating hours which reduces the chances of deliveries within peak hours. Tank sizes at the Tustin Ranch site are expected to be three 40,000 -gallon tanks, which will reduce the required number of daytime fuel deliveries (in comparison to Tustin District and other locations that have three 30,000 -gallon tanks). In addition, the remove fill location design would allow the truck to unload without entering the pump queues and would allow operations to continue without interruption. HOURS OF OPERATION OF OTHER SITE USES The hours of operation of other uses on the site were discussed. The table below provides available information regarding hours of operation of other site uses, based on information available online. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition Project #: 23472 June 24, 2019 Page 6 Table 3: Hours of Operation of Other Site Uses Business Name Hours of Operation McDonald's Sunday to Thursday: 5:00 AM -12:00 AM Friday and Saturday: 5:00 AM - 2:00 AM Nails Luv Monday to Saturday: 9:00 AM - 7:00 PM Sunday: 9:00 AM - 5:00 PM Monday to Friday: 7:00 AM - 7:00 PM Chase Cleaners Saturday: 9:00 AM - 5:00 PM Sunday: 9:00 AM - 2:00 PM Monday to Friday: 10:00 AM - 7:00 PM 20-20 Eyecare Center Optometry Saturday: 10:00 AM - 6:00 PM Sunday: Closed Monday/Tuesday/Thursday/Friday: 9:00 AM - 6:00 PM Dentistry Now Wednesday: 12:00 PM - 4:00 PM Saturday: 8:00 AM - 2:00 PM Sunday: Closed Hoag Urgent Care Tustin Ranch Monday to Friday: 8:00 AM - 8:00 PM Saturday and Sunday: 8:00 AM - 5:00 PM EFFECTS OF WART OCCUPANCY At the Planning Commission meeting, concern over potential effects of the Kmart building being in use and occupied on local traffic and parking was discussed. The April Traffic Analysis Memorandum did not assume occupancy of the Kmart building in its Existing Plus Project intersection Level of Service (LOS) analysis. The April memorandum disclosed that with the addition of project trips, the three study intersections (Market Street & Bryan Avenue; Tustin Ranch Road & EI Camino Real; Auto Center Drive& EI Camino Real) would operate acceptably at LOS A and B during the AM and PM peak hours. For this memorandum, Kittelson added estimated trips that could be generated by the 105,319 square foot Kmart parcel to the study intersections, assuming full retail occupancy and with the proposed Tustin Ranch Costco gas station addition in place. With the addition of Kmart -generated vehicle trips to existing counts and Tustin Ranch Costco gas station trips, study intersections would still operate at LOS A or B, as shown in the table below. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition June 24, 2019 Table 4: Existing Plus Project Plus Kmart LOS Project #.* 23472 Page 7 Note: 1. Planned and funded intersection improvements at this location are assumed under Existing Conditions. In addition to traffic, the use of the Kmart building is not expected to affect parking at the site. Under City of Tustin minimum parking requirements, the Kmart parcel is required to provide 474 parking spaces (4.5 spaces per thousand square feet). The Kmart parcel provides 530 spaces, which is 56 spaces more than City requirements. Kittelson & Associates, Inc. Orange, California Peak Existing Existing Plus Existing Project Plus Plus # Intersection Control Project Kmart Hour ICU LOS ICU LOS ICU LOS Market St. & m 0�0 0 Bryan Ave. m r ' Tustin Ranch Rd. & El Camino Note: 1. Planned and funded intersection improvements at this location are assumed under Existing Conditions. In addition to traffic, the use of the Kmart building is not expected to affect parking at the site. Under City of Tustin minimum parking requirements, the Kmart parcel is required to provide 474 parking spaces (4.5 spaces per thousand square feet). The Kmart parcel provides 530 spaces, which is 56 spaces more than City requirements. Kittelson & Associates, Inc. Orange, California KITTELSON &ASSOCIATES MEMORANDUM Date: April 17, 2019 To Cc From: Project: Subject: 750 THE CITY DRIVE SUITE 410 RECEIVED ORANGE.CA 92868 P 714 468.1997 APR 17 2019 COMMUNITY DEVELOPMENT BY: Project #: 23472 Krys Saldivar, City of Tustin Public Works Manager — Traffic/Transportation Diana Salazar, Costco Wholesale Warehouse Terry Odle, MG2 Neelam Dorman & Michael Sahimi, Kittelson & Associates, Inc Tustin Ranch Costco Fuel Station Addition Final —Traffic Analysis Kittelson & Associates, Inc. (KAI) has prepared this updated traffic analysis memorandum for the proposed addition of a Costco Gasoline fuel station to the existing Tustin Ranch Costco Warehouse on EI Camino Real in Tustin, California. The initial traffic analysis was submitted in February 2019 based on initial scoping discussions with City of Tustin (City) engineering and planning staff. The traffic analysis was updated based on comments provided by the City. The following topics are discussed in this memorandum= • Proposed Development • Trip Generation • Intersection Level of Service Analysis • Intersection Queuing Analysis • Fuel Area Layout and Stacking Analysis • Parking Analysis • Fuel Delivery Truck Site Circulation PROPOSED DEVELOPMENT Costco is proposing to build a Costco Gasoline fuel station on the southeastern portion of the parking lot of their EI Camino Real location. The site for the fuel station is currently Costco Warehouse parking, which will be relocated to the west in place of the existing Goodyear service facility (to be demolished). The Tustin Ranch Costco Gasoline fuel station will consist of four islands (sixteen dispensers) with a total of thirty-two (32) vehicle fueling positions. The site plan for the proposed Costco Gasoline fuel station is provided in Figure 1. FILENAME.- H.'123123472 - TUSTIN RANCH GAS ADDITIONI REPORTIDRAFT123472 COSTCO GASADDITION TRAFFIC ANAL PSIS 04152019. DOCX E T FTI I I I IF -1 I I I I I I I 4e PROJECT DATA PAD C 5 BIKES PARKING REQUIRED BY CITY PROPOSED CAS: 8,271 S.F. X 4.5/1000: CLIENT: COSTCO WHOLESALE PROPOSED GAS CANOPY 12,684 S.F. 999 LAKE DRIVE PROPOSED CONTROLLER ENCLOSURE 121 S.F. ISSAQUAH, WA 98027 PARKING REQUIRED BY CITY PROJECT ADDRESS: 2655 EL CAMINO REAL EXISTING COSTCO PARKING: 18 STALLS TUSTIN, CA 92782 (] Y WIDE STALLS 116 STALLS EXISTING SITE AREA: 10.96 ACRES (477,588 S.F.) 10 WIDE STALLS 494 STALLS GOODYEAR SITE AREA: 1.00 ACRES (43,949 S.F.) ^® �4.A HANDICAP STALLS 13 STALLS TOTAL SITE AREA 11.97 ACRES (521,537 S.F.) TOTAL PARKING 623 STALLS NO. OF STALLS PER 100 S.F. BOUNDARIES THIS PLAN HAS BEEN PREPARED BY OF BUILDING AREA: 5.15 STALLS INFORMATION: USING MULVANNY ARCHITECTS SITE PROPOSED COSTCO PARKING: PLAN DATED 9/97. O 9' WIDE STALLS 446 STALLS ZONING: PC COMMERCIAL - E. TUSTIN OVERLAY © 9' WIDE LOW EMISSION/ VAN POOL/ ELECTRICAL EXISTING BUILDING DATA: VEHICLE PARKING 6 STALLS EXISTING BUILDING AREA 115,724 S.F. 10' WIDE STALLS 140 STALLS EXISTING TIRE CENTER 5,196 S.F. ^® �1LA HANDICAP STALLS 13 STALLS EXISTING TOTAL BUILDING 120,920 S.F. TOTAL PARKING 605 STALLS REQ'D PARKING PER CITY: 4.5/1000 544 STALLS GOODYEAR TIRE CENTER - DEMO 9,136 S.F. REQ'D PARKING PER CC&R'S: 605 STALLS COSTCO WHOLESALE TUSTIN, CALIFORNIA TOTAL ADDITIONAL PARKING SPACES RELATED TO 2016 CALIFORNIA GREEN BUILDING CODE: 56 STALLS REQ'D SHORT TERM BICYCLE PARKING (5%): PROVIDED: REQ'D CLEAN AIR VEHICLE PARKING: PROVIDED: REQ'D FUTURE ELECTRIC VEHICLE CHARGING STATIONS: PROVIDED: PAD 8 PARKING REQUIRED BY CITY 8,230 S,F. X 4.511000: 37 STALLS PARKING PROVIDED: 32 STALLS 3 BIKES PAD C 5 BIKES PARKING REQUIRED BY CITY 6 STALLS 8,271 S.F. X 4.5/1000: 6 STALLS PARKING PROVIDED: 4 STALLS 4 STALLS SHOPPING CENTER PARKING DATA EXISTING KMART PARKING REQUIRED BY CITY 105,319 S.F. X 4.5/1000: 474 STALLS 105,319 S.F. X 5.011000 PER CC&R'S: 527 STALLS PARKING PROVIDED: 530 STALLS EXISTING MCDONALDS PARKING REQUIRED BY CITY 8,230 S.F. X 4.511000: 18 STALLS PARKING PROVIDED: 55 STALLS 37 STALLS 32 STALLS TOTAL PARKING REQ'D BY CITY: 619 STALLS TOTAL PARKING REQ'D PER CC&R'S: 646 STALLS TOTAL PROVIDED: 649 STALLS i V I � 80 I ex�erxc ww Eum+o TPAffIG uartsKwAL _ •.• 0 20 40 80 L.--'" wurEcnuaALE Q. �—xv3xrrvax owlrskr��- Q ^_ __ ___ u u ' 9WET Q — VICINITY MAP TUSTIN, co CA #122 NOTES: EXISTING CONDITIONS TO BE FIELD VERIFIED. SITE PLAN APRIL 15, 201 9 2855 EL CAMINO REAL TUSTIN, CA 92782 94-1380-23 APRIL 15, 2019 PROPOSED SITE PLAN DD11-08 Tustin Ranch Costco Fuel Station Addition April 17, 2019 TRIP GENERATION Project 1l: 23472 Page 3 The methodology for the estimated trip generation for the project is outlined in the Costco -Specific Trip Generation Information memorandum (updated December 26, 2018). Table 1 presents the estimated trip generation for the proposed Costco gas addition. The internal capture, pass -by and diverted trip adjustments applied have been approved by City staff. Table 1: Costco Gasoline Peak Hour Trip Generation Characteristics Gasoline Fuel Size WeekdayCostco AM Peak Hour Trips Weekday Station (positions) Total Trip Ends 32 346 615 .(50/50 split) Internal Trips (34% PM) - 209 Total External Trips 346 406 Pass -by Trips (33% AM, 37% PM) 114 150 Diverted Trips (43% AM, 37% PM) 149 150 Total Net New Costco Trips 83 106 Evaluating the trip impact of the proposed Costco Gasoline fuel station must account for the fact that it will replace an existing use on site, the Goodyear tire facility. Table 2 presents the net new trips for the proposed project with existing trip credit for the existing Goodyear service facility applied. When applying the existing trip credit, the net new trips for the proposed project would be 58 trip ends in the a.m. peak hour and 70 trip ends in the p.m. peak hour. This represents on average approximately one additional net new trip into or out of the site each minute during peak periods, as compared to existing conditions. Table 2: Overall New Trip Differential (Utilizing Existing Trip Credit) TotalAM Peak Hour PM Peak Hour Scenario Total Project Trips 83 106 Existing Trip Credit -25 -36 Net New Project Trips 58 70 Trip Distribution and Assignment The traffic volumes figures provided in Appendix 1 show Existing traffic volumes, Project trip assignment, and Existing Plus Project traffic volumes. New Project trips were assigned to the roadway network based on travel patterns determined from the existing turning movements at the site access points. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition Project #: 23472 April 17, 2019 Page 4 For example, the existing outbound volumes at the intersection of Auto Center Drive & EI Camino Real inform the percentage of outbound Project trip turn movements at intersection. The driveway assignment was also traced through the intersection of Tustin Ranch Road & EI Camino Real. Existing traffic volumes were not collected at the right-in/right-out driveway on Tustin Ranch Road as this location was not a study location identified by the City. It was assumed that five percent of inbound and outbound project trips would use that driveway, based on the directional distribution of existing traffic volumes at the surrounding intersections. INTERSECTION LEVEL OF SERVICE ANALYSIS Based on discussion with City staff, the following study locations were evaluated for weekday a.m. and p.m. conditions: • Market Street & Bryan Avenue (Project Driveway) • Tustin Ranch Road & EI Camino Real • Auto Center Drive & El Camino Real (Project Driveway) Level of service (LOS) associated with the project are discussed below. Existing traffic volume data was collected for the weekday a.m. and p.m. peak hours on Wednesday, November 28, 2018. Geometric improvements at Tustin Ranch Road & EI Camino Real would be in place at time of Project opening and have thereby been assumed to be in place in the traffic analyses presented below. In addition, the Project would provide a dedicated westbound right turn lane into the site at Auto Center Drive & EI Camino Real. The study intersections were analyzed using the Intersection Capacity Utilization (ICU) methodology, consistent with City of Tustin standards. Under the ICU methodology, the critical movement and critical movement capacity of an intersection are used to calculate a volume -to -capacity (V/C) ratio. After the V/C ratio is calculated, the ICU methodology assigns a LOS grade (A to F) representing the quality of intersection operations, with LOS F signifying volumes exceeding capacity. LOS grades and corresponding V/C ratios under the ICU methodology are provide in Table 3. The maximum acceptable level of service. for the study intersections is LOS D. Table 3: Intersection Level of Service and ICU Values Level of Service Maximum ICU Value Kittelson & Associates, Inc, Orange, California Tustin Ranch Costco Fuel Station Addition Project #: 23472 April 17, 2019 Page 5 Based on the analysis methodology, the results for the Existing and Existing Plus Project LOS for the study intersections is shown in Table 4. All study intersections operate acceptably at LOS A and B under Existing and Existing Plus Project conditions. Table 4: Existing and Existing Plus Project LOS Note: 1. Planned and funded intersection improvements at this location are assumed under Existing Conditions. INTERSECTION QUEUING ANALYSIS In addition to the LOS analysis presented above, queues were reviewed for the turn lanes at the Project driveways to determine if signal timing adjustments or additional storage would be required. This includes the outbound left and right turn lanes (northbound left and right turn lanes) and inbound left turn lane (westbound left turn lane) at the intersection of Market Street & Bryan Avenue. The analysis was conducted using Synchro traffic analysis software and signal timing data provided by the City. For the intersection of Auto Center Drive & EI Camino Real, outbound left and right turn lanes (southbound left and right turn lanes) and inbound left turn lane (eastbound left turn lane). Table 5 shows the 95th percentile queues for Existing and Existing Plus Project conditions. As shown in the table, the existing northbound left and northbound right queues (queues out of the Project site) exceed available storage at the intersection of Market Street & Bryan Avenue during the existing p.m. peak hour. Both queues are expected to increase with the addition of project trips. As shown in the table, the available storage for the northbound left turn at Market Street & Bryan Avenue is 105 feet and 60 feet for the northbound right turn; this is the distance from the intersection to the intersection of the closest drive aisle. The total storage available along Market Street is approximately 335 feet. Northbound queues during the p.m, peak hour can be reduced by optimizing signal timing. By updating the cycle length to 60 seconds from the current 103.5 seconds and increasing the northbound maximum split from 19 seconds to 23 seconds, the northbound left turn and right turn 95th percentile queues can be decreased to 113 feet and 42 feet, respectively. The queue for the northbound left turn would exceed capacity by 8 feet. Please note that the storage capacity of 105 feet is defined by the location an internal drive aisle intersection, the full storage along Market Street is 335 feet therefore the 113 foot queue can Kittelson & Associates, Inc. Orange, California Peak Existing Existing Plus Project # intersection Control ' • • Increase Market St. & AM 0.29 A 0.36 A 0.07 1 Signal Bryan Ave. PM 0.43 A 0.49 A 0.06 Tustin Ranch Rd. AM 0.68 B 0.69 B 0.01 2 Signal & EI Camino Real l PM 0.60 A 0.60 A 0.00 Auto Center Dr. & AM 0.27 A 0.28 A 0.01 3 Signal EI Camino Real PM 0.47 A 0.47 A 0.00 Note: 1. Planned and funded intersection improvements at this location are assumed under Existing Conditions. INTERSECTION QUEUING ANALYSIS In addition to the LOS analysis presented above, queues were reviewed for the turn lanes at the Project driveways to determine if signal timing adjustments or additional storage would be required. This includes the outbound left and right turn lanes (northbound left and right turn lanes) and inbound left turn lane (westbound left turn lane) at the intersection of Market Street & Bryan Avenue. The analysis was conducted using Synchro traffic analysis software and signal timing data provided by the City. For the intersection of Auto Center Drive & EI Camino Real, outbound left and right turn lanes (southbound left and right turn lanes) and inbound left turn lane (eastbound left turn lane). Table 5 shows the 95th percentile queues for Existing and Existing Plus Project conditions. As shown in the table, the existing northbound left and northbound right queues (queues out of the Project site) exceed available storage at the intersection of Market Street & Bryan Avenue during the existing p.m. peak hour. Both queues are expected to increase with the addition of project trips. As shown in the table, the available storage for the northbound left turn at Market Street & Bryan Avenue is 105 feet and 60 feet for the northbound right turn; this is the distance from the intersection to the intersection of the closest drive aisle. The total storage available along Market Street is approximately 335 feet. Northbound queues during the p.m, peak hour can be reduced by optimizing signal timing. By updating the cycle length to 60 seconds from the current 103.5 seconds and increasing the northbound maximum split from 19 seconds to 23 seconds, the northbound left turn and right turn 95th percentile queues can be decreased to 113 feet and 42 feet, respectively. The queue for the northbound left turn would exceed capacity by 8 feet. Please note that the storage capacity of 105 feet is defined by the location an internal drive aisle intersection, the full storage along Market Street is 335 feet therefore the 113 foot queue can Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition April 17, 2019 Project #: 23472 Page 6 be accommodated with causing significant impacts to on-site circulation. Recommended maximum splits for each movement are as follows: • Northbound left/right: 23 seconds • Eastbound through:. 26 seconds • Westbound through: 37 seconds • Westbound left: 11 seconds All other queuing movement were found to have sufficient storage under both Existing and Existing Plus Project conditions. Table 5: Existing and Existing Plus Project Queuing Results # Intersection Movement Available Storage Peak Hour Existing Existing Plus Project Increase 1 Market St. & Bryan Ave. NBL 105 AM 30 62 32 PM 120 #180 60 NBR 60 AM 19 30 11 PM 62 108 46 WBL 260 AM 44 90 46 PM 100 138 38 3 Auto Center Dr. & EI Camino Real SBL 105 AM 18 33 15 PM 54 65 11 SBR 95 AM 0 12 12 PM 30 31 1 EBL 200 AM 9 19 10 PM 37 52 14 WBR 155 AM - 0 - PM - #134 - # signifies that 95th percentile volume exceeds capacity, queue may be longer. Bold signifies queue that exceeds storage length. FUEL AREA LAYOUT AND STACKING ANALYSIS The proposed fuel station is in the southeastern portion of the parking lot. This location was selected because it is farthest away from the main entry and has sufficient land area to allow for the four dispenser wide by four dispenser deep Southern California gas layout. One other location was previously looked at by Costco which put the gas station on the Goodyear site Costco is purchasing (Preliminary Review Site Plan figure provided in Appendix 1). The site area only allowed for a three dispenser wide by three dispenser deep gas layout. This gas layout is too small for Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition April 17, 2019 Project M, 23472 Page 7 this market. The site also was not large enough to allow for the gas delivery truck to be out of the members stacking and dispensing area. The proposed layout of the fuel station has vehicles entering on the east and exiting to the west. This layout directs traffic further into the site to reduce effects on the EI Camino Real. Flipping the layout would have vehicles entering from the west and exiting to the east which would have vehicles queuing towards the signalized driveway and EI Camino Real. The City of Tustin requested Costco look at another option to keep the location of the gas station at the most southern portion of the site but rotate it 90 degrees. This north -south layout was analyzed in detail (Analyzed Alternative Site Plan figure provided in Appendix 1). This alternative layout of the fuel station has vehicles entering on the north and existing to the south. This alternative layout creates major conflict between the Costco Warehouse receiving truck maneuvering area and the queue area at the fuel station. In addition, the queue length for this alternative is only 82 feet which is below Costco's minimum queue length area of 100 feet. This layout would also have 27 less parking stalls than the proposed fuel station layout. Based on the analysis, this alternative layout was not selected. The proposed fuel addition would provide a total of 32 fueling positions. The queueing area beyond the pumps extending toward the parking area measures approximately 110 feet in depth. Figure 2 illustrates the queue storage area which holds 32 vehicles in queue in addition to the 32 vehicles at the fueling positions. Vehicular queuing data has been collected at other representative Costco Gasoline fueling station sites to provide reliable information related to the anticipated queues for the proposed station. For purposes of this analysis, Costco Gasoline queuing data collected in 2016 and 2017 was gathered from six Costco Gasoline sites each having 22 or more fueling positions. Table 6 summarizes the four comparable locations. Observed queues were reported for maximum, average, and 95th percentile scenarios during both the Weekday PM peak hour and during a Weekend Midday peak. The 95th percentile queue is defined to be the queue length (in vehicles) that has only a 5 -percent probability of being exceeded during the analysis time period. The industry standard methodology for queuing analysis considers the 95th percentile queues. Table 6: Costco Gasoline Stacking Observations Kittelson & Associates, Inc. Orange, California Size Weekday PM Peak Queue Weekend Midday Peak Queue Locat;on Dates Collected (pumps) Min Max Average 95" Min Max Average 95t' Tustin II, CA 7/28/16 & 7/30/16 22 11 35 26 34 14 38 29 35 Rohnert Park, CA 8/18/16 & 8/20/16 24 0 8 3 7 0 22 8 16 Concord, CA 8/25/16 & 8/27/16 24 0 10 3 8 11 32 19 28 NE San Jose, CA 2/9/17 & 2/11/17 24 6 6 1 3 10 31 20 29 Temecula, CA 12/8/2018 & 30 0 24 11 18 5 26 16 22 12/11/2018 Average 25 1 3 1 17 9 1 14 8 1 30 1 18 1 26 Kittelson & Associates, Inc. Orange, California v E 0 a 2 Tustin Ranch Costco Fuel Station Addition —WAREHOUSE) SHALL REQUIREIEMIILOYEES TO PARK IN THESE (36) STALLS � Zo I I I I I I I I I I I I u_ m m m J U Y )MIM co o; 45' W rC14 M '0' M I M 60' 24' II LJ co .1 T-16", 18' -- EXISTING WALL --- - - - ;; EXISTING TRAFFIC -—EXISTINGRIW �- LIGHT SIGNAL _ PROTECT IN PLACE — — — — Q RIGHT TURN ONLY SIGN— STREET <=---_------- CENTERLINE --------------------------- - 95th percentile queue - Maximum observed queues <4`7KIT& ASSOCIA.TFc. Stacking Plan Figure Tustin, California 2 �- 711�®�II��11- [I�/] 91t�C®D�II�Doll��lll� ! , [Iai7 - - Ilt-IC®D�-II®D�7I®�IIC �I�I�l�IIv F ■��l1 ■�r�l tl�ll �!�!1 ! ! - ! !T ! ®7a -S a 24' II LJ co .1 T-16", 18' -- EXISTING WALL --- - - - ;; EXISTING TRAFFIC -—EXISTINGRIW �- LIGHT SIGNAL _ PROTECT IN PLACE — — — — Q RIGHT TURN ONLY SIGN— STREET <=---_------- CENTERLINE --------------------------- - 95th percentile queue - Maximum observed queues <4`7KIT& ASSOCIA.TFc. Stacking Plan Figure Tustin, California 2 Tustin Ranch Costco Fuel Station Addition WAREHOUSE SHALL EQUIRE EM LOYEES TO A IN THESE (6) STALLS M m - M � Cfl � U D 30' Y Cone off acre s as needed - 24' 13 LJ :cam c I :'�_®I a_® IMI Im --------.:.:- -�-- - -- ----------------- - ®� . : c NMI ------ -- 12 _ of 92 -6 - 116 18 -4, 30 1T-16". 18 o i ' U 101 T -- — -- --�--- 1 ------------- ^� ------ ------ ------ cY) I v M ------------ _ -- - - - - -----^ ---- -- - i- o ' 60' Iii, -. �CJo I C7: • ...C�7b, .. Id 3F ® ®� `EXISTING WALL --- -- EXISTING RIW - N rEXISTING TRAFFIC -- w LIGHT SIGNAL PROTECT IN PLACE Q RIGHT TURN ONLY SIGN y,-_-----__--- STREET a CENTERLINE------------------G� ----- ®- 95th percentile queue = Queue Management Plan 1 Figure ®- Maximum observed queues m ®- Additional vehicles that can be accommodated prior to interfering with site circulation. Tustin, California 3 i KITTELSON & ASSOCIATES Tustin Ranch Costco Fuel5tation Addition "TYP I"® ® 13" ® ® 1% Tustin Ranch Costco Fuel Station Addition Project #: 23472 April 17, 2019 Page 8 As shown in Table 6, the highest recorded 95th percentile queue was 35 vehicles observed at the Tustin II Costco Gasoline site during the Weekend Midday peak period while the lowest 95th percentile queue was 16 vehicles and was observed at both the Rohnert Park Costco Gasoline sites. The average 95th percentile queue for all four sites is 26 vehicles. Within the fuel station area, stacking space is provided for 40 vehicles. Therefore, 95th percentile as well as maximum observed queue of 35 vehicles can be accommodated. With the 32 vehicles fueling at the pump, a total of 72 vehicles can be accommodated without interfering with site operations. Please note that recent data collection at the Temecula Costco site which was recently expanded to 30 fueling positions shows a maximum queue of 26 vehicles. Similar to the number of open cash registers at a grocery store, having more fueling positions available to serve members reduces the number of vehicles that have to wait in the queue. The same is anticipated at the Tustin Ranch site which is proposed to have 32 fueling positions. The fuel station would be equipped with a red-light/green-light system to indicate which pump was open and available to the next person in line. This system improves station efficiency and helps shorten lines of waiting members. In addition, CostcoPay would be in place at the fuel station. The CostcoPay system provides members with a key -chain fob that contains membership and secure payment information. Using the fob instead of membership and credit cards reduces time at the.pumps by approximately 35 seconds per transaction. The implementation of both these devices would help reduce time at the pumps which in turn reduces queues. Although not expected, a queue management plan was developed for rare occurrences if the fuel station queues extend beyond the designated queue area. This plan is illustrated in Figure 3 and includes the following measures: • Using cones/delineators limit access to the fuel station from the north entry. This would provide additional queueing space for vehicles in the north -south drive aisle. If queues cannot be managed by the strategy shown in Figure 3, the northbound right turn into the parking aisle adjacent to the fuel station would be closed using bollards or similar retractable device to route members to the next parking aisle to provide more queuing area prior to affecting street operations (shown in Figure 4) Both queue strategies would be implemented when the queue reaches the fuel station exit. In addition, and as requested by the City, a second attendant would also be on-site at the fuel station when queues exceed the fuel station area. It is important to note that the additional demand and resultant queuing shown in Figure 3 and 4 is not anticipated with the fuel station addition and is shown only to illustrate how the management plan would operate under extreme/unusual conditions. Implementation of this plan under such circumstances will effectively minimize the impacts of queued vehicles and limit impacts to parking supply, retain appropriate access and onsite circulation. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition April 17, 2019 PARKING ANALYSIS Project tt: 23472 Page 12 The proposed site for the fuel station is currently Costco Warehouse parking. To offset the parking lost due to construction of the fuel station, additional Costco Warehouse parking will be provided on the existing Goodyear service facility site which would be demolished as part of the Project. With the proposed Project the number of Costco Warehouse parking spaces would decrease from 623 stalls to 606 stalls. However, the parking provided will still exceed the City's minimum parking requirement of 544 spaces. In addition, minimum parking requirements for the shopping center as a whole will be met. Shopping center parking requirements and supply by pad are shown in Table 7. Parking spaces abutting the fuel station would be designated for employees to limit interaction with fuel station operations. Table 7: Proposed Shopping Center Parking Supply .. Costco (proposed) City Parking RequirementSupply 544 606 Kmart 474 530 McDonald's 18 55 Pad B 1 37 32 Pad C 1 37 32 While the City's minimum parking requirements for the shopping center as a whole will be met, there are also opportunities for shared parking. Shared parking means that parking facilities are shared by more than one use, increasing the efficiency of the parking supply. Time -of -day factors for various land uses, published by the Urban Land Institute (ULI), show that utilization peaks at different times of day depending on the use. As shown in Table 8, peak utilization for different uses at the shopping center can take place at different times of the day. Table 8: Weekday and Weekend Peak Parking Utilization Weekday Land Use Hour(s) Hour(s) Shopping Center (Typical) 1:00 P.M. 2:00 p.m.3:00 p.m. Fast Food 12:00 p.m. 12:00 p.m. 1:00 P.M. 1:00 P.M. 10:00 a.m. Medical Office 11:00 a.m. 10:00 a.m. 2:00 p.m. 11:00 a.m. 3:00 p.m. Kittelson & Associates, Inc. Orange, California Tustin Ranch Costco Fuel Station Addition April 17, 2019 FUEL DELIVERY TRUCK SITE CIRCULATION Project #. 23472 Page 13 The City expressed concern on truck circulation turn templates provided as part of Costco -Specific Trip Generation Information memorandum (November 25, 2018). The turn template shown on the figures was run for the largest delivery vehicle used by Costco Wholesale. The largest truck, however, is larger than the fuel delivery trucks, therefore an updated truck turning template figure is provided to better outline the site circulation. As shown in Figure 5, the fuel truck (62.5 feet long) has a smaller turn radius and adequate spacing for maneuverability is provided on-site. As an alternative circulation path, the fuel delivery trucks can be directed to use the Bryan Avenue driveway. SUMMARY OF FINDINGS Based on the analysis provided in this memo, the Project would have the following effect on the topic areas requested for evaluation by the City: • Level of service at study intersections: o' All study intersections were found to operate at LOS B or better during the peak hour periods. • Queuing at project driveways: o Project trips increase the northbound left turn and right turn queues exiting at Market Street & Bryan Avenue during the p.m. peak hour. These queues exceed the available storage length as measured to the first drive aisle but can be accommodated along the Market.Street drive aisle. Queues can be reduced to be accommodated by the available storage through signal timing and increasing the signal timing split available for the northbound approach. o All other access points were found to have sufficient storage to accommodate Existing and Existing Plus Project queues. • Fuel area stacking: o Adequate queueing capacity would be provided for the fuel station and queue management strategies can be implemented in the unlikely event that queues were to exceed available capacity. • Parking analysis: o With the proposed changes to parking supply, City parking requirements will be met. • Fuel delivery truck circulation: o The revised fuel delivery truck turn template shows adequate spacing for maneuverability on-site. Kittelson & Associates, Inc. Orange, California AVE WAR I Lu �. __ _. _.. 4. 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II�I�IUIIIIII Qo u 6 Jllllllll�Illllllllllllllllll -� t (SII I I II by IIII II II�� R K[JA 1 E i'J'Ch�_I I � It � , . 0 20' 40' 80' a Ji _ 'g9 co - —..,- T A e — v #122 USTIN, C ------------------------------------ ------ _ - _ — ----------------------{L 6AMHd02EAL------------------------ ------ --- a 4 2656 IEL AMINO REAL TUSTIN,CA 92782 COSTCO WHOLESALE FUEL DELIVERY ROUTE TUSTIN, CALIFORNIA APRIL 16, 2019 94-1380-23 APRIL 15, 2019 FUEL DELIVERY ROUTE DD 13-08 Appendix 1 Additional Figures Tustin Ranch Costco Fuel Station Addition 2* 9 4-665/840 r 57/114 V1ir 1r J 179/145 — W \ N \ 636/647 a Ln 17/991 LD 00 v cL54/254 N 14 N CNV 4--76/425 1 1 ` 0"171/275 N V1ir 58/38.0 J 179/145 — W 272/103 : u 15/93 J LU N L21/132 Do m *-255/792 ^ 0"113/94 15/93 J 398/483 w Q" 52/20 *Intersection Improvement project underway to provide a northbound right turn lane, a southbound right turn lane, an eastbound right turn lane, a second westbound left turn lane, and a westbound right turn lane, ##/## AM/PM Peak Hour Volumes KKITTELSON & ASSOCIATES .�TiSTITi-'sl`i9�rrfn-- JIIIIIIII I I I I I I I I I I I I I I I I I III I pnn3 4 I I 1�'i I wA p z S- r z U IIIIIIUIIIIII g IIITIIfIfIi11'� EXISTING WEEKDAY PEAK HOUR COUNTS Figure Tustin, California A-1 Tustin Ranch Costco Fuel Station Addition Market St. r46% / 24% --_ -0514%/ 21% 1 --4'` p❑ r---=�---- ---- - -- r -- \ . I; ' I A Tustin Ranch Rd. 2 *TT El& El Camino Real El — �4 - IIIIIIIII11111111111L r8%/ 14%q p ❑ J _ - _ — - - — -- - _ �-- Ir 195 i i iv 7%/ 6%�► N v ❑ 0 �0 - ❑ El ❑ i i ..�.-r f t7 U El El 111 U 111111o i Auto Center Dr. - ----'.-HT1 'L 3& El Camino Real — J I I I I I l M1Ii� IIIIIIIIIIIIIII oo `I III I[I III s 17%/28%r N J, I 1 I I 1 I �' 111,1111lL!LAILLIII"I 1` �' II IIII ISL 12%120% � W c L i II I I I� 1111111 Driveway -------- -------------- ----- -----------------TL1st n Ranch Rd. ------------- --- — -- *.5%/ 5% r 0 *Intersection Improvement project underway to provide a northbound right turn lane, a southbound right turn lane, an eastbound right turn lane, a second westbound left turn lane, and a westbound right turn lane. ##/## AM/PM Inbound Trip Distribution PROJECT TRIP DISTRIBUTION Figure ##/## AM/PM Outbound Trip Distribution Tustin, California A-2 K!KITTFELSON - & ASSOCIATES Tustin Ranch Costco Fuel Station Addition 1 .. 4--0/0 r 13/8 ti ON J a> / F 0 0 y O 4/7 2* . t0/0 00 0 4-2/5 P r5/3 -1 r 0/Oi o 2/2�N O N U'I �'► 0/0 3 Auto Center Dr. & El Camino Real 15/10 n N V 4-0/0 r0/0 r 4/7-0 oNo oNo 0/0- 0/0'% /0-0/01 DrivewayTusti4 I i112 r O N *Intersection improvement project underway to provide a northbound right turn lane, a southbound right turn lane, an eastbound right turn lane, a second westbound left turn lane, and a westbound right turn lane. ##/## AM/PM Peak Hour volumes PROJECT PRIMARY TRIP ASSIGNMENT Figure Tustin, California A-3 KITTELSON �'\ & ASSOCIATES Tustin Ranch Costco Fuel Station Addition 1 .. 4-0/0 � 34/18 ------ _ - _ - rj 0/0 - - ------ ----------------- _� ---- ---_- ---- 10/16El Tust in Ranch Rd. & El Camino Real oo - - ---- - --- - ----- _ - --._ t0/0 — llllll - - - _ - - — Illlllllll 0 0 0 ❑ — ------ coo d 1. vC14/7 -_ i f I i �' —I— ar �+7 ',"•'� // ti r 4 _ �- - _�_ 0/0 O A N a ❑- _ 1... _ '-O �`�}�~�{I l ..�. i ✓ ,.,. rf..3� 4i El El 0/01�� �� ❑ ° - IIIIIIUIIIIII & El Camino Real 'El 00 r z--- ---- -------- - -- 1 JIIIIIIII.IIIIIIIIIIIIIIIIII J "je �I 'il' i _ i 113/21 I I III I III I I I (� I_L o�� �o/o � 11 1 � I III I I I IIIII,L,I�II ..... II d i► ;,I- � I � y,- ;II IIII •�1► ,, I I I I I f l l 9/14 1' o o Y 0/01 11I I I I 0 I I L \ / - a Ft I 1 Lid= a 4 -- -- ------------- _-_-- & Driveway COP--_ IL4/4 r 0 O A *Intersection improvement project underway to provide a northbound right turn lane, a southbound right turn lane, an eastbound right turn lane, a second westbound left turn lane, and a westbound right turn lane. ##/## AM/PM Peak Hour Volumes PROJECT DIVERTED TRIP ASSIGNMENT Figure Tustin, California A-4 KKITTELSON & ASSOCIATES Tustin Ranch Costco Fuel Station Addition 1 4--17/-19 v'17/19 It r 16/15 It 3 0- ti 4_8/24 d ti. 13/14-0 -13/-14- 11 13/-14— I1 4_3/4 t A A - 17Z ---- W� III EITI0 El __7,f - t 0 ". - I, J Ei ❑ - - - I I -o-- -- ` S ❑❑ - - U A� o ❑ ##/## AM/PM Peak Hour Volumes Klr-ii-`6ELSON C` & ASSOCIATES PASS -BY TRIP ADJUSTMENT Tustin, California Figure A-5 Tustin Ranch Costco Fuel Station Addition 1 rket St._ 2* 3 f-648/821 0-121/159 'r L47/187 N A 620/632- 20/632—►47/137 0 0 47/1377 00 3; UD L47/187 00 o 1,54/254 N N f-84/441 � i 190/285 58/38.0 00 Ln T N ul 186/151 — W 272/103 1 Ln N ?= ❑ o ° ❑ ❑ ❑ _ O TrIT i1 I �r J11111111 IIIIII111111IIIIIIL i�IT m [TJI I� v_ x_ -=----------------=c-----------------------=---------------------f1 GAhHW L------------- G --------= ---- - --- *Intersection improvement project underway to provide a northbound right turn lane, a southbound right turn lane, an eastbound right turn lane, a second westbound left turn lane, and a westbound right turn lane. ##/## AM/PM Peak Hour Volumes KITTL .. ON IX & ASSOCIATES EXISTING PLUS PROJECT TRIPS Figure Tustin, California A-6 ^_ L47/187 •-247/761 'V 1113/94 41/128.0 355/469 -+ w 52/201 00 -.1 ?= ❑ o ° ❑ ❑ ❑ _ O TrIT i1 I �r J11111111 IIIIII111111IIIIIIL i�IT m [TJI I� v_ x_ -=----------------=c-----------------------=---------------------f1 GAhHW L------------- G --------= ---- - --- *Intersection improvement project underway to provide a northbound right turn lane, a southbound right turn lane, an eastbound right turn lane, a second westbound left turn lane, and a westbound right turn lane. ##/## AM/PM Peak Hour Volumes KITTL .. ON IX & ASSOCIATES EXISTING PLUS PROJECT TRIPS Figure Tustin, California A-6 BRYAN AVE - PAPAD - PAD � - - S, '41 r, A R- GOUIPAGT P> =,aTty NO. OF STALLS PER 1000 S.F. PROJECT DATA OF BUILDING AREA: 5.27 STALLS VICINITY MAP CLIENT: COSTCO WHOLESALE PARKING DATA: 999 LAKE DRIVE ® 9' WIDE STALLS 91 STALLS ISSAQUAH, WA 98027 ® 10' WIDE STALLS 532 STALLS PROJECT ADDRESS: 2655 EL CAMINO REAL ®,,C HANDICAP STALLS 13 STALLS TUSTIN, CA 92782 TOTAL PARKING 636 STALLS EXISTING SITE AREA: 10 96 ACRES 1477 588 S.F.) TOTAL SITE PARKING 1,317 STALLS GOOD YEAR SITE AREA: 1.00 ACRES (43,949 S.F.) TOTAL SITE AREA: 11.97 ACRES (521,537 S.F.) BOUNDARIES THIS PLAN HAS BEEN INFORMATION: PREPARED BY USING MULVANNY ARCHITECTS SITE PLAN DATED 9/97. BUILDING DATA: BUILDING AREA 115,724 S.F. TIRE CENTER 5,196 S.F. TOTAL BUILDING 120,920 S.F PROPOSED SITE PARKING: ® 10' WIDE STALLS -15 STALLS ®HC HANDICAP STALLS -2 STALLS TOTAL SITE PARKING 1,300 STALLS NOTES: EXISTING CONDITIONS TO BE FIELD VERIFIED. LU mT. z LI.J 0 LU 0u W440' 8'0' TUSTIN, CA #122 2855 EL CAMINO REAL TUSTIN, CA 92782 94-1380-23 FEBRUARY 6, 2018 PRELIMINARY SITE PLAN COSTCO WHOLESALE PRELIMINARY REVIEW SITE PLAN DD11.01 TUSTIN, CALIFORNIA FEBRUARY 6, 2018 " `"`""m""!" . -- - --- '_- -- - El l E7 MCDONALDS ___ --- b 9 ❑1 1 3.830 SF - I = PAD B — - PAD C '] _--- - 8;SF - - - - -- 8,2 230 -- --- - - . --- rtmuomACEse 16 � _�-- --_------�---COSTCO ---- -� 1 -- --� it ❑ - 1 ----------------------- T 51, -- -- D _ - �FT -- - 10 _ - _.- -- - - - -- '�- -� -- I BII- -� NT Dlll-OB SITE PLAN AND ROTATED 90 T _ ... ---- - .��� ❑] �eeEDEGREES LOCATION AS --_- --_ ----- "--_--- - — -_--- -- --- ---- -- '__? * THIS LAYOUT CREATES AMAJOR CONFLICT BETWEEN - - ❑" r°" T - _ — - — — � WAREHOUSE � 7 AREA AN�THE QUEUE ARE AT THETH IS ONLY 81GAS C STCOS --- -- - - - STATION-- - -- - - - - - _r �:--- -- / =..' THE Qi - --- - - ----- - -- -- - --- -- ❑ j 1 GLENGTH WITHIN THE G, MINIMUM QUEUE STATION - -'- - I ' AREA IS 100'-0" 1 p PARK AT �TALLSJN1,000 SF. THERE ISSTACO TO W �cATM �mA�w®-DEFOUTT OFa,.60--PARKGIN STALLS WITH THIS SITEI � Z r, uoPEw D-T _ � ❑ ' ❑ -_ __ __. :;�- . ;---� P-�._-�❑ p.- __. -. - ' J� - -li-- ' A,aorAOF ' __ _--- _ ❑ 1 r. 1 - SLOPE_ _.:�� _ /Z W CD 1— — — -- -- , — — uj I 1 16,d, 0 0 0 0 8 0 0 0 I I REiaurm Ex�srwc I I. I,. _-. I �3 .-.-1 Puwic wArERuxE 3II� III` II4L ._I1_ �N�ILIII�III JIII tfi I I __.-1.i-� 2ff _2a' —40'— Zr 40'— 24' -26 Co. 1 I ,�j o . 12 -.. rs1A.vO - - _ ivae e r 14 I EXISTING +,~ � I WART PARCEL - - -- —_— 105.319 SF A — — ,2 0 i - I'iftH, �..lI I I]l j (I f ti I 1 ! . a �a, ;,, ,,:�. � I � — � `_. ------ -- -'—f-:,—Ee-i --. --- ��f.•-_._--_c- -_----_ --.- -- -_ --_. _-_ r�� _ ~- __ _-EPIRIGOTrEw5C8Gi�w/PIIRLCEY ®W,w-C.�Hvf®sIvUWu I' _En -.m�-c—w�ERrrrmItGlLN TT_PTSelI�UGRNNr1 r — --- -- 0u1 4290u 1' 0 ' 4G' 69I • - r -- ----------_-.-------f- ---------------- EL-UMNaREAL------------- - i— — — _ ----_ _- ——---------------------------------------------------------________ __ — — — — ----- -- 1• s r ISTT1We 1'W8E lEtT1NM y y _ALLY 801 - _ ._ _ _ _ _ _ _ - _ - - IIE➢LW ISVtID - - _ - - _ _ �leyY BGR_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -------------------------------- T____-_______-_ ___ __ ____-_T PROJECT DATA CLIENT: COSTCO WHOLESALE 999 LAKE DRIVE ISSAQUAH WA 98027 PROPOSED GAS: PROPOSED GAS CANOPY 12,684 S.F. PROPOSED CONTROLLER ENCLOSURE 121 S.F. TOTAL ADDITIONAL PARKING SPACES RELATED TO 2016 CALIFORNIA GREEN BUILDING CODE: 56 STALLS PAD B PARKING REQUIRED BY CITY 8,230 S.F. X 4.511000: 37 STALLS PARKING PROVIDED: 32 STALLS VICINITY MAP PROJECT ADDRESS: 2655 EL CAMINO REAL EXISTING COSTCO PARKING: REQ'D SHORT TERM BICYCLE TUSTIN, CA 92782 ® 9 WIDE STALLS 116 STALLS PARKING (5%): 3 BIKES PAD C EXISTING SITE AREA: 10.96 ACRES (477,588 S.F.) ® 10' WIDE STALLS 494 STALLS PROVIDED: 5 BIKES PARKING REQUIRED BY CITY GOOD YEAR SITE AREA: 1.00 ACRES (43,949 S.F.) ®AW HANDICAP STALLS 13 STALLS REQ'D CLEAN AIR VEHICLE PARKING: 6 STALLS 8,271 S.F. X 4.5/1000: 37 STALLS TOTAL SITE AREA: 11.97 ACRES (521,537 S.F.) TOTAL PARKING 623 STALLS PROVIDED: 6 STALLS PARKING PROVIDED: 32 STALLS NO. OF STALLS PER 100 S.F. REQ'D FUTURE ELECTRIC VEHICLE BOUNDARIES THIS PLAN HAS BEEN PREPARED BY OF BUILDING AREA: 5.15 STALLS CHARGING STATIONS: 4 STALLS TOTAL PARKING REQ'D BY CITY: 566 STALLS INFORMATION: USING MULVANNY ARCHITECTS SITE PROPOSED COSTCO PARKING: PROVIDED: 4 STALLS TOTAL PARKING REQ'D PER CC&R'S: 619 STALLS PLAN DATED 9197. ® T WIDE STALLS 434 STALLS TOTAL PROVIDED: 649 STALLS ZONING: PC COMMERCIAL - E. TUSTIN OVERLAY ® 9' WIDE LOW EMISSION/ SHOPPING CENTER PARKING DATA VAN POOL/ ELECTRICAL EXISTING KMART EXISTING BUILDING DATA: VEHICLE PARKING 6 STALLS PARKINGREQUIRED BY CITY EXISTING BUILDING AREA 115 724 S.F. ® 10' WIDE STALLS 126 STALLS 105,319S . F.X 4.511000: 474 STALLS EXISTING TIRE CENTER 5,196 S.F. HANDICAP STALLS 13 STALLS 105,319 S.F. X 5.011000 PER CC&R'S: 527 STALLS EXISTING TOTAL BUILDING 120,920 S.F. TOTAL PARKING 579 STALLS PARKING PROVIDED: 530 STALLS NOTES: REQ'D PARKING PER CITY: 4.511000 545 STALLS EXISTING CONDITIONS TO BE FIELD VERIFIED. GOODYEAR TIRE CENTER - DEMO 9,136 S.F. REQ'D PARKING PER CC&R'S: 605 STALLS EXISTING MCDONALDS PARING REQUIRED BY 8,230 S.F. CITY 55 SSTALLS TALLS ANALYZED ALTERNATIVE SITE PLAN COSTCO WHOLESALE PAR TUSTIN, CALIFORNIA MARCH 15, 2019 TUSTIN, CA #122 2655 EL CAMINO REAL TUSTIN, CA 92762 94-1380-23 MARCH 15, 2019 PROPOSED SITE PLAN DD11-10 Appendix 2 Traffic Counts Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Market St -- Bryan Ave QC JOB #: 14853916 CITY/STATE: Orange, CA DATE: Wed, Nov 28 2018 0 a 0 0 r 0 0 Peak -Hour: 8:00 AM -- 9:00 AM Peak 15 -Min: 8:45 AM — 9:00 AM 0 0 a 0 0 0 J ♦ �. J ♦ �. 697 f 0 f L 0 t 722 1.3 • 0 J IL 0 t L2 636 • 0.93 f 665 1.7 1.4 653 y 17 7 : 57 • 664 i 0 7 i 0 �► 1.8 a:1.7 32 0 28 o Quality Counts74 � 0 0 3.6 o DATA THAT DRIVES COMMUNITIES 13 ice{ o j t a 0 � 'j � L 3 ► �\ � 1 " o 7 r o 0 0 0 NA t J NA I � • NA NA 1 � � NA • • NA I 4r NA 5 -Min Count Period Market St (Northbound) Market St (Southbound) Bryan Ave (Eastbound) Bryan Ave (Westbound)Total Hourly Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Totals 7:00 AM 3 0 1 0 0 0 0 0 0 15 2 0 3 17 0 0 41 7:05 AM 4 0 1 0 0 0 0 0 0 20 0 0 3 23 0 0 Sl 7:10 AM 1 0 0 0 0 0 0 0 0 25 0 0 5 25 0 0 56 7:15 AM 3 0 0 0 0 0 0 0 0 26 0 0 1 27 0 0 57 7:20 AM 3 0 0 0 0 0 0 0 0 39 0 0 4 23 0 0 69 7:25 AM 3 0 1 0 0 0 0 0 0 27 0 0 6 42 0 0 79 7:30 AM 2 0 2 0 0 0 0 0 0 37 1 0 4 32 0 0 78 7:35 AM 2 0 0 0 0 0 0 0 0 31 1 0 2 36 0 0 72 7:40 AM 0 0 2 0 0 0 0 0 0 44 1 0 1 38 0 0 86 7:45 AM 2 0 2 0 0 0 0 0 0 35 2 0 6 37 0 0 84 7:50 AM 1 0 0 0 0 0 0 0 0 38 1 0 3 41 0 0 84 7:55 AM 0 0 0 0 0 0 0 0 0 42 1 0 3 52 0 0 98 855 8:00 AM 4 0 2 0 0 0 0 0 0 52 2 0 4 43 0 0 107 921 8:05 AM 1 0 1 0 0 0 0 0 0 44 1 0 8 58 0 0 113 983 8:10 AM 5 0 1 0 0 0 0 0 0 49 0 0 4 42 0 0 101 1028 8:15 AM 1 0 5 0 0 0 0 0 0 53 2 0 5 57 0 0 123 1094 8:20 AM 3 0 3 0 0 0 0 0 0 45 1 0 4 59 0 0 115 1140 8:25 AM 2 0 3 0 0 0 0 0 0 47 2 0 5 73 0 0 132 1193 8:30 AM 4 0 4 0 0 0 0 0 0 49 1 0 3 57 0 0 118 1233 8:35 AM 1 0 1 0 0 0 0 0 0 58 0 0 6 67 0 0 133 1294 8:40 AM 1 1 0 1 0 0 0 0 0 0 56 2 0 4 45 0 0 109 1317 8:45 AM 2 0 1 0 0 0 0 0 0 65 2 0 3 61 0 0 134 1367 8:50 AM 3 0 2 0 0 0 0 0 0 63 2 0 7 49 0 0 126 1409 8:55 AM 5 0 4 0 0 0 0 0 0 55 2 0 4 54 0 0 124 1435 Peak 15 -Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Total All Vehicles 40 0 28 0 0 0 0 0 0 732 24 0 56 656 0 0 1536 Heavy Trucks 0 0 4 0 0 0 0 20 0 0 16 0 40 Pedestrians 4 0 0 0 4 Bicycles 0 0 0 0 0 0 0 3 0 0 0 0 3 Railroad Stopped Buses Comments: Report generated on 1/9/2019 12:34 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Market St -- Bryan Ave Report QC JOB #: 14853917 CITY/STATE: Orange, CA DATE: Wed, Nov 28 2018 a jt 0 o 0 0 Peak -Hour: 4:35 PM — 5:35 PM Peak 15 -Min: 4:45 PM — 5:00 PM o o j 0 0 0 990 4. 0 J t 0 t 954 0.9 4. 0 'L 0 • 0.9 647 + 0.93 t 841 _ 0.3 ♦ t 1.1 746 • 99 7 r 113 • BOS ' ♦ 0 7 r 0 • 0.2 a:0.3 149 0 158 Quality Counts 0 0 0 212 307 DATA THAT DRIVES COMMUNITIES o 0 L J j �• o J t 0 r 0 0 0 0 i NA N. « J NA ♦ t f 4r NA Z� A L 1 i NA y • • NA ► -4 r + l r r NA 5 -Min Count Period Market St (Northbound) Market St (Southbound) Bryan Ave (Eastbound) Bryan Ave (Westbound) Total Hourly Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 11 0 16 0 0 0 0 0 0 35 7 0 8 66 0 0 143 4:05 PM 7 0 16 0 0 0 0 0 0 45 5 0 14 64 0 0 151 4:10 PM 13 0 12 0 0 0 0 0 0 34 12 0 9 64 0 0 144 4:15 PM 18 0 19 0 0 0 0 0 0 46 3 0 6 71 0 0 163 4:20 PM 8 0 6 0 0 0 0 0 0 55 4 0 11 71 0 0 155 4:25 PM 14 0 13 0 0 0 0 0 0 48 10 0 10 80 0 0 175 4:30 PM 16 0 7 0 0 0 0 0 0 46 13 0 5 63 0 0 150 4:35 PM 14 0 15 0 0 0 0 0 0 40 11 0 11 72 0 0 163 4:40 PM 11 0 11 0 0 0 0 0 0 56 8 0 13 62 0 0 161 4:45 PM 14 0 16 0 0 0 0 0 0 57 17 0 8 81 0 0 193 4:50 PM 15 0 13 0 0 0 0 0 0 54 4 0 13 78 0 0 177 4:55 PM 10 0 11 0 0 0 0 0 0 51 10 0 8 83 0 0 173 1948 5:00 PM 16 0 9 0 0 0 0 0 0 49 9 0 6 64 0 0 153 1958 5:05 PM 15 0 8 0 0 0 0 0 0 61 12 0 5 57 0 0 158 1965 5:10 PM it 0 11 0 0 0 0 0 0 64 6 0 8 59 0 0 159 1980 5:15 PM 11 0 12 0 0 0 0 0 0 57 4 0 10 56 0 0 150 1967 5:20 PM 11 0 20 0 0 0 0 0 0 49 5 0 11 87 0 1 184 1996 5:25 PM 9 0 17 0 0 0 0 0 0 51 8 0 10 82 0 0 177 1998 5:30 PM 12 0 15 0 0 0 0 0 0 58 5 0 10 59 0 0 159 2007 5:35 PM 9 0 13 0 0 0 0 0 0 67 5 0 3 63 0 0 160 2004 5:40 PM 11 0 14 0 0 0 0 0 0 48 9 0 12 69 0 0 163 2006 5:45 PM 5 0 7 0 0 0 0 0 0 54 3 0 7 57 0 0 133 1946 5:50 PM 10 0 13 0 0 0 0 0 0 48 8 0 6 80 0 0 165 1934 5:55 PM 1 10 0 16 0 0 0 0 0 0 56 4 0 7 68 0 1 162 1 1923 Peak 15 -Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 156 0 160 0 0 0 0 0 0 648 124 0 116 968 0 0 2172 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 12 0 12 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 1 0 1 Railroad Stopped Buses omments: Comments.- Report generated on 1/9/2019 12:34 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Tustin Ranch Rd -- EI Camino Real Report QC JOB #: 14853901 CITY/STATE: Tustin, CA DATE: Wed, Nov 28 2018 2248 a 242104 681 ♦ 120 Peak -Hour: 7:55 AM -- 8:55 AM Peak 15 -Min: 8:35 AM — 8:50 AM 0.8 3.4 4.2 0.7 2s a* L J i J i V 187 * 58 j t 54 f 301 1.6 f 0 j t 7A F 5 179 y 096 • 76 2.2 • ♦ 0 509 ♦ 272 l i 171 y 447 1.4 y 1.1 7 6.4 * 3.1 87 569 148 Quality Counts 2.3 3.3 4.7 2547 804 DATA THAT DRIVES COMMUNITIES 1.1 3.5 I zy e ; ° 0 -4 o ♦ r 0 2 0 � NA J • � • 1 NA • � t � • NA' r t J J a � J i t NA • .. • NA r r 5 -Min Count Tustin Ranch Rd Tustin Ranch Rd EI Camino Real EI Camino Real Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Total Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 2 21 10 0 8 105 0 1 2 10 12 0 8 2 4 0 185 7:05 AM 2 26 8 0 3 90 1 0 1 3 11 0 15 4 4 0 168 7:10 AM 6 32 7 0 5 108 0 0 3 9 16 0 10 5 2 0 203 7:15 AM 2 36 8 0 4 116 1 0 2 10 13 0 14 1 3 0 210 7:20 AM 4 42 7 0 6 152 0 0 2 3 22 0 10 2 6 0 256 7:25 AM 3 30 5 1 8 163 2 1 3 3 19 0 15 2 1 0 256 7:30 AM 5 42 17 0 5 150 1 0 4 12 28 0 15 5 2 0 286 7:35 AM 6 39 6 0 5 134 2 0 7 5 33 0 17 5 2 0 261 7:40 AM 5 46 15 0 6 199 1 0 5 16 30 0 13 8 1 0 345 7:45 AM 6 64 12 0 4 197 2 0 5 7 21 0 14 4 1 0 337 7:50 AM 5 47 4 0 9 152 1 0 1 11 31 0 11 9 7 0 288 7:55 AM 4 52 15 1 5 152 1 0 4 10 15 0 16 4 7 0 286 3081 8:00 AM 9 50 14 0 8 173 2 0 5 4 16 0 8 5 3 0 297 3193 8:05 AM 2 63 13 1 13 147 5 0 7 19 28 0 18 8 2 0 326 3351 8:10 AM 2 60 16 0 8 185 2 0 3 11 20 0 8 12 3 0 330 3478 8:15 AM 6 50 10 0 7 196 2 0 5 13 17 0 13 8 7 0 334 3602 8:20 AM 7 46 9 0 7 163 0 0 3 13 21 0 26 7 5 0 307 3653 8:25 AM 8 47 12 0 13 213 3 0 2 14 24 0 14 2 2 0 354 3751 8:30 AM 7 32 10 0 10 160 1 0 5 20 25 0 11 5 4 0 290 3755 8:35 AM 19 47 5 0 9 181 1 2 4 19 22 0 10 10 3 0 332 3826 8:40 AM 12 43 13 0 9 204 4 1 7 14 24 0 16 3 4 0 354 3835 8:45 AM 8 40 15 0 14 180 2 0 9 17 32 0 16 7 6 0 346 3844 8:50 AM 3 37 16 0 17 146 1 1 4 25 28 0 15 5 8 0 306 3862 8:55 AM 5 58 25 0 9 134 5 0 1 12 14 0 7 9 6 0 285 1 3861 Peak 15 -Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 156 520 132 0 128 2272 28 12 80 200 312 0 168 80 52 0 4140 Heavy Trucks 4 4 8 4 20 0 0 12 4 24 0 8 88 Pedestrians 0 4 4 0 8 Bicycles 0 2 0 0 2 0 1 0 0 0 1 0 6 Railroad Stopped Buses omments. Comments.- Report generated on 1/9/2019 12:34 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determinine peak hour: Total FntPrinn Vrih imp LOCATION: Tustin Ranch Rd -- EI Camino Real QC JOB #: 14853902 CITY/STATE: Tustin, CA DATE: Wed, Nov 28 2018 742 a 48 2195 ♦ hoz 92 Peak -Hour: 5:00 PM -- 6:00 PM Peak 15 -Min: 5:40 PM — 5:55 PM 0.9 0.3 a 0 1.2 0 J ♦ �. .� a V 738 F 38 j t 254 f 954 0.3 F 0 j L 0 * 0.5 145 y 0.97 F 425 0.7 0.2 286 • 103 7 C 275 ♦ 574 y 0 1 C 1.5 ♦ 0.3 � 265 f i903 337 a:0.3 0.4 0.3 0.3 ` 990 Quality Counts zsos DATA THAT DRIVES COMMUNlrIES 1.1 0.3 41111111111110�I 0 0 1#1 '1 � 0 t 0 0 I 2 + 1 Y 0 • * 2 0-4 f0 0 0 0 1 NA NA ♦ ♦ NA r r NA NA • . ■ ♦ NA NA � NA 5 -Min Count Period Tustin Ranch Rd (Northbound) Tustin Ranch Rd (Southbound) EI Camino Real (Eastbound) EI Camino Real (Westbound) Total Hourly Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Totals 4:00 PM 7 85 21 0 3 42 2 1 6 22 8 0 23 33 15 0 268 4:05 PM 12 120 17 0 8 73 2 0 6 9 7 0 21 19 17 0 311 4:10 PM 13 121 23 0 8 61 3 0 0 3 16 0 27 44 29 0 348 4:15 PM 13 101 22 3 3 45 2 0 5 17 9 0 33 47 23 0 323 4:20 PM 19 134 25 1 8 51 2 0 3 8 6 0 15 37 23 0 332 4:25 PM 22 116 31 0 9 53 7 1 1 14 10 0 26 40 17 0 347 4:30 PM 16 123 40 0 9 35 4 0 2 11 13 0 17 33 15 0 318 4:35 PM 25 161 20 0 7 64 5 0 4 10 8 0 21 17 7 0 349 4:40 PM 25 127 28 0 15 49 2 0 5 18 9 0 20 51 21 0 370 4:45 PM 12 121 33 1 7 53 1 0 3 22 7 0 20 37 20 0 337 4:50 PM 20 115 23 0 10 53 1 0 2 10 6 0 23 31 24 0 318 4:55 PM 19 136 29 1 5 62 5 0 0 6 6 0 28 38 21 0 356 3977 5:00 PM 34 175 15 0 6 58 5 0 1 8 6 0 24 32 27 0 391 4100 5:05 PM 18 143 27 1 9 43 4 1 3 15 19 0 15 43 22 0 363 4152 5:10 PM 20 122 30 0 14 53 1 2 2 6 10 0 39 44 27 0 370 4174 5:15 PM 18 165 25 4 8 69 4 0 6 14 6 0 35 39 26 0 419 4270 5:20 PM 10 140 27 0 10 40 8 0 4 9 13 0 20 31 25 0 337 4275 5:25 PM 25 157 30 1 12 63 5 0 0 10 6 0 21 24 14 0 368 4296 5:30 PM 17 141 22 2 11 34 3 1 5 19 10 0 21 45 20 0 351 4329 5:35 PM 14 157 28 0 8 41 4 0 1 10 11 0 33 31 21 0 359 4339 5:40 PM 21 190 32 0 2 63 1 0 1 14 6 0 12 28 15 0 385 4354 5:45 PM 26 142 27 0 4 36 5 0 5 12 6 0 23 38 21 0 345 4362 5:50 PM 35 188 36 0 5 71 4 0 3 8 5 0 17 31 20 0 423 4467 5:55 PM 27 173 38 2 3 27 4 0 7 20 5 0 15 39 16 0 376 4487 Peak 15 -Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Total All Vehicles 328 2080 380 0 44 680 40 0 36 136 68 0 208 388 224 0 4612 Heavy Trucks 0 12 0 0 8 0 0 0 0 0 0 0 20 Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: neport generates on lty/zuly lz: µ i ivi SUURCL: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 TVpe of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Costco Dwy/Auto Center Dr EI Camino Real QC JOB #: 14853904 CITY/STATE: Tustin, CA DATE: Wed, Nov 28 2018 59 34 45 7 18 Peak -Hour: 8:00 AM -- 9:00 AM Peak 15 -Min: 8:45 AM — 9:00 AM 5.1 5.9 o 8.9 5.6 *L 304 F 15 1 t 21 4- 389 4.3 ♦ 13.3 J t- 4.8 M 3.3 398 y 0.83 « 255 3.5 ♦ 3.5 465 52 l C 113 479 3.7 y 1.9 l C 2.7 ♦ 3.8 � + r � '+ f 13.3 11.1 r 4.8 15 7 • 9 63 Quality Counts + 172 87 DATA THAT DRIVES COMMUNME5 2.3 6.9 1� -1 J + .• L o j IL 0 a l 0 C 0 0 1 4F NA NA ♦ NA • f • NA --ii 1 j r L t NA • -■ ♦ NA r + i c _ ^ r ~ * r- A + A • [- 5 -Min Count Period Costco Dwy/Auto Center Dr (Northbound) Costco Dwy/Auto Center Dr (Southbound) EI Camino Real (Eastbound) EI Camino Real (Westbound) Total Hourly Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 1 0 1 1 2 0 1 24 3 0 4 14 1 0 52 7:05 AM 0 0 1 0 2 0 1 0 0 14 1 0 7 19 1 0 46 7:10 AM 1 1 2 0 3 1 2 0 0 20 1 0 7 16 0 0 54 7:15 AM 0 0 1 0 0 0 2 0 0 18 1 0 3 15 2 0 42 7:20 AM 1 0 1 0 0 1 2 0 0 15 4 0 2 18 0 0 44 7:25 AM 0 0 0 0 3 1 1 0 0 14 2 0 5 17 0 0 43 7:30 AM 0 1 0 0 1 0 4 0 2 22 5 0 8 19 4 0 66 7:35 AM 0 0 5 0 0 0 5 0 0 14 4 0 11 20 0 0 59 7:40 AM 0 0 0 0 1 2 2 0 2 31 3 0 7 19 3 0 70 7:45 AM 0 0 5 0 1 0 1 0 1 22 2 0 12 20 2 0 66 7:50 AM 1 0 1 0 1 0 3 0 0 18 7 0 9 22 0 0 62 7:55 AM 1 0 4 0 2 2 1 0 2 25 2 0 10 21 2 0 72 676 8:00 AM 1 0 3 0 1 1 1 0 1 22 5 0 11 21 2 0 69 693 8:05 AM 0 0 3 0 0 1 2 0 2 38 3 0 7 20 0 0 76 723 8:10 AM 1 2 8 0 0 0 5 0 3 28 2 0 3 19 0 0 71 740 8:15 AM 2 0 4 0 0 1 5 0 1 23 4 0 9 26 3 0 78 776 8:20 AM 2 1 7 0 0 1 3 0 0 31 4 0 6 27 2 0 84 816 8:25 AM 1 0 4 0 5 2 3 0 3 32 4 0 13 17 0 0 84 857 8:30 AM 0 1 5 0 1 0 4 0 0 36 4 0 it 12 4 0 78 869 8:35 AM 0 1 6 0 3 0 0 0 0 24 5 0 16 28 0 0 83 893 8:40 AM 2 0 4 0 0 0 3 0 0 31 7 0 10 18 1 0 76 1 899 8:45 AM 2 0 5 0 3 1 2 0 1 37 6 0 5 26 3 0 91 924 8:50 AM 2 0 10 0 2 0 5 0 1 48 5 0 9 15 2 0 99 961 8:55 AM 2 4 4 0 3 0 1 0 3 48 3 0 13 26 4 0 111 1000 Peak 15 -Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 24 16 76 0 32 4 32 0 20 532 56 0 108 268 36 0 1204 Heavy Trucks 4 4 4 0 0 8 0 28 4 4 8 0 64 Pedestrians 4 0 4 0 8 Bicycles 0 0 0 0 0 0 0 1 0 0 0 0 1 Railroad Stopped Buses Comments: Report generated on 1/9/2019 12:34 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-6//-Sz5U-LG11 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Costco Dwy/Auto Center Dr EI Camino Real QC JOB #: 14853905 CITY/STATE: Tustin, CA DATE: Wed, Nov 28 2018 221 a 132 240 ♦ 6 83 Peak -Hour: 4:25 PM -- Peak 15 -Min: 5:10 PM 5:25 PM — 5:25 PM0.a 0.5 0 a 0 0 J + 1. .! ♦ 1. 967 f 93 J t 132 4- 1018 0.8 4. 0 J t 0 t 0.6 483 • 0.95 792 0.2 ♦ f 0.6 596 20 7 C 94 • 737 0.2 y 0 1 1.1 ♦ 0.7 43 15 171 I QuaLil} y Counts 4.7 0 2.3 120 2�9 DATA THAT DRNE5 COMMUNMES 8 26 L I� yR� I IN I i �• o ,/r` 4L o -4 i 0 0 0 0 -1 4 r' NA f J NA « t NA T, * ' ! IL NA �► • • t NA -1- • • "F- NA NA 5 -Min Count Costco Dwy/Auto Center Dr Costco Dwy/Auto Center Dr EI Camino Real EI Camino Real Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Total Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 2 16 0 6 0 15 0 9 38 2 0 8 43 7 0 146 4:05 PM 5 2 6 0 7 1 13 0 7 21 1 0 13 64 13 0 153 4:10 PM 3 4 13 0 7 1 16 0 6 30 0 0 5 79 6 0 170 4:15 PM 4 2 18 0 6 1 10 0 8 37 1 0 9 67 9 0 172 4:20 PM 3 3 11 0 11 1 9 0 8 26 0 0 15 66 16 0 169 4:25 PM 0 0 17 0 6 3 8 0 9 37 1 0 7 59 10 0 157 4:30 PM 4 2 14 0 6 0 8 0 6 60 3 0 9 61 11 0 184 4:35 PM 4 1 5 0 7 0 13 0 7 30 3 0 12 50 11 0 143 4:40 PM 7 6 19 0 9 0 11 0 6 51 2 0 7 65 8 0 191 4:45 PM 3 1 10 0 5 0 6 0 11 55 0 0 8 52 17 0 168 4:50 PM 3 0 16 0 6 2 10 0 8 32 2 0 9 61 11 0 160 4:55 PM 7 0 8 0 3 1 10 0 5 31 2 0 7 84 19 0 177 1990 5:00 PM 2 1 20 0 4 0 18 0 8 28 3 0 5 66 13 0 168 2012 5:05 PM 7 0 22 0 11 0 5 0 6 34 1 0 9 74 5 0 174 2033 5:10 PM 2 1 8 0 8 0 20 0 12 45 0 0 7 82 10 0 195 2058 5:15 PM 3 0 15 0 8 0 11 0 9 35 1 0 5 73 9 0 169 2055 5:20 PM 1 3 17 0 10 0 12 0 6 45 2 0 9 65 8 0 178 2064 5:25 PM 1 0 12 0 13 1 13 0 10 42 0 0 5 46 10 0 153 2060 5:30 PM 1 1 14 0 6 0 12 0 9 42 0 0 7 68 13 0 173 2049 5:35 PM 1 0 15 0 11 0 19 0 9 36 1 0 4 53 8 0 157 2063 5:40 PM 4 3 10 0 8 2 6 0 10 40 0 0 8 67 7 0 165 2037 5:45 PM 2 4 16 0 3 1 13 0 10 34 0 0 3 62 9 0 157 2026 5:50 PM 0 1 13 0 2 1 13 0 5 40 1 0 3 50 12 0 141 2007 5:55 PM 1 0 1 19 0 6 0 6 0 11 50 1 0 7 58 8 0 167 1 1997 Peak 15 -Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 24 16 160 0 104 0 172 0 108 500 12 0 84 880 108 0 2168 Heavy Trucks 4 0 0 0 0 0 0 0 0 4 8 0 16 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Report generated on 1/9/2019 12:34 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Appendix 3 ICU Worksheets Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 1. MARKET ST. & BRYAN AVE. Description: EXISTING CONDITIONS Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N-S(1): 0.00 TH 0.00 0 0 0.00 * N-S(2): 0.02 LT 0.00 0 0 0.00 E-W(1): E-W(2): 0.22 0.20 Westbound RT 0.00 0 0 0.00 TH 2.00 665 3,400 0.20 LT 1.00 57 1,700 0.03 * V/C: Lost Time: 0.24 0.05 Northbound RT 1.00 28 1,700 0.00 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 32 1,700 0.02 * ICU: 0.29 Eastbound RT 0.00 17 0 0.00 TH 2.00 636 3,400 0.19 * LT 0.00 0 0 0.00 LOS: A Date/Time: PM PEAK HOUR (4:35-5:35) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N-S(1): 0.04 TH 0.00 0 0 0.00 * N-S(2): 0.09 LT 0.00 0 0 0.00 E-W(1): E-W(2): 0.29 0.25 Westbound RT 0.00 0 0 0.00 TH 2.00 840 3,400 0.25 LT 1.00 114 1,700 0.07 * V/C: Lost Time: 0.38 0.05 Northbound RT 1.00 158 1,700 0.04 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 149 1,700 0.09 * ICU: 0.43 Eastbound RT 0.00 99 0 0.00 TH 2.00 647 3,400 0.22 * LT 0.00 0 0 0.00 LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 2. TUSTIN RANCH RD. & EL CAMINO REAL Description: EXISTING CONDITIONS Date/Time: AM PEAK HOUR (7:55-8:55) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 24 1,700 0.00 N -S(1): 0.15 TH 3.00 2,100 5,100 0.41 * N -S(2): 0.44 LT 2.00 124 3,400 0.04 E -W(1): E -W(2): 0.19 0.05 Westbound RT 1.00 54 1,700 0.00 TH 2.00 76 3,400 0.02 LT 2.00 171 3,400 0.05 * V/C: Lost Time: 0.63 0.05 Northbound RT 1.00 148 1,700 0.05 TH 3.00 567 5,100 0.11 ITS: 0.00 LT 2.00 89 3,400 0.03 * ICU: 0.68 Eastbound RT 1.00 272 1,700 0.14 * TH 2.00 179 3,400 0.05 LT 1.00 58 1,700 0.03 LOS: B Date/Time: PM PEAK HOUR (5:00-6:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 48 1,700 0.01 N -S(1): 0.40 TH 3.00 598 5,100 0.12 N -S(2): 0.20 LT , 2.00 96 3,400 0.03 * E -W(1): E -W(2): 0.12 0.15 Westbound RT 1.00 254 1,700 0.13 TH 2.00 425 3,400 0.13 * LT 2.00 275 3,400 0.08 V/C: Lost Time: 0.55 . 0.05 Northbound RT 1:00 337 1,700 0.14 TH 3.00 1,893 5,100 0.37 * ITS: 0.00 LT 2.00 275 3,400 0.08 ICU: 0.60 Eastbound RT 1.00 103 1,700 0.00 TH 2.00 145 3,400 0.04 LT 1.00 38 1,700 0.02 * LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 3. AUTO CENTER DR. & EL CAMINO REAL Description: EXISTING CONDITIONS Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 34 1,700 0.01 N -S(1): 0.02 TH 0.56 7 952 0.01 N -S(2): 0.00 LT 1.44 18 2,448 0.01 * E -W(1): E -W(2): 0.20 0.09 Westbound RT 0.00 21 0 0.00 TH 2.00 255 3,400 0.08 LT 1.00 113 1,700 0.07 * V/C: Lost Time: 0.22 0.05 Northbound RT 1.00 63 1,700 0.00 TH 1.00 9 1,700 0.01 ITS:. 0.00 LT 1.00 15 1,700 0.01 * ICU: 0.27 Eastbound RT 0.00 .52 0 0.00 TH 2.00 398 3,400 0.13 * LT 1.00 15 1,700 0.01 LOS: A Date/Time: PM PEAK HOUR (4:25-5:25) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 132 1,700 0.04 * N -S(1): 0.10 TH 0.13 6 229 0.03 N -S(2): 0.00 LT 1.87 83 3,171 0.03 E -W(1): E -W(2): 0.21 0.32 Westbound RT 0.00 132 0 0.00 TH 2.00 792 3,400 0.27 LT 1.00 94 1,700 0.06 V/C: Lost Time: 0.42 0.05 Northbound RT 1.00 171 1,700 0.06 * TH 1.00 15 1,700 0.01 ITS: 0.00 LT 1.00 43 1,700 0.03 ICU: 0.47 Eastbound RT 0.00 20 0 0.00 TH 2.00 483 3,400 0.15 LT 1.00 93 1,700 0,05 * LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 1. MARKET ST. & BRYAN AVE. Description: EXISTING PLUS PROJECT Datefrime: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0:00 0 0 0.00 N -S(1): 0.00 TH 0,00 0 0 0.00 * N -S(2): 0.04 LT 0.0.0 0 0 0.00 E -W(1): E -W(2): 0.27 0.22 Westbound RT 0.00 0 0 0.00 TH 2.00 648 3,400 0.19 LT 1.00 121 1,700 0.07 * V/C: Lost Time: 0.31 0.05 Northbound RT 1.00 64 1,700 0.00 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 72 1,700 0.04 * ICU: 0.36 Eastbound RT 0.00 0 0 0.00 TH 2.00 620 3,400 0.20 * LT 0.00 47 1,700 0.03 LOS: A Datefrime: PM PEAK HOUR (4:35-5:35) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 0.00 0 0 0.00 N -S(1): 0.05 TH 0.00 0 0 0.00 * N -S(2): 0.12 LT 0.00 0 0 0.00 E -W(1): E -W(2): 0.32 0.24 Westbound RT 0.00 0 0 0.00 TH 2.00 821 3,400 0.24 LT 1.00 159 1,700 0.09 * V/C: Lost Time: 0.44 0.05 Northbound RT 1.00 207 1,700 0.05 TH 0.00 0 0 0.00 ITS: 0.00 LT 1.00 201 1,700 0.12 ICU: 0.49 Eastbound RT 0.00 137 0 0.00 TH 2.00 632 3,400 0.23 LT 0.00 0 0 0.00 LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 2. TUSTIN RANCH RD. & EL CAMINO REAL Description: EXISTING PLUS PROJECT Date/Time: AM PEAK HOUR (7:55-8:55) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 24 1,700 0.00 N -S(1): 0.15 TH 3.00 2,100 5,100 0.41 * N -S(2): 0.44 LT 2.00 124 3,400 0.04 E -W(1): E -W(2): 0.20 0.05 Westbound RT 1.00 54 1,700 0.00 TH . 2.00 84 3,400. 0.02 LT 2.00 190 3,400 0.06 * V/C: Lost Time: 0.64 0.05 Northbound RT 1.00 154 1,700 0.05 TH 3.00 572 5,100 0.11. ITS: 0.00 LT 2.00 89 3,400 0.03 * ICU: 0.69 Eastbound RT 1.00 272 1,700 0.14 * TH 2.00 186 3,400 0.05 LT 1.00 58 1,700 0.03 LOS: B Date/Time: PM PEAK HOUR (5:001-6:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 48 1,700 0.01 N -S(1): 0.40 TH 3.00 598 5,100 0.12 N -S(2): 0.20 LT 2.00 96 3,400 0.03 * E -W(1): E -W(2): 0.12 0.15 Westbound RT 1.00 254 1,700 0.13 TH 2.00 441 3,400 0.13 LT 2.00 285 3,400 0.08 V/C: Lost Time: 0.55 0.05 Northbound RT 1.00 352 1,700 0.14 TH 3.00 11899 5,100 0.37 * ITS: 0.00 LT 2.00 275 3,400 0.08 ICU: 0.60 Eastbound RT 1.00 103 1,700 0.00 TH 2.00 151 3,400 0.04 LT 1.00 38 1,700 0.02 * LOS: A * - Denotes critical movement Project Title: TUSTIN RANCH COSTCO FUEL STATION ADDITION Intersection: 3. AUTO CENTER DR. & EL CAMINO REAL Description: EXISTING PLUS PROJECT Date/Time: AM PEAK HOUR (8:00-9:00) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 72 1,700 0.02 N-S(1): 0.03 TH 0.42 13 713 0.02 N-S(2): 0.00 LT 1.58 49 2,687 0.02 * E-W(1): E-W(2): 0.20 0.09 Westbound RT 1.00 47 1,700 0.01 TH 2.00 247 3,400 0.07 LT 1.00 113 1,700 0.07 * V/C: Lost Time: 0.23 0.05 Northbound RT 1.00 63 1,700 0.00 TH 1.00 16 1,700 0.01 ITS: 0.00 LT 1.00 15 1,700 0.01 * ICU: 0.28 Eastbound RT 0.00 52 0 0.00 TH 2.00 385 3,400 0.13 LT .1.00 41 1,700 0.02 LOS: A Daterrime: PM PEAK HOUR (4:25-5:25) APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS Southbound RT 1.00 177 1,700 0.05 * N-S(1): 0.11 TH 0.12 7 203 0.03 N-S(2): 0.00 LT 1.88 110 3,197 0.03 E-W(1): E-W(2): 0.20 0.31 Westbound RT 1.00 187 1,700 0.08 TH 2.00 768 3,400 0.23 LT 1.00 94 1,700 0.06 V/C: Lost Time: 0.42 0.05 Northbound RT 1.00 171 1,700 0.06 * TH 1.00 18 1,700 0.01 ITS: 0.00 LT 1.00 43 1,700 0.03 ICU: 0.47 Eastbound RT 0.00 20 0 0.00 TH 2.00 469 3,400 0.14 LT 1.00 128 1,700 0.08 * LOS: A * - Denotes critical movement Appendix 4 Synchro Queue and Timing Worksheets Queues 1: Market St. & Bryan Ave/Bryan Ave. 01/14/2019 --10- f- '*-- IA' Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 702 61 715 34 30 v/c Ratio 0.29 0.27 0.25 0.16 0.14 Control Delay 7.1 222 2.6 21.1 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.1 22.2 2.6 21.1 10.8 Queue Length 50th (ft) 58 14 28 8 0 Queue Length 95th (ft) 106 44 51 30 19 Internal Link Dist (ft) 629 822 131 Turn Bay Length (ft) 255 55 Base Capacity (vph) 3525 806 3574 604 540 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.08 0.20 0.06 0.06 Intersection Summary Existing AM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues I Auto Center Dr. & EI Camino Real 01/14/2019 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 18 543 136 332 18 11 76 15 15 41 v/c Ratio 0.03 0.38 0.21 0.15 0.08 0.05 0.20 0.07 0.07 0.13 Control Delay 5.9 12.0 5.3 7.9 22.2 21.9 5.4 22.2 22.2 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 12.0 5.3 7.9 22.2 21.9 5.4 22.2 22.2 0.9 Queue Length 50th (ft) 1 24 0 10 3 2 0 2 2 0 Queue Length 95th (ft) 9 110 39 58 20 15 19 18 18 0 Internal Link Dist (ft) 1070 392 350 241 Turn Bay Length (ft) 200 155 130 105 95 Base Capacity(vph) 884 2422 1067 2850 1342 1439 919 778 825 619 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.22 0.13 0.12 0.01 0.01 0.08 0.02 0.02 0.07 Intersection Summary Existing AM 01/08/2019 Baseline Synchro 10 Report Page 3 Timings 1- Market St. & Bryan Ave/Bryan Ave. 01/23/2019 __11� ■- f Lane Group EBT WBL WBT NBL NBR Lane Configurations tT4 tt ' r Traffic Volume (vph) 636 57 665 32 28 Future Volume (vph) 636 57 665 32 28 Turn Type NA Prot NA Prot Perm Protected Phases 6 5 2 4 Permitted Phases 4 Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 20.0 3.0 8.0 3.0 3.0 Minimum Split (s) 25.5 7.0 13.5 23.0 23.0 Total Split (s) 60.5 24.0 60.5 19.0 19.0 Total Split (%) 58.5% 23.2% 58.5% 18.4% 18.4% Yellow Time (s) 4.5 3.0 4.5 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 4.0 5.5 4.0 4.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Act Effct Green (s) 30.5 5.7 36.5 5.5 5.5 Actuated g/C Ratio 0.67 0.13 0.81 0.12 0.12 vie Ratio 0.29 027 0.25 0.16 0.14 Control Delay 7.1 22.2 2.6 21.1 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.1 22.2 2.6 21 1 108 LOS A C A C B Approach Delay 7.1 42 16.3 Approach LOS A A B Intersection Summary Cycle Length: 103.5 Actuated Cycle Length: 45.2 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.29 Intersection Signal Delay: 6.0 Intersection LOS: A Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Market St. & Bryan Ave/Bryan Ave Y - 014 24s 60.5 s Existing AM 01/08/2019 Baseline Synchro 10 Report Page 1 Timings 3: Auto Center Dr. & EI Camino Real 01/23/2019 } Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations t tT* '� t f �i +T Traffic Volume (vph) 15 398 113 255 15 9 63 18 7 34 Future Volume (vph) 15 398 113 255 15 9 63 18 7 34 Turn Type pm+pt NA pm+pt NA Split NA pm+ov Split NA pm+ov Protected Phases 1 6 5 2 8 8 5 4 4 1 Permitted Phases 6 2 8 4 Detector Phase 1 6 5 2 8 8 5 4 4 1 Switch Phase Minimum Initial (s) 2.0 8.0 2.0 8.0 3.0 3.0 2.0 3.0 3.0 2.0 Minimum Split (s) 6.5 22.4 6.5 22.4 7.7 7.7 6.5 23.6 23.6 6.5 Total Split (s) 16.5 22.5 24.5 40.4 40.4 40.4 24.5 22.6 22.6 16.5 Total Split (%) 13.8% 18.8% 20.4% 33.7% 33.7% 33.7% 20.4% 18.8% 18.8% 13.8% Yellow Time (s) 3.5 4.4 3.5 4.4 3.7 3.7 3.5 3.6 3.6 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.4 4.5 5.4 4.7 4.7 4.5 4.6 4.6 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Act Effct Green (s) 22.5 17.4 29.7 27.5 5.6 5.6 8.7 5.4 5.4 5.8 Actuated g/C Ratio 0.54 0.42 0.72 0.66 0.14 0.14 021 0.13 0.13 0.14 v(c Ratio 0.03 0.38 0.21 0.15 0.08 0.05 0.20 0.07 0.07 0.13 Control Delay 5.9 12.0 5.3 7.9 22.2 21.9 5.4 22.2 22.2 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 12.0 5.3 7.9 22.2 21.9 5.4 22.2 22.2 0.9 LOS A B A A C C A C C A Approach Delay 11.8 7.2 10.0 9.9 Approach LOS B A B A Intersection Summary Cycle Length: 119.9 Actuated Cycle Length: 41.4 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum We Ratio: 0.38 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15 5plrts ano F -eases: 3: Auto center ur. & ci .,amino Kew [ 0 -, � I F4:: �, _-, --- 1 �*_1_14 -1 Existing AM 01/08/2019 Baseline Synchro 10 Report Page 3 Queues 1: Market St & Bryan Ave/Bryan Ave. 01/14/2019 55 Base Capacity (vph) 3273 698 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 811 124 913 162 172 v/c Ratio 0.50 0.46 0.40 0.50 0.43 Control Delay 12.7 30.3 5.4 28.7 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.7 30.3 5.4 28.7 11.2 Queue Length 50th (ft) 93 37 58 48 9 Queue Length 95th (ft) 179 100 112 120 62 Internal Link Dist (ft) 629 822 131 Turn Bay Length (ft) 255 55 Base Capacity (vph) 3273 698 3574 523 566 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.25 0.18 0.26 0.31 0.30 Intersection Summary Existing PM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues 3: Auto Center Dr. & EI Camino Real 01/14/2019 Lane Group EBL --0. EBT WBL -4- WBT 'i NBL f NBT NBR SBL SBT SBR Lane Group Flow (vph) 98 529 99 973 45 16 180 46 47 139 v1c Ratio 0.27 0.32 0.17 0.59 0.23 0.07 0.44 0.23 0.23 0.33 Control Delay 8.0 12.3 6.7 14.8 32.8 30.9 7.8 32.8 32.8 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.0 12.3 6.7 14.8 32.8 30.9 7.8 32.8 32.8 5.5 Queue Length 50th (ft) 15 71 15 150 17 6 0 18 18 0 Queue Length 95th (ft) 37 122 38 245 51 25 45 54 55 30 Internal Link Dist (ft) 1070 392 350 241 Turn Bay Length (ft) 200 155 130 105 95 Base Capacity(vph) 599 2010 923 2222 1106 1222 814 600 605 632 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.26 0.11 0.44 0.04 0.01 0.22 0.08 0.08 0.22 Intersection Summary Existing PM 01/08/2019 Baseline Synchro 10 Report Page 3 Timings 1: Market St & Bryan Ave/Bryan Ave. 01/23/2019 __11� it Lane Group EBT WBL WBT NBL NBR Lane Configurations t T+ tt Traffic Volume (vph) 647 114 840 149 158 Future Volume (vph) 647 114 840 149 158 Turn Type NA Prot NA Prot Perm Protected Phases 6 5 2 4 Permitted Phases 4 Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 20.0 3.0 8.0 3.0 3.0 Minimum Split (s) 25.5 7.0 13.5 23.0 23.0 Total Split (s) 60.5 24.0 60.5 19.0 19.0 Total Split (%) 58.5% 23.2% 58.5% 18.4% 18.4% Yellow Time (s) 4.5 3.0 4.5 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 4.0 5.5 4.0 4.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Act Effct Green (s) 25.2 82 34.9 9.9 9.9 Actuated g/C Ratio 0.46 0.15 0.64 0.18 0.18 v/c Ratio 0.50 0.46 0.40 0.50 0.43 Control Delay 12.7 30.3 5.4 28.7 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 12.7 30.3 5.4 28.7 11.2 LOS B C A C B Approach Delay 12.7 8.4 19.7 Approach LOS B A B Intersection Summary Cycle Length: 103.5 Actuated Cycle Length: 54.9 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 46.9% ICU Level of Service A Analysis Period (min) 15 Existing PM 01/08/2019 Baseline Synchro 10 Report Page 1 Timings 3: Auto Center Dr. & EI Camino Real 01/23/2019 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations t1k t1k '� t r 1 4 r Traffic Volume (vph) 93 483 94 792 43 15 171 83 6 132 Future Volume (vph) 93 483 94 792 43 15 171 83 6 132 Turn Type pm+pt NA pm+pt NA Split NA pm+ov Split NA pm+ov Protected Phases 1 6 5 2 8 8 5 4 4 1 Permitted Phases 6 2 8 4 Detector Phase 1 6 5 2 8 8 5 4 4 1 Switch Phase Minimum Initial (s) 2.0 8.0 2.0 8.0 3.0 3.0 2.0 3.0 3.0 2.0 Minimum Split (s) 6.5 22.4 6.5 22.4 7.7 7.7 6.5 23.6 23.6 6.5 Total Split (s) 16.5 22.5 24.5 40.4 40.4 40.4 24.5 22.6 22.6 16.5 Total Split (%) 13.8% 18.8% 20.4% 33.7% 33.7% 33.7% 20.4% 18.8% 18.8% 13.8% Yellow Time (s) ' 3.5 4.4 3.5 4.4 3.7 3.7 3.5 3.6 3.6 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.4 4.5 5.4 4.7 4.7 4.5 4.6 4.6 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Act Effct Green (s) 33.6 27.2 34.7 27.7 6.8 6.8 9.7 6.9 6.9 11.5 Actuated g/C Ratio 0.57 0.46 0.59 0.47 0.12 0.12 0.16 0.12 0.12 0.20 v/c Ratio 0.27 0.32 0.17 0.59 0.23 0.07 0.44 0.23 0.23 0.33 Control Delay 8.0 12.3 6.7 14.8 32.8 30.9 7.8 32.8 32.8 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.0 12.3 6.7 14.8 32.8 30.9 7.8 32.8 32.8 5.5 LOS A B A B C C A C C A Approach Delay 11.7 14.0 14.0 16.5 Approach LOS B B B B Intersection Summary Cycle Length: 119.9 Actuated Cycle Length: 58.8 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Auto Center Dr. & EI Camino Real Existing PM 01/08/2019 Baseline Synchro 10 Report Page 3 Queues 1: Market St. & Bryan Ave. 01/18/2019 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 718 130 697 77 69 v/c Ratio 0.37 0.46 0.26 0.32 0.26 Control Delay 10.3 26.5 3.4 25.4 9.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.3 26.5 3.4 25.4 9.8 Queue Length 50th (ft) 71 35 32 20 0 Queue Length 95th (ft) 137 90 60 62 30 Internal Link Dist (ft) 629 822 131 Turn Bay Length (ft) 255 55 Base Capacity (vph) 3398 730 3574 548 519 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.21 0.18 0.20 0.14 0.13 Intersection Summary Existing Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues I Auto Center Dr. & EI Camino Real 03/13/2019 Existing Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 -0. *.-- `\ t tAl. 1*' : -W, Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 49 527 136 298 57 18 19 76 37 38 87 v/c Ratio 0.09 0.39 0.22 0.16 0.30 0.09 0.09 0.21 0.17 0.16 0.22 Control Delay 6.5 13.5 6.3 10.4 4.1 23.7 23.6 5.7 23.4 23.2 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 13.5 6.3 10.4 4.1 23.7 23.6 5.7 23.4 23.2 3.6 Queue Length 50th (ft) 3 46 9 22 0 4 4 0 8 8 0 Queue Length 95th (ft) 19 111 41 58 0 21 21 19 33 34 12 Internal Link Dist (ft) 1070 392 350 241 Turn Bay Length (ft) 200 155 155 130 105 95 Base Capacity(vph) 836 2268 1000 2791 188 1303 1397 858 717 752 665 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.23 0.14 0.11 0.30 0.01 0.01 0.09 0.05 0.05 0.13 Intersection Summary Existing Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 Timings 1: Market St. & Bryan Ave. 01/23/2019 Intersection Summary Cycle Length: 103.5 Actuated Cycle Length: 50.6 Natural Cycle: 60 " - Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 9.4 Intersection LOS: A Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Market St. & Bryan Ave ,0:,4 4s 60.1-S Existing Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 __* fl, �- 4\ Lane Group EBT WBL WBT NBL NBR Lane Configurations tl� '� tt ' r Traffic Volume (vph) 620 121 648 72 64 Future Volume (vph) 620 121 648 72 64 Turn Type NA Prot NA Prot Perm Protected Phases 6 5 2 4 Permitted Phases 4 Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 20.0 3.0 8.0 3.0 3.0 Minimum Split (s) 25.5 7.0 13.5 23.0 23.0 Total Split (s) 60.5 24.0 60.5 19.0 19.0 Total Split (%) 58.5% 23.2% 58.5% 18.4% 18.4% Yellow Time (s) 4.5 3.0 4.5 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 4.0 5.5 4.0 4.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Act Effct Green (s) 27-8 7.9 37.6 6.9 6.9 Actuated g/C Ratio 0-55 0.16 0.74 0.14 0.14 vic Ratio 0.37 0.46 0.26 0.32 0.26 Control Delay 10-3 26.5 3.4 25.4 9-8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 103 265 3.4 25.4 9.8 LOS B C A C A Approach Delay 10.3 7.0 18.0 Approach LOS B A B Intersection Summary Cycle Length: 103.5 Actuated Cycle Length: 50.6 Natural Cycle: 60 " - Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 9.4 Intersection LOS: A Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Market St. & Bryan Ave ,0:,4 4s 60.1-S Existing Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 Timings 3: Auto Center Dr. & EI Camino Real 03/13/2019 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' tT+ tt r t r 4 r Traffic Volume (vph) 41 385 113 247 47 15 16 63 49 13 72 Future Volume (vph) 41 385 113 247 47 15 16 63 49 13 72 Turn Type pm+pt NA pm+pt NA NA Split NA pm+ov Split NA pm+ov Protected Phases 1 6 5 2 8 8 5 4 4 1 Permitted Phases 6 2 8 4 Detector Phase 1 6 5 2 8 8 5 4 4 1 Switch Phase Minimum Initial (s) 2.0 8.0 2.0 8.0 3.0 3.0 2.0 3.0 3.0 2.0 Minimum Split (s) 6.5 22.4 6.5 22.4 7.7 7.7 6.5 23.6 23.6 6.5 Total Split (s) 16.5 22.5 24.5 40.4 40.4 40.4 24.5 22.6 22.6 16.5 Total Split (%) 13.8% 18.8% 20.4% 33.7% 33.7% 33.7% 20.4% 18.8% 18.8% 13.8% Yellow Time (s) 3.5 4.4 3.5 4.4 3.7 3.7 3.5 3.6 3.6 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.4 4.5 5.4 4.7 4.7 4.5 4.6 4.6 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Act Effct Green (s) 23.0 17.5 28.4 23.0 0.0 5.5 5.5 8.7 6.1 6.1 8.9 Actuated g/C Ratio 0.52 0.40 0.64 0.52 0.00 0.12 0.12 0.20 0.14 0.14 020 v(c Ratio 0.09 0.39 0.22 0.16 0.30 0.09 0.09 0.21 0.17 0.16 0.22 Control Delay 6.5 13.5 6.3 10.4 4.1 23.7 23.6 5.7 23.4 23.2 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 13.5 6.3 10.4 4.1 23.7 23.6 5.7 23.4 232 3.6 LOS A B A B A C C A C C A Approach Delay 12.9 8.5 11.6 12.7 Approach LOS B A B B Intersection Summary Cycle Length: 119.9 Actuated Cycle Length: 44.1 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 5puts ana Ynases: s: Auto center ur. N ti uammo meal 0 ■-- Existing Plus Project AM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues 1: Market St. & Bryan Ave. 01/18/2019 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Existing Plus Project PM 01/08/2019 Baseline Synchro 10 Report Page 1 --10- 111r,— Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 836 173 892 218 225 v;c Ratio 0.56 0.59 0.39 0.60 0.52 Control Delay 15.5 35.4 5.8 33.3 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 35.4 5.8 33.3 16.3 Queue Length 50th (ft) 119 63 75 75 29 Queue Length 95th (ft) 198 138 107 #180 108 Internal Link Dist (ft) 629 822 131 Tum Bay Length (ft) 255 55 Base Capacity (vph) 3033 586 3558 440 494 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced A Ratio 0.28 0.30 0.25 0.50 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Existing Plus Project PM 01/08/2019 Baseline Synchro 10 Report Page 1 Queues I Auto Center Dr. & EI Camino Real 03/13/2019 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles_ 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Existing Plus Project PM 01/08/2019 Baseline Synchro 9 Report Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 135 515 99 808 197 45 19 180 61 62 186 A Ratio 0.33 0.36 0.18 0.56 1.05 0.21 0.08 0.41 0.26 0.26 0.36 Control Delay 9.2 14.2 7.6 16.3 91.4 30.6 29.3 7.1 30.2 30.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.2 142 7.6 16.3 91.4 30.6 29.3 7.1 302 30.3 4.6 Queue Length 50th (ft) 22 71 16 124 -7 15 6 0 22 22 0 Queue Length 95th (ft) 52 125 39 210 #134 50 27 44 65 66 31 Internal Link Dist (ft) 1070 392 350 241 Turn Bay Length (ft) 200 155 155 130 105 95 Base Capacity(vph) 649 2064 932 2401 188 1171 1294 872 657 662 722 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced A Ratio 0.21 0.25 0.11 0.34 1.05 0.04 0.01 0.21 0.09 0.09 0.26 Intersection Summary Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles_ 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. Existing Plus Project PM 01/08/2019 Baseline Synchro 9 Report Page 1 Timings 1 : Market St. & Bryan Ave. 01/23/2019 Intersection Summary Cycle Length: 103.5 Actuated Cycle Length: 63.6 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Market St. & Bryan Ave � . ° '� 1 � '-�'�m. �..*'� ..a�S-�_. �J ✓,� {.ht � i� -- ��' ...�..s� S'4 �rfi fd Existing Plus Project PM 01/08/2019 Baseline Synchro 10 Report Page 1 __11" fl, - l /01 Lane Group EBT WBL WBT NBL NBR Lane Configurations tT+ ' tt '� r Traffic Volume (vph) 632 159 821 201 207 Future Volume (vph) 632 159 821 201 207 Turn Type NA Prot NA Prot Perm Protected Phases 6 5 2 4 Permitted Phases 4 Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 20.0 3.0 8.0 3.0 3.0 Minimum Split (s) 25.5 7.0 13.5 23.0 23.0 Total Split (s) 60.5 24.0 60.5 19.0 19.0 Total Split (%) 58.5% 23.2% 58.5% 18.4% 18.4% Yellow Time (s) 4.5 3.0 4.5 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 4.0 5.5 4.0 4.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Act Effct Green (s) 26.6 10.3 41.0 12.7 12.7 Actuated g/C Ratio 0.42 0.16 0.64 020 0.20 v/c Ratio 0.56 0.59 0.39 0.60 0.52 Control Delay 15.5 35.4 5.8 33.3 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.5 35.4 5.8 33.3 16.3 LOS B D A C B Approach Delay 15.5 10.7 24.7 Approach LOS B B C Intersection Summary Cycle Length: 103.5 Actuated Cycle Length: 63.6 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 15.0 Intersection LOS: B Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Market St. & Bryan Ave � . ° '� 1 � '-�'�m. �..*'� ..a�S-�_. �J ✓,� {.ht � i� -- ��' ...�..s� S'4 �rfi fd Existing Plus Project PM 01/08/2019 Baseline Synchro 10 Report Page 1 Timings I Auto Center Dr. & EI Camino Real 03/13/2019 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' tT+ ' tt r t r 4 r Traffic Volume (vph) 128 469 94 768 187 43 18 171 110 7 177 Future Volume (vph) 128 469 94 768 187 43 18 171 110 7 177 Turn Type pm+pt NA pm+pt NA NA Split NA pm+ov Split NA pm+ov Protected Phases 1 6 5 2 8 8 5 4 4 1 Permitted Phases 6 2 8 4 Detector Phase 1 6 5 2 8 8 5 4 4 1 Switch Phase Minimum Initial (s) 2.0 8.0 2.0 8.0 3.0 3.0 2.0 3.0 3.0 2.0 Minimum Split (s) 6.5 22.4 6.5 22.4 7.7 7.7 6.5 23.6 23.6 6.5 Total Split (s) 16.5 22.5 24.5 40.4 40.4 40.4 24.5 22.6 22.6 16.5 Total Split (%) 13.8% 18.8% 20.4% 33.7% 33.7% 33.7% 20.4% 18.8% 18.8% 13.8% Yellow Time (s) 3.5 4.4 3.5 4.4 3.7 3.7 3.5 3.6 3.6 3.5 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 5.4 4.5 5.4 4.7 4.7 4.5 4.6 4.6 4.5 Lead/Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None Min None Min None None None None None None Act Effct Green (s) 29.2 22.0 29.4 22.1 0.0 6.9 6.9 10.0 7.5 7.5 12.9 Actuated g/C Ratio 0.53 0.40 0.54 0.40 0.00 0.13 0.13 0.18 0.14 0.14 024 v/c Ratio 0.33 0.36 0.18 0.56 1.05 0.21 0.08 0.41 0.26 0.26 0.36 Control Delay 9.2 14.2 7.6 16.3 91.4 30.6 29.3 7.1 30.2 30.3 4.6 Queue Delay Q.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.2 142 7.6 16.3 91.4 30.6 29.3 7.1 302 30.3 4.6 LOS A B A B F C C A C C A Approach Delay 13.1 29.0 13.2 14.8 Approach LOS B C B B Intersection Summary Cycle Length: 119.9 Actuated Cycle Length: 54.7 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 20.9 Intersection LOS: C Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Auto Center Dr. & EI Camino Real 4-- ,.:;i 1yi, ■ 'moi-# �r it+. 5 s � Z455 1 R'a7.5s Existing Plus Project PM 01/08/2019 Baseline Synchro 9 Report Page 1 Queues 1: Market St. & Bryan Ave. 01/22/2019 Intersection Summary # 95th percentile volume exceeds capacity; queue may be longer. Queue shown is maximum after two cycles_ Existing Plus Project PM -- MITIGATED 01/08/2019 Baseline Synchro 10 Report Page 1 --* j- 4-- ,% 1'01 Lane Group EBT WBL WBT NBL NBR Lane Group Flow (vph) 836 173 892 218 225 v/c Ratio 0.59 0.72 0.41 0.59 0.44 Control Delay 14.1 43.0 6.4 25.4 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 43.0 6.4 25.4 6.1 Queue Length 50th (ft) 93 51 60 60 0 Queue Length 95th (ft) 165 #145 118 113 42 Internal Link Dist (ft) 629 822 131 Turn Bay Length (ft) 255 55 Base Capacity (vph) 1433 247 2206 672 742 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.58 0.70 0.40 0.32 0.30 Intersection Summary # 95th percentile volume exceeds capacity; queue may be longer. Queue shown is maximum after two cycles_ Existing Plus Project PM -- MITIGATED 01/08/2019 Baseline Synchro 10 Report Page 1 Timings 1: Market St. & Bryan Ave. 01/23/2019 Intersection Summary Cycle Length: 60 Actuated Cycle Length: 51.3 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Splits d' s, _. 1124 .. �. ii..- u n rt:'i `.'�i : # t.._ i -1� � fi -!. c 7v , n€' ) `1 .�.1F'..1��i�t-�� . F sr-'cs., ..,. Existing Plus Project PM -- MITIGATED 01/08/2019 Baseline Synchro 10 Report Page 1 Lane Group EBT WBL WBT NBL NBR Lane Configurations 0 '� tt Traffic Volume (vph) 632 159 821 201 207 Future Volume (vph) 632 159 821 201 207 Turn Type NA Prot NA Prot Perm Protected Phases 6 5 2 4 Permitted Phases 4 Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 20.0 3.0 8.0 3.0 3.0 Minimum Split (s) 25.5 7.0 13.5 23.0 23.0 Total Split (s) 26.0 11.0 37.0 23.0 23.0 Total Split (%) 43.3% 18.3% 61.7% 38.3% 38.3% Yellow Time (s) 4.5 3.0 4.5 3.0 3.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 4.0 5.5 4.0 4.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode Min None Min None None Act Effct Green (s) 20.4 6.9 31.3 10.5 10.5 Actuated g/C Ratio 0.40 0.13 0.61 020 020 v!c Ratio 0.59 0.72 0.41 0.59 0.44 Control Delay 14.1 43.0 6.4 25.4 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 43.0 6.4 25.4 6.1 LOS B D A C A Approach Delay 14.1 12.4 15.6 Approach LOS B B B Intersection Summary Cycle Length: 60 Actuated Cycle Length: 51.3 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 13.6 Intersection LOS: B Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 Splits d' s, _. 1124 .. �. ii..- u n rt:'i `.'�i : # t.._ i -1� � fi -!. c 7v , n€' ) `1 .�.1F'..1��i�t-�� . F sr-'cs., ..,. Existing Plus Project PM -- MITIGATED 01/08/2019 Baseline Synchro 10 Report Page 1 Appendix 5 Signal Timing Sheets Configuration Direction . . . Load Switch Channel/Driver Group Assign (Info Only): Load Signal Controller Sequence Priority Group (MMU) Phase/ 1 2 3 4 5 6 7 8 9 10 11 12 Ring 1 Phases 1 2 1 3 4 1 9 10 1 0 0 0 0 0 0 Ring 2 Phases 5 6 1 7 8 111 12 1 0 0 0 0 0 0 X 10 . . . . . . 4 X 11 Phase X 12 . . . . . . 8 X 13 . . . . . 1 2 3 4 5 6 7 8 9 10 11 12 In Use. . . . . . X X X X Exclusive Ped . Direction . . . . EB NB EBL WB Overlap A B C D Direction . . . Load Switch Channel/Driver Group Assign (Info Only): Load Signal Switch Driver Group (MMU) Phase/ Channel Ovlap Ped 1 1 2 . . . . . . 2 3 . . . . . . 3 4 . . . . . . 4 5 . . . . . . 5 6 . . . . . . 6 7 . . . . . . 7 8 . . . . . . 8 9 . . . . . . 2 X 10 . . . . . . 4 X 11 6 X 12 . . . . . . 8 X 13 . . . . . . A 14 . . . . . . B 15 . . . . . . C 16 . . . . . . D Configuration Continued ----------------------------------------------------------------- Enable BIU: 1 2 3 4 5 6 7 8 Terminal/Facilities. . . . . Detector Rack. Type 2 Runs as Type 1. . . . MMU Disable. . . . . . . . X Diagnostic Enable. . . . . . Peer -Peer Comm Enable. . . . 1 2 3 4 5 6 7 8 9 10 Peer To Peer Addresses 255 255 255 255 255 255 255 255 255 255 Port 2: Port 2 Protocol . . . . . . . . Terminal Port 2 Enable . . . . . . . . . YES AB3418 Address. . . . . . . . . 1 AB3418 Group Address. . . . . . 0 AB3418 Response Delay . . . . . 0 AB3418 Single Flag Enable . . . NO AB3418 Drop -Out Time. . . . . . 0 AB3418 TOD SF Select. . . . . . 0 Data Rate . . . . . . . . . . . 1200 bps Data, Parity, Stop. . . . . . . 8, 0, 1 Port 3 Port 3 Protocol . . . . . . . . Telemetry Port 3 Enable . . . . . . . . . YES Telemetry Address . . . . . . . 20 System Detector 9-16 Address. . 0 Telemetry Response Delay. . . . 8000 AB3418 Address. . . . . . . . . 0 AB3418 Group Address. . . . . . 0' AB3418 Response Delay . . . . . 0 AB3418 Single Flag Enable . . . NO AB3418 Drop -Out Time. . . . . . 0 AB3418 TOD SF Select. . . . . . 0 Duplex . . . . . . . . . . . . . Full Data Rate . . . . . . . . . . . 1200 bps Data, Parity, Stop. . . . . . . 8, 0, 1 Configuration Continued ----------------------------------------------------------------- Event Enabling Critical RFE'S (MMU/TF) . . . . . Non -Critical RFE'S (DET/TEST) . . Detector Errors . . . . . . . . . Coordination Errors . . . . . . . MMU Flash Faults. . . . . . . . . Local Flash Faults. . . . . . . . Preempt . . . . . . . . . . . . . Power On/Off . . . . . . . . . . . Low Battery . . . . . . . . . . . Supervisor Access Code. . . **** Data Change Access Code **** Alarm Enabling X ALARM 1 . . . . . . . . . . . X ALARM 2 . . . . . . . . . . . X ALARM 3 . . . . . . . . . . . X ALARM 4 . . . . . . . . . . . X ALARM 5 . . . . . . . . . . . X ALARM 6 . . . . . . . . . . . X ALARM 7 . . . . . . . . . . . X ALARM 8 . . . . . . . . . . . X ALARM 9 . . . . . . . . . . . ALARM 10 . . . . . . . . . . . ALARM 11 . . . . . . . . . . . ALARM 12 . . . . . . . . . . . ALARM 13 . . . . . . . . . . . ALARM 14 . . . . . . . . . . . ALARM 15 . . . . . . . . . . . ALARM 16 . . . . . . . . . . . MMU Compatibility Program (Info Only) Channel Is Allowed to Time With Channel 27831 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 . . . Application X X . 2 . . . 27891 5.13 X X . 3 . . . C000 X X . 4 . . . X X 5 . . . . 6 . . . . 7 . . . . 8 . . . . 9 . . . X X 10. . . X X 11. 12. 13. . . X X 14. . . X X 15. . . Version Info: Software Assy. Part No. Version Boot 27831 2.83 Program 45561 6.5 Application . 3 Help 27891 5.13 Configuration 27908 C000 By -Phase Timing Data ----------------------------------------------------------------- Phase 1 2 3 4 5 6 7 8 9 10 11 12 Direction EB NB EBL WB Minimum Green 0 8 0 3 3 20 0 0 0 0 0 0 Bike Min Green 0 0 0 0 0 0 0 0 0 0 0 0 Cond Sery Min Grn 0 0 0 0 0 0 0 0 0 0 0 0 Walk 0 0 0 5 0 5 0 0 0 0 0 0 Ped Clearance 7 7 7 14 7 10 7 7 7 7 7 7 Veh Extension 0.0 5.0 0.0 2.0 1.5 5.0 0.0 0.0 0.0 0.0 0.0 0.0 Alt Veh Exten 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Extension 0 0 0 0 0 0 0 0 0 0 0 0 Max 1 0 55 0 15 20 55 0 0 0 0 0 0 Max 2 0 40 0 15 20 40 0 0 0 0 0 0 Max 3 0 0 0 0 0 0 0 0 0 0 0 0 Det. Fail Max 0 0 0 0 0 0 0 0 0 0 0 0 Yellow Change 3.0 4.5 3.0 3.0 3.0 4.5 3.0 3.0 3.0 3.0 3.0 3.0 Red Clearance 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 Red Revert 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Act. B4 Init 0 0 0 0 0 0 0 0 0 0 0 0 Sec/Actuation 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Initial 0 6 0 0 0 6 0 0 0 0 0 0 Time B4 Reduction 0 12 0 0 0 12 0 0 0 0 0 0 Cars Waiting 0 0 0 0 0 0 0 0 0 0 0 0 Time To Reduce 0 12 0 0 0 12 0 0 0 0 0 0 Minimum Gap 0.0 4.0 0.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 Power Start, Remote Flash ----------------------------------------------------------------- Remote Flash Options: Out of Flash Yellow . . . . NO Out of Flash All Red. . . . NO Minimum Recall. . . . . . . NO Alternate Flash . . . . . . NO Flash Thru Load Switches. . NO Cycle Through Phases. . . . NO Phase 1 2 3 4 5 6 7 8 9 10 11 12 Power Start . . . . . X X . External Start . . . X X . Into Remote Flash. X X . Exit Remote Flash. X X Overlap Remote Flash Yellow. A B C D Flash Together ... X X X X X X . Initialization Interval: Power Start . . . . . . . . Green External Start. . . . . . . Green Power Start All Red Time— 6 Power Start Flash Time. 8 Remote Flash Options: Out of Flash Yellow . . . . NO Out of Flash All Red. . . . NO Minimum Recall. . . . . . . NO Alternate Flash . . . . . . NO Flash Thru Load Switches. . NO Cycle Through Phases. . . . NO Option Data ----------------------------------------------------------------- Guaranteed Passage . Call To NonActuated 1 Call To NonActuated 2 Dual Entry. . . . . . . Conditional Service . . Conditional Reservice . Actuated Rest in Walk . Flashing Walk . Phase 1 2 3 4 5 6 7 8 9 10 11 12 X X . X X . X X . Enable Programmable Options Dual Entry. . . . . . . . . . . ON Backup Protection Group 1 . . . . OFF Conditional Service . . . . . . OFF Backup Protection Group 2 . . . . OFF Ped Clearance Protection. . . . OFF Backup Protection Group 3 . . . . OFF Special Preempt Overlap Flash OFF Simultaneous Gap Group 1. . . . . ON Cond Service Det Cross Switch OFF Simultaneous Gap Group 2. . . . . OFF Lock Detectors in Red Only. . . OFF Simultaneous Gap Group 3. . . . . OFF Five Section Left Turn Control Phases: 5-2 7-4 1-6 3-8 11-10 9-12 Left Turn Head. . Recall Data, Dimming ----------------------------------------------------------------- Locking Detector. . . Vehicle Recall. . . . Pedestrian Recall Recall To Max . Soft Recall Don't Rest Here Ped Dark if No Call Dimming: Phase 1 2 3 4 5 6 7 8 9 10 11 12 X X . X X . Load Switch 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Green/Walk. . . . NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO Yellow/Ped Clear. NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO Red/Don't Walk. . NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO Detector Type/Timers ----------------------------------------------------------------- Det 1: Detector 1 Det 2: WB PH 2 LIMIT 1-2 Det 3: Detector 3 Det 4: NB PH 4 LT Det 5: WB PH 5 LT Det 6: EB PH 6 LIMIT 1-2 Det 7: Detector 7 Det 8: Detector 8 Det 9: Detector 9 Det 10: WB PH 2 ADV 1-2 Det 11: Detector 11 Det 12: NB PH 4 RT Det 13: Detector 13 Det 14: EB PH 6 ADV 1-2 Det 15: Detector 15 Det 16: Detector 16 Don't Reset Extend Type 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 6 - Calling 0 - Normal 0 - Normal 0 - Normal 1 - Extend/Delay 1 - Extend/Delay 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal_ 0 - Normal 0 - Normal 0 - Normal Detector Names Det 17: Detector 17 Det 18: Detector 18 Det 19: Detector 19 Det 20: Detector 20 Det 21: Detector 21 Det 22: Detector 22 Det 23: Detector 23 Det 24: Detector 24 Det 25: Detector 25 Det 26: Detector 26 Det 27: Detector 27 Det 28: Detector 28 Det 29: Detector 29 Det 30: Detector 30 Det 31: Detector 31 Det 32: Detector 32 Locking Log Timers Det. Memory Enable Extend Delay 1 NO NO 0.0 0 2 NO YES 0.0 0 3 NO NO 0.0 0 4 NO NO 0.0 0 5 NO NO 0.0 0 6 NO YES 0.0 0 7 NO YES 0.0 0 8 NO YES 0.0 0 9 NO YES 0.0 0 10 NO YES 0.0 0 11 NO NO 0.0 15 12 NO NO 0.0 15 13 NO YES 0.0 0 14 NO YES 0.0 0 15 NO NO 0.0 0 16 NO NO 0.0 0 17 NO NO 0.0 0 18 NO NO 0.0 0 19 NO NO 0.0 0 20 NO NO 0.0 0 21 NO NO 0.0 0 22 NO NO 0.0 0 23 NO NO 0.0 0 24 NO NO 0.0 0 25 NO NO 0.0 0 26 NO NO 0.0 0 27 NO NO 0.0 0 28 NO NO 0.0 0 29 NO NO 0.0 0 30 NO NO 0.0 0 31 NO NO 0.0 0 32 NO NO 0.0 0 Det 1: Detector 1 Det 2: WB PH 2 LIMIT 1-2 Det 3: Detector 3 Det 4: NB PH 4 LT Det 5: WB PH 5 LT Det 6: EB PH 6 LIMIT 1-2 Det 7: Detector 7 Det 8: Detector 8 Det 9: Detector 9 Det 10: WB PH 2 ADV 1-2 Det 11: Detector 11 Det 12: NB PH 4 RT Det 13: Detector 13 Det 14: EB PH 6 ADV 1-2 Det 15: Detector 15 Det 16: Detector 16 Don't Reset Extend Type 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 6 - Calling 0 - Normal 0 - Normal 0 - Normal 1 - Extend/Delay 1 - Extend/Delay 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal 0 - Normal_ 0 - Normal 0 - Normal 0 - Normal Detector Names Det 17: Detector 17 Det 18: Detector 18 Det 19: Detector 19 Det 20: Detector 20 Det 21: Detector 21 Det 22: Detector 22 Det 23: Detector 23 Det 24: Detector 24 Det 25: Detector 25 Det 26: Detector 26 Det 27: Detector 27 Det 28: Detector 28 Det 29: Detector 29 Det 30: Detector 30 Det 31: Detector 31 Det 32: Detector 32 Detector Phase Assignment Phase Det. 1 2 3 4 5 6 7 8 9 10 11 12 1 2 X 3 , 4 X 5 X 6 X 7 8 9 10 X 12 X 13 14 X 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Timing Data ----------------------------------------------------------------- Phase 1 2 3 4 5 6 7 8 Direction E/L W N S W/L E Minimum Green 2 8 3 3 2 8 0 0 Walk 0 7 0 7 0 7 0 0 Ped Clearance 7 10 7 12 7 10 7 7 Vehicle Extension 1.0 4.0 2.0 2.0 1.0 4.0 0.0 0.0 Max Extension 0 0 0 0 0 0 0 0 Max 1 12 35 30 18 20 35 0 0 Max 2 0 0 0 0 0 0 0 0 Max 3 0 0 0 0 0 0 0 0 Yellow Change 3.5 4.4 3.7 3.6 3.5 4.4 3.0 3.0 Red Clearance 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 Red Revert 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Actuations B4 Init 0 0 0 0 0 0 0 0 Seconds/Actuation 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max Initial 0 8 0 0 0 8 0 0 Time B4 Reduction 0 8 0 0 0 8 0 0 Cars Waiting 0 0 0 0 0 0 0 0 Time To Reduce 0 8 0 0 0 8 0 0 Minimum Gap 0.0 2.0 0.0 0.0 0.0 2.0 0.0 0.0 Cond Sery Min Green 0 0 0 0 0 0 0 0 Recall & Start/Flash Data ----------------------------------------------------------------- Phase 1 2 3 4 5 6 7 Phases In Use X X X X X X Locking Detector. X X Vehicle Recall. . Pedestrian Recall Recall To Max . Soft Recall . . . . X X Power Start . . . . . . X X External Start. X X Remote Flash Phases . X X Initialization Interval Green Yellow Red Yellow Ovlps Power Start. . . . X External Start X Power Start All Red Time. . . . 4 Power Start Flash Time. . . . . 10 8 Option Data ----------------------------------------------------------------- Guaranteed Passage. . . Call to Non Actuated 1. Call to Non Actuated 2. Dual Entry. . . . . . . Conditional Service . . Conditional Reservice . Actuated Rest In Walk . Flashing Walk . . . . . 1 2 3 X Phase 4 5 6 7 8 X Enable Programmable Options Dual Entry . . . . . . . . . . . X Backup Protection Group 1. . . . X Conditional Service. . . . . . . Backup Protection Group 2. . . . Ped Clearance Protection . . . . Simultaneous Gap Group 1 . . . . X Special Preempt Ovlp Flash . . . Simultaneous Gap Group.2 . . . . Five Section Left Turn Control Phases: 1-6 3-8 5-2 7-4 Left Turn Head Detector Type and Phase Assignment Data Note on Detector Type: 0 = normal 1 = extend/delay 2 = stop bar 3 = stop bar w/timer (use extend timer) 4 = calling 5 = stop bar with resettable timer (use extend timer) 7 8 Type Phase Assignment 1 2 3 4 5 6 Detector 1 0 X Detector 2 . . . 5 X Detector 3 . . 0 X Detector 4 . . . 0 X Detector 5 . . . 0 X Detector 6 . . . 5 X Detector 7 . . . 0 Detector 8 . . . 0 Detector 9 . . . 0 Detector 10 0 X Detector 11 0 Detector 12 . . . 1 X Detector 13 . . . 1 X Detector 14 . . 0 X Detector 15.. . 1 X Detector 16 . . . 1 X Note on Detector Type: 0 = normal 1 = extend/delay 2 = stop bar 3 = stop bar w/timer (use extend timer) 4 = calling 5 = stop bar with resettable timer (use extend timer) 7 8 Detector Timers and Cross Switching Data Timers Cross Switching Phase Extend Delay 1 2 3 4 5 6 7 8 Detector 1 . . . 0.0 0 X Detector 2 . 2.0 0 Detector. 3 . . . 0.0 0 Detector 4 . . . 0.0 0 Detector 5 . . . 0.0 0 X Detector 6 . . . 2.0 0 Detector 7 . . . 0.0 0 Detector 8 . . . 0.0 0 Detector 9 . . . 0.0 0 Detector 10 . . . 0.0 0 Detector 11 . . . 0.0 0 Detector 12 . . . 0.0 5 Detector 13 . . . 0.0 5 , Detector 14 . . . 0.0 0 Detector 15 . . . 0.0 10 Detector 16 . . . 0.0 10