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HomeMy WebLinkAboutAppendix N-1 Traffic Appendices Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Traffic Impact Analysis -14-Al 2008 Preparation Guide Exhibit B SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY This letter acknowledges the Riverside County Transportation Department requirements for traffic impact analysis of the following project. The analysis must follow the Riverside County Transportation Department Traffic Study Guidelines dated February 2005. Case No. (i.e. TR, PM, CUP, PP) Related Cases - SP No. Provide SP No. and list of other approved or active projects within the SP. EIR No. GPA No. CZ No. Project Name: Project Address: Project Description: Consultant Developer Name: Address: Telephone: Fax: A. Trip Generation Source: (ITE 7th Edition or other) Current GP Land Use Provide General Plan Land Use Designation (e.g.: MDR, CR, etc) Proposed Land Use Current Zoning Proposed Zoning Current Trip Generation Proposed Trip Generation In Out Total In Out Total AM Trips PM Trips Internal Trip Allowance Yes No (% Trip Discount) Pass-By Trip Allowance Yes No (% Trip Discount) A pass-by trip discount is allowed for appropriate land uses per ITE trip generation handbook 3rd edition. The pass-by trips at adjacent study area intersections and project driveways shall be indicated on a report figure. (Attach table for detailed trip generation) B.Trip Geographic Distribution:N % S % E % W % (attach exhibit for detailed assignment) C. Background Traffic Project Opening & Future Build-Out Year: Phase Year(s) _________________ Annual Ambient Growth Rate: % Other area projects to be analyzed: Model/Forecast methodology April 20211.1-1 Traffic Impact Analysis -5-April 2021 Preparation Guide Exhibit B – Scoping Agreement – Page 2 D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.) 1. 2. 3. 4. 5. E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation anddistribution are determined, or comments from other agencies.) 1. 2. 3. 4. 5. E. Other Jurisdictional Impacts Is this project within a City’s Sphere of Influence or one-mile radius of City boundaries? Yes No If so, name of City Jurisdiction: F. Site Plan (please attach reduced copy) G. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by Transportation Department) (NOTE: If the traffic study states that “a traffic signal is warranted” (or “a traffic signal appears to be warranted,” orsimilar statement) at an existing unsignalized intersection under existing conditions, 8-hour approach traffic volume information must be submitted in addition to the peak hourly turning movement counts for that intersection.) H.Existing Conditions Traffic count data must be new or recent. Provide traffic count dates if using other than new counts. Date of counts______________________________________________________________________ I.VMT Assessment Provide VMT screening/assessment per the latest TIA & VMT Guidelines. NOTE* Traffic Study Submittal Form and appropriate fee must be submitted with, or prior to submittal of this form. Transportation Department staff will not process the Scoping Agreement prior to receipt of the fee. Recommended by: ______________________________ _________ Consultant’s Representative Date Scoping Agreement Submitted on _____________ Revised on ___________________ Approved Scoping Agreement: 6. 7. 8. 9. 10. 6. 7. 8. 9. 10. 1.1-2 14713-02 TA Scope March 25, 2022 Ms. Gia Kim City of Fontana 8353 Sierra Avenue Fontana, CA 92335 SUBJECT: SCOPING AGREEMENT FOR THE SOUTHRIDGE FONTANA TRAFFIC STUDY Dear Ms. Gia Kim: The firm of Urban Crossroads, Inc. is pleased to submit this letter documenting the recommended Scope of Work for the traffic assessment in support of the proposed Southridge Fontana development (Project), which is located south of Village Drive and east of Live Oak Avenue in the City of Fontana. Exhibit 1 depicts the location of the proposed Project in relation to the existing roadway network. EXHIBIT 1: LOCATION MAP 1.1-3 Ms. Gia Kim City of Fontana March 25, 2022 Page 2 of 9 14713-02 TA Scope Our goal is to obtain comments from City of Fontana staff, to ensure that the traffic assessment fully addresses the potential effects of the proposed Project. The remainder of this letter describes the draft proposed analysis methodology, project trip generation, trip distribution, and project traffic assignment/project trips on the surrounding roadway network, which have been used to establish the draft proposed project study area and analysis locations. The following scoping agreement has been prepared consistent with the City’s Traffic Impact Analysis Guidelines for VMT and LOS Assessment (October 2020, referred to as City’s Guidelines). The Project is to consist of 255 single family attached residential dwelling units. A preliminary site plan for the proposed Project is shown on Exhibit 2. As indicated on Exhibit 2, access to the Project site will be provided to Live Oak Avenue via two driveways. The driveways (Driveway 1 and Driveway 2) are proposed to have full access (no turn restrictions). EXHIBIT 2: PRELIMINARY SITE PLAN 1.1-4 Ms. Gia Kim City of Fontana March 25, 2022 Page 3 of 9 14713-02 TA Scope STUDY AREA The purpose of this traffic analysis is to evaluate the peak hour operations of study area intersections based on the proposed distribution of Project traffic. Exhibit 3 presents the proposed study area intersection and roadway segment analysis locations (and listed on Table 1). The study area intersections will be evaluated using the HCM 6th Edition methodology. TABLE 1: STUDY AREA INTERSECTIONS EXHIBIT 3: STUDY AREA #Intersections 1 Cherry Av. & Jurupa Av. 2 Cherry Av. & Live Oak AV. 3 Live Oak Av. & Driveway 1/Southridge Park 4 Live Oak Av. & Goldenrain Dr. 5 Live Oak Av. & Jurupa Av. 1.1-5 Ms. Gia Kim City of Fontana March 25, 2022 Page 4 of 9 14713-02 TA Scope PROJECT TRIP GENERATION Trip generation represents the amount of traffic that is attracted and produced by a development and is based upon the specific land uses planned for a given project. In order to develop the traffic characteristics of the proposed project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) was used to estimate the trip generation. Trip generation rates for the Project are shown in Table 2. TABLE 2: PROJECT TRIP GENERATION SUMMARY The trip generation summary for the Project is also shown in Table 2. As shown on Table 2, the Project is anticipated to generate a total of 1,836 two-way trips per day with 122 AM peak hour trips and 145 PM peak hour trips. According to the City’s Guidelines: • If a project generates between 100 and 249 two-way peak hour trips, a traffic impact analysis will be required, but the extent of the analysis will be lesser than that required for a full SBCTA Congestion Management Plan (CMP) Traffic Study (for projects generating more than 250-two- way peak hour trips). TRIP DISTRIBUTION Trip distribution is the process of identifying the probable destinations, directions, or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. Exhibit 4 illustrates the Project’s trip distribution patterns through the study area intersections. ITE Land Use1 Code Units2 In Out Total In Out Total Daily Single Family Attached 215 DU 0.15 0.33 0.48 0.32 0.25 0.57 7.20 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 DU = dwelling units Land Use Quantity Units1 In Out Total In Out Total Daily Southridge Fontana 255 DU 38 84 122 83 63 145 1,836 1 DU = dwelling units AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 1.1-6 Ms. Gia Kim City of Fontana March 25, 2022 Page 5 of 9 14713-02 TA Scope EXHIBIT 4: PROJECT TRIP DISTRIBUTION 1.1-7 Ms. Gia Kim City of Fontana March 25, 2022 Page 6 of 9 14713-02 TA Scope ANALYSIS SCENARIOS The analysis of peak hour operations at study area intersections will be provided for the following analysis scenarios: • Existing (2022) Conditions • EAP (2027) • Opening Year Cumulative (2027) Without Project Conditions • Opening Year Cumulative (2027) With Project Conditions EXISTING COUNT DATA New traffic counts will be conducted for the study area intersections as identified in Table 1 since the local Fontana Unified School District is back to in-person instruction. Existing intersection turning movement counts will be collected at the study area intersection locations during the weekday AM (7- 9AM) and weekday PM (4-6PM). LEVEL OF SERVICE (LOS) CRITERIA The City of Fontana has set the goal for acceptable LOS as LOS C or better, wherever feasible (see Goal #1, Policy #12 of the City of Fontana General Plan Circulation Element). However, in some instances maintaining the LOS C threshold within a built environment may require extensive roadway widening that could affect existing uses, property rights and substantial costs associated with implementing these improvements. In the event that the improvements required to maintain LOS C is determined to be infeasible, the City of Fontana recognizes that LOS D may be considered the worst acceptable level of service in urbanized areas of the City. DEFICIENCY CRITERIA For the intersections that lie within the City of Fontana, determination of whether the Project has an adverse effect on intersection operations will be based on a comparison of without and with project levels of service. A deficiency occurs if project traffic increases the average delay at an intersection by more than the thresholds identified on Table 3. The thresholds for LOS A, B, and C do not apply to projects consistent with the General Plan. The deficiency criteria will be applied to Opening Year Cumulative traffic conditions to determine off-site construct obligations and will recommend improvements needed to reduce delays to pre-project conditions (as applicable). 1.1-8 Ms. Gia Kim City of Fontana March 25, 2022 Page 7 of 9 14713-02 TA Scope TABLE 3: INTERSECTION DEFICIENCY CRITERIA AMBIENT GROWTH Consistent with other studies performed in the area, an ambient growth rate of 2.0% per year is proposed for the study area intersections to approximate background traffic growth not identified by nearby cumulative development projects. The rate will be compounded over a five-year period (i.e., 1.025years = 1.1041 or 10.41% for 2027). SPECIAL ISSUES The following special issues will also be addressed as part of the focused traffic assessment: • Conduct traffic signal warrant analysis for all existing and future unsignalized study area intersections. • Provide a queuing analysis for Project driveways. • Vehicle miles traveled (VMT) will be addressed under separate cover, but the findings will also be summarized in the traffic study. CUMULATIVE DEVELOPMENT PROJECTS (OPEN ITEM) We request that City Planning staff provide an updated list of cumulative projects for inclusion in the traffic study. A preliminary list and map of cumulative development projects is provided on Table 4 and shown on Exhibit 5. Pre-Project LOS Deficiency Criteria1 LOS A/B 10.0 Seconds LOS C 8.0 Seconds LOS D 5.0 Seconds LOS E 2.0 Seconds LOS F 1.0 Second 1 Increase in delay. 1.1-9 Ms. Gia Kim City of Fontana March 25, 2022 Page 8 of 9 14713-02 TA Scope TABLE 4: CUMULATIVE DEVELOPMENT LAND USE SUMMARY TAZ Land Use 1 Warehouse 355.370 TSF 2 Fontana Trailer Storage Yard Truck Trailer Storage Yard 17.4 AC 3 Warehouse 15.570 TSF 4 Warehouse 64.692 TSF 5 Warehouse 174.280 TSF 6 Warehouse 174.000 TSF 7 Warehouse 85.730 TSF 8 MCN No. 19-040 Warehouse 106.500 TSF 9 MCN No. 21-074 Warehouse 42.000 TSF 10 TPM No. 20236 (MCN No. 20-040)Warehouse (2 Buildings)158.223 TSF 11 MCN No. 19-094 Warehouse 192.000 TSF 12 MCN No. 19-057 Warehouse 146.800 TSF 13 Slover and Redwood Industrial Truck Trailer Storage Yard 5.1 AC 14 14801 Slover Avenue Warehouse Warehouse 308.211 TSF 15 MCN No. 21-049 Warehouse 210.400 TSF 16 Banana & Santa Ana Warehouse Warehouse 341.838 TSF 1 TSF = Thousand Square Feet; AC = Acres Cherry Av. Warehouse Beech & Santa Ana Warehouse Banana & Rose Project Quantity1 Fontana Corporate Center MG Home International Warehouse Calabash Industrial Building 1.1-10 Ms. Gia Kim City of Fontana March 25, 2022 Page 9 of 9 14713-02 TA Scope EXHIBIT 5: CUMULATIVE DEVELOPMENT LOCATION MAP SIGNAL TIMING It is requested that the City provide any signal timing that should be considered for signalized study area intersections within the City. The analysis findings and recommendations (if applicable) will be presented in a draft report for the City’s review. If you have any questions, please contact me directly at (949) 861-0177. Respectfully submitted, Charlene So, PE Principal 1.1-11 Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 1.2: SITE ADJACENT QUEUING WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Queuing and Blocking Report OYC WP (2027) - AM Peak Hour 06/14/2022 3_WP_AM Southridge Fontana (JN 14713)SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 3: Southridge Park/Driveway 1/Driveway & Live Oak Av. Movement EB WB NB SB Directions Served L L LTR LTR Maximum Queue (ft)39 22 59 53 Average Queue (ft)5 1 31 20 95th Queue (ft)25 12 56 46 Link Distance (ft)877 188 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 50 Storage Blk Time (%)0 Queuing Penalty (veh) 1 1.2-1 Queuing and Blocking Report OYC WP (2027) - AM Peak Hour 06/14/2022 3_WP_AM Southridge Fontana (JN 14713)SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 4: Live Oak Av. & Goldenrain Dr./Driveway 2 Movement EB WB NB SB Directions Served LTR LTR L L Maximum Queue (ft)30 40 27 27 Average Queue (ft)8 17 3 2 95th Queue (ft)29 42 18 12 Link Distance (ft)295 316 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 50 Storage Blk Time (%) Queuing Penalty (veh) 1.2-2 Queuing and Blocking Report OYC WP (2027) - PM Peak Hour 06/14/2022 4_WP_PM Southridge Fontana (JN 14713)SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 3: Southridge Park/Driveway 1/Driveway & Live Oak Av. Movement WB WB NB Directions Served L TR LTR Maximum Queue (ft)35 27 68 Average Queue (ft)6 1 31 95th Queue (ft)26 11 58 Link Distance (ft)657 877 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 0 Queuing Penalty (veh) 0 0 1.2-3 Queuing and Blocking Report OYC WP (2027) - PM Peak Hour 06/14/2022 4_WP_PM Southridge Fontana (JN 14713)SimTraffic Report Urban Crossroads, Inc.Page 1 Intersection: 4: Live Oak Av. & Goldenrain Dr./Driveway 2 Movement EB WB NB SB Directions Served LTR LTR TR L Maximum Queue (ft)42 35 12 33 Average Queue (ft)10 14 0 2 95th Queue (ft)35 38 6 16 Link Distance (ft)295 316 657 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh)0 1.2-4 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 3.1: EXISTING TRAFFIC COUNTS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank T816 DATE:LOCATION:PROJECT #:SC3367Tue, Apr 12, 22 NORTH & SOUTH:LOCATION #:1EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:2 3 0 2 2 1 2 3 0 2 2 1 0 0 0 0 0 0 0 0 7:00 AM 12 78 9 11 61 65 46 86 5 5 119 18 515 0 0 0 0 0 1 32 1 27:15 AM 36 95 12 7 75 68 36 63 26 10 144 31 603 0 0 0 0 0 3 13 13 107:30 AM 44 126 2 14 97 66 55 88 34 23 143 19 711 0 0 1 0 1 0 21 7 47:45 AM 50 98 15 17 65 58 58 96 30 30 137 25 679 0 0 0 0 0 3 19 5 98:00 AM 82 111 14 15 81 80 40 71 35 10 122 33 694 0 0 0 0 0 1 35 5 58:15 AM 100 86 7 12 73 72 48 90 43 19 141 25 716 0 0 0 1 1 4 22 3 68:30 AM 35 75 12 17 72 49 55 103 33 11 81 27 570 0 0 1 0 1 8 30 2 118:45 AM 22 67 8 14 46 45 50 84 9 9 95 21 470 0 0 0 0 0 2 20 6 7VOLUMES381 736 79 107 570 503 388 681 215 117 982 199 4,958 0 0 2 1 3 22 192 42 54APPROACH %32%62%7%9%48%43%30%53%17%9%76%15%APP/DEPART 1,196 /1,321 1,180 /901 1,284 /868 1,298 /1,868 0 BEGIN PEAK HRVOLUMES 276 421 38 58 316 276 201 345 142 82 543 102 2,800 8 97 20 24APPROACH %38%57%5%9%49%42%29%50%21%11%75%14%PEAK HR FACTOR 0.888 0.918 0.935 0.947 0.978 APP/DEPART 735 /723 650 /539 688 /442 727 /1,096 0 4:00 PM 19 53 25 34 96 57 51 238 48 16 105 12 754 0 1 0 0 1 5 15 0 44:15 PM 17 45 16 55 99 63 38 196 17 23 94 14 677 0 0 1 0 1 4 24 0 44:30 PM 18 53 11 41 99 63 44 185 28 24 134 11 711 0 0 0 3 3 3 17 0 44:45 PM 11 48 15 37 116 58 53 199 24 19 100 13 693 0 0 0 1 1 8 19 5 45:00 PM 13 63 15 46 122 68 61 211 27 10 89 16 741 0 0 0 0 0 6 30 5 65:15 PM 18 65 10 46 113 49 60 183 23 25 91 13 696 0 0 0 0 0 2 11 3 45:30 PM 8 52 13 51 97 56 47 191 27 13 76 15 646 1 0 0 0 1 3 22 5 45:45 PM 14 50 12 37 98 60 39 148 19 14 113 12 616 0 0 0 0 0 7 17 3 4VOLUMES118 429 117 347 840 474 393 1,551 213 144 802 106 5,534 1 1 1 4 7 38 155 21 34APPROACH %18%65%18%21%51%29%18%72%10%14%76%10%APP/DEPART 664 /928 1,661 /1,194 2,157 /2,018 1,052 /1,394 0 BEGIN PEAK HRVOLUMES 60 229 51 170 450 238 218 778 102 78 414 53 2,841 19 77 13 18APPROACH %18%67%15%20%52%28%20%71%9%14%76%10%PEAK HR FACTOR 0.914 0.909 0.918 0.806 0.959 APP/DEPART 340 /500 858 /626 1,098 /1,003 545 /712 0 Cherry NORTH SIDE Jurupa WEST SIDE EAST SIDE Jurupa SOUTH SIDE Cherry E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 2 0 1 3 0 2 0 1 3 0 0 0 0 0 7:15 AM 0 5 2 1 8 0 5 2 1 8 0 0 0 0 0 7:30 AM 1 1 0 1 3 0 1 0 1 2 1 0 0 0 1 7:45 AM 1 20 4 1 26 1 20 4 1 26 0 0 0 0 0 8:00 AM 0 16 9 1 26 0 16 8 1 25 0 0 1 0 1 8:15 AM 1 21 9 2 33 0 20 9 2 31 1 1 0 0 2 8:30 AM 0 5 1 0 6 0 5 1 0 6 0 0 0 0 0 8:45 AM 0 3 2 0 5 0 3 2 0 5 0 0 0 0 0 TOTAL 3 73 27 7 110 1 72 26 7 106 2 1 1 0 4 4:00 PM 0 12 5 0 17 0 11 4 0 15 0 1 1 0 2 4:15 PM 2 9 1 3 15 2 9 0 3 14 0 0 1 0 1 4:30 PM 0 6 4 1 11 0 6 3 0 9 0 0 1 1 2 4:45 PM 0 6 0 0 6 0 6 0 0 6 0 0 0 0 0 5:00 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 5:15 PM 1 2 1 1 5 1 1 1 0 3 0 1 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 1 3 1 0 5 0 3 0 0 3 1 0 1 0 2 TOTAL 4 40 12 5 61 3 38 8 3 52 1 2 4 2 9 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana CherryJurupa U-TURNS Cherry Cherry Jurupa Jurupa PM AM 7:30 AM PM 4:30 PM ALL PED AND BIKE BICYCLE CROSSINGS AM PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-1 2,841 977 1,410 454 TOTAL 2,249 1,661 474 840 347 PM 928 1,180 503 570 107 AM 1,321 1, 2 9 8 1, 0 5 2 2, 3 5 0 3, 2 6 2 1, 3 9 4 1, 8 6 8 19 9 10 6 30 5 98 2 80 2 1, 7 8 4 TO T A L PM AM 11 7 14 4 26 1 78 1 39 3 38 8 AM PM TO T A L 2, 2 3 2 1, 5 5 1 68 1 42 8 21 3 21 5 86 8 2, 0 1 8 2, 8 8 6 3, 4 4 1 2, 1 5 7 1, 2 8 4 901 AM 381 736 79 1,196 1,194 PM 118 429 117 664 2,095 TOTAL 499 1,165 196 1,860 1,508 514 766 228 TOTAL 1,223 858 238 450 170 PM 500 650 276 316 58 AM 723 72 7 54 5 1, 2 7 2 1, 8 0 8 71 2 1, 0 9 6 10 2 53 15 5 54 3 41 4 95 7 TO T A L PM AM AM 7:30 AM 8:45 AM 82 78 16 0 41 9 21 8 20 1 #N/A AM PM TO T A L 1, 1 2 3 77 8 34 5 PM 4:30 PM 3:45 PM 24 4 10 2 14 2 44 2 1, 0 0 3 1, 4 4 5 1, 7 8 6 1, 0 9 8 68 8 539 AM 276 421 38 735 626 PM 60 229 51 340 1,165 Total 336 650 89 1,075 Cherry AimTD LLC TURNING MOVEMENT COUNTS Cherry Ju r u p a Ju r u p a Fontana SC3367 ALL HOURS Cherry Cherry Ju r u p a Ju r u p a PEAK HOUR 3.1-2 T816 DATE:LOCATION:PROJECT #:SC3367Tue, Apr 12, 22 NORTH & SOUTH:LOCATION #:2 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1 2 0 1 2 0 1 1 0 1 1 0 0 0 0 0 0 0 0 0 7:00 AM 8 65 35 1 68 17 17 8 1 30 8 3 261 0 0 0 0 0 8 2 0 37:15 AM 13 82 65 0 91 39 28 21 8 48 36 5 436 0 0 0 0 0 19 13 2 17:30 AM 11 64 41 2 86 31 20 15 5 29 24 0 328 0 0 0 0 0 9 4 2 07:45 AM 15 129 88 3 62 76 45 80 22 32 62 6 620 0 0 0 0 0 18 19 3 08:00 AM 3 90 66 4 62 26 39 18 2 32 21 8 371 0 0 0 0 0 20 12 0 48:15 AM 1 69 62 9 53 19 24 14 0 30 11 10 302 0 0 0 0 0 22 5 0 58:30 AM 1 66 49 4 59 21 10 3 0 38 10 12 273 0 0 0 0 0 13 2 0 48:45 AM 2 66 51 4 32 9 14 9 1 27 6 7 228 1 0 0 0 1 8 4 0 5VOLUMES54 631 457 27 513 238 197 168 39 266 178 51 2,819 1 0 0 0 1 117 61 7 22APPROACH %5%55%40%3%66%31%49%42%10%54%36%10%APP/DEPART 1,142 /879 778 /819 404 /652 495 /469 0 BEGIN PEAK HRVOLUMES 42 365 260 9 301 172 132 134 37 141 143 19 1,755 66 48 7 5APPROACH %6%55%39%2%62%36%44%44%12%47%47%6%PEAK HR FACTOR 0.719 0.855 0.515 0.758 0.708 APP/DEPART 667 /516 482 /479 303 /403 303 /357 0 4:00 PM 4 100 109 5 80 24 15 9 3 58 13 12 432 0 0 0 0 0 33 6 2 34:15 PM 2 62 87 2 67 19 12 11 1 53 29 7 352 0 0 0 0 0 21 7 0 24:30 PM 0 63 85 4 74 19 8 23 2 59 20 10 367 0 0 0 0 0 29 5 1 64:45 PM 2 64 88 9 80 19 10 13 0 63 30 5 383 0 0 0 0 0 38 8 0 25:00 PM 1 80 85 6 90 18 17 11 1 55 26 7 397 0 0 0 0 0 21 4 1 15:15 PM 1 75 102 2 81 16 9 11 0 47 29 7 380 0 0 0 0 0 26 6 0 05:30 PM 2 75 83 3 63 16 7 12 4 55 22 6 348 0 0 0 0 0 24 7 0 05:45 PM 0 72 88 3 67 23 8 11 0 49 27 11 359 0 0 0 0 0 36 5 0 3VOLUMES12 591 727 34 602 154 86 101 11 439 196 65 3,018 0 0 0 0 0 228 48 4 17APPROACH %1%44%55%4%76%19%43%51%6%63%28%9%APP/DEPART 1,330 /742 790 /1,052 198 /862 700 /362 0 BEGIN PEAK HRVOLUMES 8 289 369 20 301 81 45 56 6 233 92 34 1,534 121 26 3 13APPROACH %1%43%55%5%75%20%42%52%6%65%26%9%PEAK HR FACTOR 0.782 0.922 0.811 0.916 0.888 APP/DEPART 666 /368 402 /540 107 /445 359 /181 0 Cherry NORTH SIDE Live Oak WEST SIDE EAST SIDE Live Oak SOUTH SIDE Cherry E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 2 0 0 0 2 2 0 0 0 2 0 0 0 0 0 7:15 AM 14 7 13 11 45 14 7 13 11 45 0 0 0 0 0 7:30 AM 21 6 5 19 51 21 6 5 19 51 0 0 0 0 0 7:45 AM 3 6 6 20 35 3 6 6 20 35 0 0 0 0 0 8:00 AM 1 6 5 0 12 1 6 5 0 12 0 0 0 0 0 8:15 AM 1 1 2 0 4 1 1 2 0 4 0 0 0 0 0 8:30 AM 68 1 2 68 139 68 1 2 68 139 0 0 0 0 0 8:45 AM 1 3 4 1 9 0 2 3 1 6 1 1 1 0 3 TOTAL 111 30 37 119 297 110 29 36 119 294 1 1 1 0 3 4:00 PM 7 4 3 9 23 7 3 2 8 20 0 1 1 1 3 4:15 PM 5 2 0 3 10 5 2 0 3 10 0 0 0 0 0 4:30 PM 2 1 1 2 6 2 1 1 2 6 0 0 0 0 0 4:45 PM 5 1 3 4 13 5 1 3 4 13 0 0 0 0 0 5:00 PM 2 4 3 3 12 2 4 3 3 12 0 0 0 0 0 5:15 PM 2 3 1 5 11 2 0 1 2 5 0 3 0 3 6 5:30 PM 0 3 3 0 6 0 3 3 0 6 0 0 0 0 0 5:45 PM 2 1 2 6 11 2 0 1 6 9 0 1 1 0 2 TOTAL 25 19 16 32 92 25 14 14 28 81 0 5 2 4 11 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana CherryLive Oak U-TURNS Cherry Cherry Live Oak Live Oak PM AM 7:15 AM PM 4:00 PM ALL PED AND BIKE BICYCLE CROSSINGS AM PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-3 1,568 392 1,115 61 TOTAL 1,621 790 154 602 34 PM 742 778 238 513 27 AM 879 49 5 70 0 1, 1 9 5 83 1 36 2 46 9 51 65 11 6 17 8 19 6 37 4 TO T A L PM AM 26 6 43 9 70 5 28 3 86 19 7 AM PM TO T A L 26 9 10 1 16 8 50 11 39 65 2 86 2 1, 5 1 4 60 2 19 8 40 4 819 AM 54 631 457 1,142 1,052 PM 12 591 727 1,330 1,871 TOTAL 66 1,222 1,184 2,472 884 253 602 29 TOTAL 884 402 81 301 20 PM 368 482 172 301 9 AM 516 30 3 35 9 66 2 53 8 18 1 35 7 19 34 53 14 3 92 23 5 TO T A L PM AM AM 7:15 AM 8:45 AM 14 1 23 3 37 4 17 7 45 13 2 #N/A AM PM TO T A L 19 0 56 13 4 PM 4:00 PM 3:45 PM 43 6 37 40 3 44 5 84 8 41 0 10 7 30 3 479 AM 42 365 260 667 540 PM 8 289 369 666 1,019 Total 50 654 629 1,333 Cherry AimTD LLC TURNING MOVEMENT COUNTS Cherry Li v e O a k Li v e O a k Fontana SC3367 ALL HOURS Cherry Cherry Li v e O a k Li v e O a k PEAK HOUR 3.1-4 T816 DATE:LOCATION:PROJECT #:SC3367Tue, Apr 12, 22 NORTH & SOUTH:LOCATION #:3 EAST & WEST:CONTROL:STOP N NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:0 X 0 X X X X 1 0 0 1 X 0 0 0 0 X X X X 7:00 AM 1 0 0 0 0 0 0 36 2 0 39 0 78 0 0 0 0 0 0 0 0 07:15 AM 1 0 1 0 0 0 0 84 1 1 81 0 169 0 0 0 0 0 0 0 0 07:30 AM 1 0 1 0 0 0 0 94 4 0 99 0 199 0 0 0 0 0 0 0 0 07:45 AM 1 0 2 0 0 0 0 147 3 1 90 0 244 0 0 0 0 0 0 0 0 08:00 AM 2 0 0 0 0 0 0 85 2 1 53 0 143 0 0 0 0 0 0 0 0 08:15 AM 2 0 0 0 0 0 0 78 3 1 42 0 126 0 0 0 0 0 0 0 0 08:30 AM 3 0 1 0 0 0 0 50 1 1 41 0 97 0 0 0 0 0 0 0 0 08:45 AM 1 0 1 0 0 0 0 57 1 0 33 0 93 0 0 0 0 0 0 0 0 0VOLUMES12 0 6 0 0 0 0 631 17 5 478 0 1,149 0 0 0 0 0 0 0 0 0APPROACH %67%0%33%0%0%0%0%97%3%1%99%0%APP/DEPART 18 /0 0 /22 648 /637 483 /490 0 BEGIN PEAK HRVOLUMES 5 0 4 0 0 0 0 410 10 3 323 0 755 0 0 0 0APPROACH %56%0%44%0%0%0%0%98%2%1%99%0%PEAK HR FACTOR 0.750 0.000 0.700 0.823 0.774 APP/DEPART 9 /0 0 /13 420 /414 326 /328 0 4:00 PM 1 0 1 0 0 0 0 121 6 1 56 0 186 0 0 0 0 0 0 0 0 04:15 PM 0 0 2 0 0 0 0 102 2 2 72 0 180 0 0 1 0 1 0 0 0 04:30 PM 3 0 2 0 0 0 0 106 3 2 56 0 172 0 0 0 0 0 0 0 0 04:45 PM 2 0 5 0 0 0 0 104 7 1 76 0 195 0 0 0 0 0 0 0 0 05:00 PM 5 0 6 0 0 0 0 84 4 4 58 0 161 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 104 2 3 71 0 180 0 0 0 0 0 0 0 0 05:30 PM 5 0 0 0 0 0 0 89 4 1 45 0 144 0 0 0 0 0 0 0 0 05:45 PM 2 0 0 0 0 0 0 84 4 0 54 0 144 0 0 0 0 0 0 0 0 0VOLUMES18 0 16 0 0 0 0 794 32 14 488 0 1,363 0 0 1 0 1 0 0 0 0APPROACH %53%0%47%0%0%0%0%96%4%3%97%0%APP/DEPART 34 /0 0 /46 827 /810 502 /507 0 BEGIN PEAK HRVOLUMES 6 0 10 0 0 0 0 433 18 6 260 0 734 0 0 0 0APPROACH %38%0%63%0%0%0%0%96%4%2%98%0%PEAK HR FACTOR 0.571 0.000 0.890 0.864 0.941 APP/DEPART 16 /0 0 /24 452 /443 266 /267 0 Southridge Park NORTH SIDE Live Oak WEST SIDE EAST SIDE Live Oak SOUTH SIDE Southridge Park E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 2 1 0 3 0 2 1 0 3 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 2 4 0 6 0 2 4 0 6 0 0 0 0 0 4:00 PM 2 0 1 0 3 2 0 1 0 3 0 0 0 0 0 4:15 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 4:30 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 4:45 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 5:00 PM 3 2 4 0 9 2 2 1 0 5 1 0 3 0 4 5:15 PM 0 3 1 3 7 0 2 0 0 2 0 1 1 3 5 5:30 PM 3 0 4 0 7 3 0 2 0 5 0 0 2 0 2 5:45 PM 0 8 4 1 13 0 8 4 0 12 0 0 0 1 1 TOTAL 9 14 15 4 42 8 13 8 0 29 1 1 7 4 13 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana Southridge ParkLive Oak U-TURNS Southridge Park Southridge Park Live Oak Live Oak PM AM 7:15 AM PM 4:00 PM ALL PED AND BIKE BICYCLE CROSSINGS AM PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-5 0 0 0 0 TOTAL 0 0 0 0 0 PM 0 0 0 0 0 AM 0 48 3 50 2 98 5 99 7 50 7 49 0 0 0 0 47 8 48 8 96 6 TO T A L PM AM 5 14 19 0 0 0 AM PM TO T A L 1, 4 2 5 79 4 63 1 49 32 17 63 7 81 0 1, 4 4 7 1, 4 7 5 82 7 64 8 22 AM 12 0 6 18 46 PM 18 0 16 34 68 TOTAL 30 0 22 52 0 0 0 0 TOTAL 0 0 0 0 0 PM 0 0 0 0 0 AM 0 32 6 26 6 59 2 59 5 26 7 32 8 0 0 0 32 3 26 0 58 3 TO T A L PM AM AM 7:15 AM 8:45 AM 3 6 9 0 0 0 #N/A AM PM TO T A L 84 3 43 3 41 0 PM 4:00 PM 3:45 PM 28 18 10 41 4 44 3 85 7 87 2 45 2 42 0 13 AM 5 0 4 9 24 PM 6 0 10 16 37 Total 11 0 14 25 Southridge Park AimTD LLC TURNING MOVEMENT COUNTS Southridge Park Li v e O a k Li v e O a k Fontana SC3367 ALL HOURS Southridge Park Southridge Park Li v e O a k Li v e O a k PEAK HOUR 3.1-6 T816 DATE:LOCATION:PROJECT #:SC3367Wed, Jun 1, 22 NORTH & SOUTH:LOCATION #:3A EAST & WEST:CONTROL:STOP S NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:X X X 0 X 0 0 1 X X 1 0 0 0 0 0 X X X X 7:00 AM 0 0 0 2 0 2 1 37 0 0 28 1 71 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 2 0 4 2 55 0 0 33 3 99 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 3 0 0 2 43 0 0 24 3 75 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 1 0 0 2 75 0 0 31 3 112 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 3 0 2 2 61 0 0 33 5 106 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 5 0 3 6 49 0 0 32 7 102 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 4 0 2 5 58 0 0 23 5 97 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 6 0 3 4 51 0 0 28 10 102 0 0 0 0 0 0 0 0 0VOLUMES0 0 0 26 0 16 24 429 0 0 232 37 764 0 0 0 0 0 0 0 0 0APPROACH %0%0%0%62%0%38%5%95%0%0%86%14%APP/DEPART 0 /61 42 /0 453 /455 269 /248 0 BEGIN PEAK HRVOLUMES 0 0 0 13 0 7 15 243 0 0 119 20 417 0 0 0 0APPROACH %0%0%0%65%0%35%6%94%0%0%86%14%PEAK HR FACTOR 0.000 0.625 0.838 0.891 0.931 APP/DEPART 0 /35 20 /0 258 /256 139 /126 0 4:00 PM 0 0 0 10 0 7 4 102 0 0 41 21 185 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 9 0 6 7 77 0 0 50 10 159 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 16 0 12 12 77 0 0 55 16 188 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 14 0 11 15 90 0 0 44 11 185 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 6 0 11 8 87 0 0 46 6 164 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 5 0 15 13 87 0 0 56 15 191 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 14 0 13 7 73 0 0 50 11 168 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 12 0 8 7 66 0 0 46 15 154 0 0 0 0 0 0 0 0 0VOLUMES0 0 0 86 0 83 73 659 0 0 388 105 1,394 0 0 0 0 0 0 0 0 0APPROACH %0%0%0%51%0%49%10%90%0%0%79%21%APP/DEPART 0 /178 169 /0 732 /745 493 /471 0 BEGIN PEAK HRVOLUMES 0 0 0 41 0 49 48 341 0 0 201 48 728 0 0 0 0APPROACH %0%0%0%46%0%54%12%88%0%0%81%19%PEAK HR FACTOR 0.000 0.804 0.926 0.877 0.953 APP/DEPART 0 /96 90 /0 389 /382 249 /250 0 Driveway NORTH SIDE Live Oak WEST SIDE EAST SIDE Live Oak SOUTH SIDE Driveway E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 1 0 1 0 2 0 0 0 0 0 1 0 1 0 2 7:15 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 8:15 AM 1 0 1 1 3 1 0 0 1 2 0 0 1 0 1 8:30 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:45 AM 0 0 0 2 2 0 0 0 1 1 0 0 0 1 1 TOTAL 2 0 3 7 12 1 0 0 6 7 1 0 3 1 5 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 5:30 PM 2 0 0 3 5 2 0 0 3 5 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 0 0 6 8 2 0 0 5 7 0 0 0 1 1 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana DrivewayLive Oak U-TURNS Driveway Driveway Live Oak Live Oak PM AM 7:45 AM PM 4:30 PM ALL PED AND BIKE BICYCLE CROSSINGS AM PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-7 211 99 0 112 TOTAL 239 169 83 0 86 PM 178 42 16 0 26 AM 61 26 9 49 3 76 2 71 9 47 1 24 8 37 10 5 14 2 23 2 38 8 62 0 TO T A L PM AM 0 0 0 97 73 24 AM PM TO T A L 1, 0 8 8 65 9 42 9 0 0 0 45 5 74 5 1, 2 0 0 1, 1 8 5 73 2 45 3 0 AM 0 0 0 0 0 PM 0 0 0 0 0 TOTAL 0 0 0 0 110 56 0 54 TOTAL 131 90 49 0 41 PM 96 20 7 0 13 AM 35 13 9 24 9 38 8 37 6 25 0 12 6 20 48 68 11 9 20 1 32 0 TO T A L PM AM AM 7:45 AM 8:45 AM 0 0 0 63 48 15 #N/A AM PM TO T A L 58 4 34 1 24 3 PM 4:30 PM 3:45 PM 0 0 0 25 6 38 2 63 8 64 7 38 9 25 8 0 AM 0 0 0 0 0 PM 0 0 0 0 0 Total 0 0 0 0 Driveway AimTD LLC TURNING MOVEMENT COUNTS Driveway Li v e O a k Li v e O a k Fontana SC3367 ALL HOURS Driveway Driveway Li v e O a k Li v e O a k PEAK HOUR 3.1-8 T816 DATE:LOCATION:PROJECT #:SC3367Tue, Apr 12, 22 NORTH & SOUTH:LOCATION #:4 EAST & WEST:CONTROL:STOP E NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:0 1 X X 1 0 0 X 0 X X X 0 0 0 0 X X X X 7:00 AM 1 50 0 0 39 1 0 0 1 0 0 0 92 0 0 0 0 0 0 0 0 07:15 AM 2 74 0 0 101 0 0 0 2 0 0 0 179 0 0 0 0 0 0 0 0 07:30 AM 5 110 0 0 102 0 0 0 7 0 0 0 224 0 0 0 0 0 0 0 0 07:45 AM 2 146 0 0 89 0 0 0 0 0 0 0 237 0 0 0 0 0 0 0 0 08:00 AM 4 88 0 0 54 1 2 0 1 0 0 0 150 0 0 0 0 0 0 0 0 08:15 AM 1 67 0 0 48 2 1 0 2 0 0 0 121 0 0 0 0 0 0 0 0 08:30 AM 0 53 0 0 38 1 4 0 0 0 0 0 96 0 0 0 0 0 0 0 0 08:45 AM 0 61 0 0 40 0 2 0 0 0 0 0 103 0 0 0 0 0 0 0 0 0VOLUMES15 649 0 0 511 5 9 0 13 0 0 0 1,202 0 0 0 0 0 0 0 0 0APPROACH %2%98%0%0%99%1%41%0%59%0%0%0%APP/DEPART 664 /658 516 /524 22 /0 0 /20 0 BEGIN PEAK HRVOLUMES 13 418 0 0 346 1 2 0 10 0 0 0 790 0 0 0 0APPROACH %3%97%0%0%100%0%17%0%83%0%0%0%PEAK HR FACTOR 0.728 0.850 0.429 0.000 0.833 APP/DEPART 431 /420 347 /356 12 /0 0 /14 0 4:00 PM 0 135 0 0 60 1 0 0 0 0 0 0 196 0 0 0 0 0 0 0 0 04:15 PM 0 94 0 0 65 2 1 0 1 0 0 0 163 0 0 0 0 0 0 0 0 04:30 PM 1 116 0 0 60 1 2 0 0 0 0 0 180 0 0 0 0 0 0 0 0 04:45 PM 0 97 0 0 63 1 1 0 4 0 0 0 166 0 0 0 0 0 0 0 0 05:00 PM 1 93 0 0 67 2 1 0 1 0 0 0 165 0 0 0 0 0 0 0 0 05:15 PM 4 100 0 0 61 2 0 0 4 0 0 0 171 0 0 0 0 0 0 0 0 05:30 PM 1 74 0 0 53 2 2 0 2 0 0 0 134 0 0 0 0 0 0 0 0 05:45 PM 2 94 0 0 49 2 0 0 0 0 0 0 147 0 0 0 0 0 0 0 0 0VOLUMES9 803 0 0 478 13 7 0 12 0 0 0 1,322 0 0 0 0 0 0 0 0 0APPROACH %1%99%0%0%97%3%37%0%63%0%0%0%APP/DEPART 812 /810 491 /490 19 /0 0 /22 0 BEGIN PEAK HRVOLUMES 1 442 0 0 248 5 4 0 5 0 0 0 705 0 0 0 0APPROACH %0%100%0%0%98%2%44%0%56%0%0%0%PEAK HR FACTOR 0.820 0.944 0.450 0.000 0.899 APP/DEPART 443 /446 253 /253 9 /0 0 /6 0 Live Oak NORTH SIDE Goldenrain WEST SIDE EAST SIDE Goldenrain SOUTH SIDE Live Oak E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 7:15 AM 0 1 0 1 2 0 1 0 1 2 0 0 0 0 0 7:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 7:45 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:00 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 8:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:45 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 TOTAL 0 9 0 1 10 0 9 0 1 10 0 0 0 0 0 4:00 PM 0 3 2 0 5 0 3 1 0 4 0 0 1 0 1 4:15 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 4:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 4:45 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 5:00 PM 2 1 0 0 3 0 1 0 0 1 2 0 0 0 2 5:15 PM 0 4 0 0 4 0 1 0 0 1 0 3 0 0 3 5:30 PM 0 3 0 1 4 0 3 0 1 4 0 0 0 0 0 5:45 PM 0 3 3 0 6 0 3 3 0 6 0 0 0 0 0 TOTAL 2 16 6 1 25 0 12 4 1 17 2 4 2 0 8 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana Live OakGoldenrain U-TURNS Live Oak Live Oak Goldenrain Goldenrain PM AM 7:15 AM PM 4:00 PM ALL PED AND BIKE BICYCLE CROSSINGS AM PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-9 1,007 18 989 0 TOTAL 1,468 491 13 478 0 PM 810 516 5 511 0 AM 658 0 0 0 42 22 20 0 0 0 0 0 0 TO T A L PM AM 0 0 0 16 7 9 AM PM TO T A L 0 0 0 25 12 13 0 0 0 41 19 22 524 AM 15 649 0 664 490 PM 9 803 0 812 1,014 TOTAL 24 1,452 0 1,476 600 6 594 0 TOTAL 866 253 5 248 0 PM 446 347 1 346 0 AM 420 0 0 0 20 6 14 0 0 0 0 0 0 TO T A L PM AM AM 7:15 AM 8:45 AM 0 0 0 6 4 2 #N/A AM PM TO T A L 0 0 0 PM 4:00 PM 3:45 PM 15 5 10 0 0 0 21 9 12 356 AM 13 418 0 431 253 PM 1 442 0 443 609 Total 14 860 0 874 Live Oak AimTD LLC TURNING MOVEMENT COUNTS Live Oak Go l d e n r a i n Go l d e n r a i n Fontana SC3367 ALL HOURS Live Oak Live Oak Go l d e n r a i n Go l d e n r a i n PEAK HOUR 3.1-10 T816 DATE:LOCATION:PROJECT #:SC3367Tue, Apr 12, 22 NORTH & SOUTH:LOCATION #:5 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1 1 0 1 1 1 1 3 0 1 3 0 0 0 0 0 0 0 0 0 7:00 AM 6 7 46 2 5 5 4 81 2 32 143 5 338 0 0 0 1 1 33 4 0 17:15 AM 4 11 76 2 9 9 4 86 1 81 203 8 494 0 0 1 1 2 38 3 0 27:30 AM 4 11 86 2 13 8 7 86 4 72 163 13 469 0 0 0 0 0 34 3 2 27:45 AM 11 14 119 3 12 7 8 103 3 78 171 6 535 0 0 2 1 3 56 5 1 28:00 AM 7 12 86 4 4 5 5 88 3 57 139 6 416 0 0 3 0 3 39 1 1 28:15 AM 11 6 83 3 10 3 5 108 2 37 171 4 443 0 0 1 1 2 32 2 0 08:30 AM 4 7 53 10 5 8 10 105 3 44 111 7 367 0 0 3 0 3 19 1 0 08:45 AM 2 10 63 0 6 9 6 94 2 31 106 2 331 0 0 0 1 1 36 2 0 0VOLUMES49 78 612 26 64 54 49 751 20 432 1,207 51 3,393 0 0 10 5 15 287 21 4 9APPROACH %7%11%83%18%44%38%6%92%2%26%71%3%APP/DEPART 739 /168 144 /511 820 /1,394 1,690 /1,320 0 BEGIN PEAK HRVOLUMES 26 48 367 11 38 29 24 363 11 288 676 33 1,914 167 12 4 8APPROACH %6%11%83%14%49%37%6%91%3%29%68%3%PEAK HR FACTOR 0.766 0.848 0.873 0.854 0.894 APP/DEPART 441 /99 78 /335 398 /743 997 /737 0 4:00 PM 4 9 103 19 12 8 4 282 7 48 100 1 597 0 0 0 4 4 47 5 0 04:15 PM 4 6 88 9 15 5 3 278 7 65 108 2 590 0 0 0 0 0 38 4 2 24:30 PM 2 17 114 9 12 6 4 234 5 61 150 7 621 0 0 0 2 2 55 4 1 34:45 PM 2 10 116 13 15 7 4 248 6 74 121 3 619 0 0 0 2 2 46 3 0 15:00 PM 2 1 93 11 10 2 7 230 5 73 103 2 539 0 0 0 3 3 48 0 0 05:15 PM 3 7 100 9 15 6 8 242 8 62 111 3 574 0 0 1 0 1 35 5 1 05:30 PM 1 13 83 8 10 4 7 239 5 52 90 3 515 0 0 0 0 0 29 3 2 05:45 PM 6 10 82 5 9 6 5 193 4 62 130 4 516 0 0 0 0 0 34 1 0 2VOLUMES24 73 779 83 98 44 42 1,946 47 497 913 25 4,571 0 0 1 11 12 332 25 6 8APPROACH %3%8%89%37%44%20%2%96%2%35%64%2%APP/DEPART 876 /139 225 /631 2,035 /2,819 1,435 /982 0 BEGIN PEAK HRVOLUMES 12 42 421 50 54 26 15 1,042 25 248 479 13 2,427 186 16 3 6APPROACH %3%9%89%38%42%20%1%96%2%34%65%2%PEAK HR FACTOR 0.893 0.833 0.923 0.849 0.977 APP/DEPART 475 /70 130 /319 1,082 /1,521 740 /517 0 Live Oak NORTH SIDE Jurupa WEST SIDE EAST SIDE Jurupa SOUTH SIDE Live Oak E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 7:45 AM 0 1 1 1 3 0 1 1 0 2 0 0 0 1 1 8:00 AM 0 0 1 1 2 0 0 1 0 1 0 0 0 1 1 8:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 TOTAL 2 2 4 2 10 0 2 4 0 6 2 0 0 2 4 4:00 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 4:15 PM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 2 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 5:15 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 5:30 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 5:45 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1 TOTAL 0 0 7 3 10 0 0 4 2 6 0 0 3 1 4 RTOR INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Fontana Live OakJurupa U-TURNS Live Oak Live Oak Jurupa Jurupa PM AM 7:15 AM PM 4:00 PM ALL PED AND BIKE BICYCLE CROSSINGS AM PEDESTRIAN CROSSINGS Add U-Turns to Left Turns 3.1-11 369 98 162 109 TOTAL 307 225 44 98 83 PM 139 144 54 64 26 AM 168 1, 6 9 0 1, 4 3 5 3, 1 2 5 2, 3 0 2 98 2 1, 3 2 0 51 25 76 1, 2 0 7 91 3 2, 1 2 0 TO T A L PM AM 43 2 49 7 92 9 91 42 49 AM PM TO T A L 2, 6 9 7 1, 9 4 6 75 1 67 47 20 1, 3 9 4 2, 8 1 9 4, 2 1 3 2, 8 5 5 2, 0 3 5 82 0 511 AM 49 78 612 739 631 PM 24 73 779 876 1,142 TOTAL 73 151 1,391 1,615 208 55 92 61 TOTAL 169 130 26 54 50 PM 70 78 29 38 11 AM 99 99 7 74 0 1, 7 3 7 1, 2 5 4 51 7 73 7 33 13 46 67 6 47 9 1, 1 5 5 TO T A L PM AM AM 7:15 AM 8:45 AM 28 8 24 8 53 6 39 15 24 #N/A AM PM TO T A L 1, 4 0 5 1, 0 4 2 36 3 PM 4:00 PM 3:45 PM 36 25 11 74 3 1, 5 2 1 2, 2 6 4 1, 4 8 0 1, 0 8 2 39 8 335 AM 26 48 367 441 319 PM 12 42 421 475 654 Total 38 90 788 916 Live Oak AimTD LLC TURNING MOVEMENT COUNTS Live Oak Ju r u p a Ju r u p a Fontana SC3367 ALL HOURS Live Oak Live Oak Ju r u p a Ju r u p a PEAK HOUR 3.1-12 CITY: Fontana PROJECT: AM Period NB SB PM Period NB SB 0:00 3 3 12:00 63 39 0:15 2 2 12:15 61 41 0:30 7 7 12:30 51 44 0:45 5 17 3 15 32 12:45 55 230 39 163 393 1:00 2 1 13:00 55 46 1:15 2 3 13:15 55 38 1:30 4 2 13:30 63 52 1:45 1 9 4 10 19 13:45 50 223 66 202 425 2:00 7 5 14:00 53 77 2:15 3 1 14:15 84 75 2:30 3 0 14:30 116 69 2:45 7 20 7 13 33 14:45 132 385 86 307 692 3:00 5 3 15:00 118 71 3:15 6 5 15:15 98 59 3:30 7 5 15:30 88 71 3:45 8 26 6 19 45 15:45 114 418 39 240 658 4:00 6 4 16:00 125 64 4:15 7 4 16:15 94 69 4:30 16 16 16:30 113 54 4:45 22 51 22 46 97 16:45 104 436 74 261 697 5:00 20 18 17:00 89 58 5:15 11 15 17:15 113 67 5:30 21 28 17:30 85 60 5:45 34 86 20 81 167 17:45 85 372 54 239 611 6:00 21 24 18:00 64 47 6:15 18 18 18:15 77 48 6:30 42 37 18:30 81 44 6:45 55 136 33 112 248 18:45 67 289 48 187 476 7:00 51 45 19:00 63 55 7:15 84 81 19:15 69 40 7:30 90 102 19:30 62 32 7:45 147 372 85 313 685 19:45 51 245 32 159 404 8:00 84 52 20:00 45 43 8:15 74 43 20:15 29 33 8:30 46 40 20:30 34 35 8:45 59 263 32 167 430 20:45 33 141 21 132 273 9:00 52 40 21:00 31 41 9:15 58 35 21:15 25 24 9:30 39 33 21:30 22 12 9:45 36 185 38 146 331 21:45 23 101 16 93 194 10:00 30 36 22:00 24 12 10:15 32 43 22:15 16 7 10:30 42 33 22:30 28 11 10:45 43 147 38 150 297 22:45 13 81 4 34 115 11:00 46 40 23:00 7 5 11:15 45 36 23:15 12 9 11:30 63 49 23:30 6 6 11:45 50 204 40 165 369 23:45 5 30 4 24 54 Total Vol.1516 1237 2753 2951 2041 4992 NB SB Combined 4467 3278 7745 Split %55.1% 44.9%35.5%59.1% 40.9%64.5% Peak Hour 7:15 7:15 7:15 14:30 14:00 14:15 Volume 405 320 725 464 307 751 P.H.F.0.69 0.78 0.78 0.92 0.89 0.86 Tuesday, April 12, 2022 SC3367 ADT1 Live Oak north of Southridge Park Daily Totals AM PM cs@aimtd.com Tell. 714 253 7888 3.1-13 CITY: Fontana PROJECT: AM Period EB WB PM Period EB WB 0:00 25 24 12:00 121 126 0:15 20 22 12:15 124 124 0:30 27 20 12:30 136 125 0:45 19 91 16 82 173 12:45 142 523 125 500 1023 1:00 18 14 13:00 136 174 1:15 18 14 13:15 142 142 1:30 16 12 13:30 195 170 1:45 19 71 20 60 131 13:45 173 646 192 678 1324 2:00 19 16 14:00 163 171 2:15 16 12 14:15 171 148 2:30 15 29 14:30 250 151 2:45 19 69 36 93 162 14:45 264 848 213 683 1531 3:00 21 27 15:00 228 169 3:15 13 28 15:15 204 191 3:30 31 50 15:30 286 210 3:45 27 92 55 160 252 15:45 297 1015 185 755 1770 4:00 27 45 16:00 307 162 4:15 23 81 16:15 275 186 4:30 51 112 16:30 257 210 4:45 66 167 140 378 545 16:45 285 1124 172 730 1854 5:00 48 103 17:00 302 177 5:15 53 116 17:15 275 169 5:30 58 150 17:30 251 139 5:45 75 234 166 535 769 17:45 203 1031 180 665 1696 6:00 75 124 18:00 187 123 6:15 69 139 18:15 173 118 6:30 108 177 18:30 150 103 6:45 114 366 187 627 993 18:45 103 613 92 436 1049 7:00 141 216 19:00 102 109 7:15 149 249 19:15 87 90 7:30 174 259 19:30 103 89 7:45 166 630 262 986 1616 19:45 80 372 83 371 743 8:00 141 280 20:00 74 81 8:15 196 237 20:15 64 76 8:30 171 182 20:30 49 70 8:45 139 647 180 879 1526 20:45 55 242 64 291 533 9:00 81 181 21:00 52 60 9:15 95 133 21:15 62 42 9:30 84 135 21:30 57 69 9:45 115 375 111 560 935 21:45 50 221 48 219 440 10:00 94 106 22:00 43 45 10:15 92 147 22:15 34 30 10:30 120 137 22:30 37 49 10:45 122 428 107 497 925 22:45 29 143 41 165 308 11:00 97 137 23:00 32 34 11:15 113 124 23:15 25 24 11:30 113 156 23:30 34 27 11:45 126 449 120 537 986 23:45 27 118 21 106 224 Total Vol.3619 5394 9013 6896 5599 12495 EB WB Combined 10515 10993 21508 Split %40.2% 59.8%41.9%55.2% 44.8%58.1% Peak Hour 7:30 7:15 7:30 15:30 14:45 15:30 Volume 677 1050 1715 1165 783 1908 P.H.F.0.86 0.94 0.99 0.97 0.92 0.96 Tuesday, April 12, 2022 SC3367 ADT2 Jurupa west of Cherry. Daily Totals AM PM cs@aimtd.com Tell. 714 253 7888 3.1-14 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 201 345 82 543 102 276 421 58 316 276 Future Volume (vph) 201 345 82 543 102 276 421 58 316 276 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)18.0 43.0 16.0 41.0 41.0 21.0 44.6 16.4 40.0 40.0 Total Split (%)15.0% 35.8% 13.3% 34.2% 34.2% 17.5% 37.2% 13.7% 33.3% 33.3% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 77.1 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 3.2-1 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 201 345 142 82 543 102 276 421 38 58 316 276 Future Volume (veh/h) 201 345 142 82 543 102 276 421 38 58 316 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 205 352 125 84 554 80 282 430 31 59 322 183 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 300 965 322 195 809 358 385 1741 124 166 1048 435 Arrive On Green 0.09 0.26 0.26 0.06 0.23 0.23 0.11 0.36 0.36 0.05 0.29 0.29 Sat Flow, veh/h 3456 3746 1248 3456 3554 1575 3456 4860 346 3456 3554 1475 Grp Volume(v), veh/h 205 318 159 84 554 80 282 300 161 59 322 183 Grp Sat Flow(s),veh/h/ln 1728 1702 1590 1728 1777 1575 1728 1702 1802 1728 1777 1475 Q Serve(g_s), s 4.1 5.5 5.9 1.7 10.3 3.0 5.7 4.5 4.5 1.2 5.1 7.2 Cycle Q Clear(g_c), s 4.1 5.5 5.9 1.7 10.3 3.0 5.7 4.5 4.5 1.2 5.1 7.2 Prop In Lane 1.00 0.79 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 300 877 410 195 809 358 385 1219 645 166 1048 435 V/C Ratio(X)0.68 0.36 0.39 0.43 0.69 0.22 0.73 0.25 0.25 0.35 0.31 0.42 Avail Cap(c_a), veh/h 644 1761 822 548 1739 771 788 1870 990 567 1725 716 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 21.9 22.0 32.8 25.4 22.6 30.9 16.2 16.3 33.1 19.7 20.4 Incr Delay (d2), s/veh 1.0 0.3 0.6 0.6 1.0 0.3 1.0 0.1 0.2 0.5 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 2.0 2.1 0.7 4.0 1.1 2.3 1.6 1.8 0.5 2.0 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 22.1 22.6 33.4 26.5 22.9 31.9 16.3 16.5 33.6 19.8 21.1 LnGrp LOS C C C C C C C B B C B C Approach Vol, veh/h 682 718 743 564 Approach Delay, s/veh 25.5 26.9 22.3 21.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 24.3 12.6 26.3 10.8 22.2 8.1 30.9 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 37.2 16.4 34.9 13.4 35.2 11.8 39.5 Max Q Clear Time (g_c+I1), s 3.7 7.9 7.7 9.2 6.1 12.3 3.2 6.5 Green Ext Time (p_c), s 0.1 2.9 0.4 2.7 0.2 3.7 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C 3.2-2 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 132 134 141 143 42 365 9 301 Future Volume (vph) 132 134 141 143 42 365 9 301 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)57.0 57.0 57.0 57.0 63.0 63.0 63.0 63.0 Total Split (%)47.5% 47.5% 47.5% 47.5% 52.5% 52.5% 52.5% 52.5% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 47.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 3.2-3 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 132 134 37 141 143 19 42 365 260 9 301 172 Future Volume (veh/h) 132 134 37 141 143 19 42 365 260 9 301 172 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.97 0.98 0.99 0.96 0.99 0.95 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 186 189 42 199 201 20 59 514 273 13 424 174 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 500 563 125 494 636 63 370 848 448 298 940 381 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 1130 1475 328 1133 1667 166 811 2201 1164 679 2441 989 Grp Volume(v), veh/h 186 0 231 199 0 221 59 415 372 13 307 291 Grp Sat Flow(s),veh/h/ln 1130 0 1802 1133 0 1833 811 1777 1588 679 1777 1653 Q Serve(g_s), s 6.1 0.0 4.0 6.6 0.0 3.7 2.6 8.2 8.2 0.7 5.6 5.7 Cycle Q Clear(g_c), s 9.8 0.0 4.0 10.6 0.0 3.7 8.3 8.2 8.2 8.9 5.6 5.7 Prop In Lane 1.00 0.18 1.00 0.09 1.00 0.73 1.00 0.60 Lane Grp Cap(c), veh/h 500 0 688 494 0 699 370 684 611 298 684 637 V/C Ratio(X)0.37 0.00 0.34 0.40 0.00 0.32 0.16 0.61 0.61 0.04 0.45 0.46 Avail Cap(c_a), veh/h 1410 0 2138 1406 0 2174 1131 2352 2101 936 2352 2188 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.9 0.0 9.6 13.3 0.0 9.5 13.1 10.8 10.8 14.4 10.0 10.0 Incr Delay (d2), s/veh 0.5 0.0 0.3 0.5 0.0 0.3 0.2 0.9 1.0 0.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 1.2 1.4 0.0 1.2 0.4 2.5 2.3 0.1 1.7 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 0.0 9.9 13.9 0.0 9.8 13.3 11.7 11.8 14.4 10.5 10.5 LnGrp LOS B A A B A A B B B B B B Approach Vol, veh/h 417 420 846 611 Approach Delay, s/veh 11.4 11.7 11.8 10.6 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.9 21.8 21.9 21.8 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 57.9 51.9 57.9 51.9 Max Q Clear Time (g_c+I1), s 10.3 11.8 10.9 12.6 Green Ext Time (p_c), s 6.5 2.2 4.2 2.2 Intersection Summary HCM 6th Ctrl Delay 11.4 HCM 6th LOS B 3.2-4 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park & Live Oak Av.06/14/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 410 10 3 323 20 5 0 4 13 0 17 Future Vol, veh/h 15 410 10 3 323 20 5 0 4 13 0 17 Conflicting Peds, #/hr 0 02000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 19 532 13 4 419 26 6 0 5 17 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 445 0 0 547 0 0 1030 1032 541 1019 1025 432 Stage 1 ------579579-440440- Stage 2 ------451453-579585- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1115 - - 1022 - - 212 233 541 215 235 624 Stage 1 ------501501-596578- Stage 2 ------588570-501498- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1115 - - 1020 - - 201 228 540 210 230 624 Mov Cap-2 Maneuver ------327340-336344- Stage 1 ------491491-586576- Stage 2 ------565568-488489- Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 14.3 13.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)397 1115 - - 1020 - - 455 HCM Lane V/C Ratio 0.029 0.017 - - 0.004 - - 0.086 HCM Control Delay (s) 14.3 8.3 - - 8.5 0 - 13.7 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 3.2-5 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr.05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 10 13 418 346 1 Future Vol, veh/h 2 10 13 418 346 1 Conflicting Peds, #/hr 0 0 0 0 0 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 12 16 504 417 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 959 423 423 0 - 0 Stage 1 423 - - - - - Stage 2 536 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 285 631 1136 - - - Stage 1 661 - - - - - Stage 2 587 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 278 628 1131 - - - Mov Cap-2 Maneuver 475 - - - - - Stage 1 648 - - - - - Stage 2 584 - - - - - Approach EB NB SB HCM Control Delay, s 11.2 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1131 - 596 - - HCM Lane V/C Ratio 0.014 - 0.024 - - HCM Control Delay (s) 8.2 - 11.2 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 3.2-6 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)24 363 288 676 26 48 11 38 29 Future Volume (vph)24 363 288 676 26 48 11 38 29 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 33.3 26.5 43.5 22.6 43.9 16.3 37.6 37.6 Total Split (%)13.6% 27.8% 22.1% 36.3% 18.8% 36.6% 13.6% 31.3% 31.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 69.5 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 3.2-7 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 Existing (2022) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 363 11 288 676 33 26 48 367 11 38 29 Future Volume (veh/h) 24 363 11 288 676 33 26 48 367 11 38 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 408 8 324 760 28 29 54 224 12 43 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 109 932 18 382 1688 62 115 71 293 54 353 299 Arrive On Green 0.06 0.18 0.18 0.21 0.33 0.33 0.06 0.22 0.22 0.03 0.19 0.19 Sat Flow, veh/h 1781 5154 101 1781 5051 186 1781 317 1316 1781 1870 1583 Grp Volume(v), veh/h 27 269 147 324 512 276 29 0 278 12 43 20 Grp Sat Flow(s),veh/h/ln 1781 1702 1851 1781 1702 1832 1781 0 1633 1781 1870 1583 Q Serve(g_s), s 0.8 4.0 4.0 10.0 6.7 6.8 0.9 0.0 9.1 0.4 1.1 0.6 Cycle Q Clear(g_c), s 0.8 4.0 4.0 10.0 6.7 6.8 0.9 0.0 9.1 0.4 1.1 0.6 Prop In Lane 1.00 0.05 1.00 0.10 1.00 0.81 1.00 1.00 Lane Grp Cap(c), veh/h 109 616 335 382 1137 612 115 0 364 54 353 299 V/C Ratio(X)0.25 0.44 0.44 0.85 0.45 0.45 0.25 0.00 0.76 0.22 0.12 0.07 Avail Cap(c_a), veh/h 365 1638 890 682 2245 1208 561 0 1109 365 1063 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 20.8 20.8 21.6 14.9 14.9 25.4 0.0 20.8 27.1 19.3 19.1 Incr Delay (d2), s/veh 0.4 0.5 0.9 2.1 0.3 0.5 0.4 0.0 3.3 0.8 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.4 1.6 3.7 2.1 2.4 0.4 0.0 3.4 0.2 0.4 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 21.3 21.7 23.6 15.2 15.4 25.8 0.0 24.1 27.8 19.4 19.1 LnGrp LOS C C C C B B C A C C B B Approach Vol, veh/h 443 1112 307 75 Approach Delay, s/veh 21.7 17.7 24.3 20.7 Approach LOS C B C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.9 16.1 8.3 15.9 8.1 24.9 6.3 17.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 21.9 27.5 18.0 32.5 11.7 37.7 11.7 38.8 Max Q Clear Time (g_c+I1), s 12.0 6.0 2.9 3.1 2.8 8.8 2.4 11.1 Green Ext Time (p_c), s 0.3 2.2 0.0 0.2 0.0 5.0 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B 3.2-8 Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 218 778 78 414 53 60 229 170 450 238 Future Volume (vph) 218 778 78 414 53 60 229 170 450 238 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)19.0 44.8 16.0 41.8 41.8 16.4 42.2 17.0 42.8 42.8 Total Split (%)15.8% 37.3% 13.3% 34.8% 34.8% 13.7% 35.2% 14.2% 35.7% 35.7% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 74.4 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 3.2-9 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 218 778 102 78 414 53 60 229 51 170 450 238 Future Volume (veh/h) 218 778 102 78 414 53 60 229 51 170 450 238 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 227 810 92 81 431 36 62 239 33 177 469 230 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 339 1344 152 212 897 394 184 1087 146 280 947 410 Arrive On Green 0.10 0.29 0.29 0.06 0.25 0.25 0.05 0.24 0.24 0.08 0.27 0.27 Sat Flow, veh/h 3456 4645 524 3456 3554 1563 3456 4553 610 3456 3554 1539 Grp Volume(v), veh/h 227 592 310 81 431 36 62 177 95 177 469 230 Grp Sat Flow(s),veh/h/ln 1728 1702 1765 1728 1777 1563 1728 1702 1760 1728 1777 1539 Q Serve(g_s), s 3.9 9.1 9.2 1.4 6.3 1.1 1.1 2.5 2.7 3.0 6.8 7.9 Cycle Q Clear(g_c), s 3.9 9.1 9.2 1.4 6.3 1.1 1.1 2.5 2.7 3.0 6.8 7.9 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 339 985 511 212 897 394 184 813 420 280 947 410 V/C Ratio(X)0.67 0.60 0.61 0.38 0.48 0.09 0.34 0.22 0.23 0.63 0.50 0.56 Avail Cap(c_a), veh/h 816 2178 1130 646 2099 923 669 2072 1071 703 2198 952 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 18.6 18.7 27.5 19.4 17.4 27.8 18.6 18.7 27.1 18.9 19.3 Incr Delay (d2), s/veh 0.9 0.6 1.2 0.4 0.4 0.1 0.4 0.1 0.3 0.9 0.4 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 3.1 3.3 0.5 2.3 0.4 0.4 0.9 1.0 1.2 2.6 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.4 19.2 19.8 27.9 19.8 17.5 28.2 18.8 18.9 28.0 19.3 20.5 LnGrp LOS C B B C B B C B B C B C Approach Vol, veh/h 1129 548 334 876 Approach Delay, s/veh 21.0 20.8 20.6 21.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 23.4 7.8 21.3 10.6 21.2 9.5 19.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 39.0 11.8 37.7 14.4 36.0 12.4 37.1 Max Q Clear Time (g_c+I1), s 3.4 11.2 3.1 9.9 5.9 8.3 5.0 4.7 Green Ext Time (p_c), s 0.1 5.9 0.0 4.1 0.3 2.8 0.2 1.7 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C 3.2-10 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)45 56 233 92 8 289 20 301 Future Volume (vph)45 56 233 92 8 289 20 301 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)62.0 62.0 62.0 62.0 58.0 58.0 58.0 58.0 Total Split (%)51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 38.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 3.2-11 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 56 6 233 92 34 8 289 369 20 301 81 Future Volume (veh/h) 45 56 6 233 92 34 8 289 369 20 301 81 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.97 1.00 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 63 4 262 103 23 9 325 279 22 338 62 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 573 581 37 629 492 110 486 646 541 389 1067 193 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.36 0.36 0.36 0.36 0.36 0.36 Sat Flow, veh/h 1250 1738 110 1328 1472 329 980 1810 1516 808 2989 541 Grp Volume(v), veh/h 51 0 67 262 0 126 9 319 285 22 199 201 Grp Sat Flow(s),veh/h/ln 1250 0 1848 1328 0 1800 980 1777 1549 808 1777 1753 Q Serve(g_s), s 1.0 0.0 0.8 5.6 0.0 1.7 0.2 4.6 4.8 0.7 2.7 2.7 Cycle Q Clear(g_c), s 2.7 0.0 0.8 6.4 0.0 1.7 3.0 4.6 4.8 5.5 2.7 2.7 Prop In Lane 1.00 0.06 1.00 0.18 1.00 0.98 1.00 0.31 Lane Grp Cap(c), veh/h 573 0 618 629 0 602 486 634 553 389 634 626 V/C Ratio(X)0.09 0.00 0.11 0.42 0.00 0.21 0.02 0.50 0.52 0.06 0.31 0.32 Avail Cap(c_a), veh/h 2309 0 3185 2473 0 3102 1706 2847 2481 1396 2847 2808 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 8.8 0.0 7.6 9.8 0.0 7.9 8.8 8.3 8.4 10.5 7.7 7.7 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.4 0.0 0.2 0.0 0.6 0.7 0.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.2 1.1 0.0 0.4 0.0 1.2 1.1 0.1 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 8.9 0.0 7.7 10.3 0.0 8.0 8.8 8.9 9.1 10.6 8.0 8.0 LnGrp LOS A A A B A A A A A B A A Approach Vol, veh/h 118 388 613 422 Approach Delay, s/veh 8.2 9.5 9.0 8.1 Approach LOS A A A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 16.9 16.1 16.9 16.1 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 52.9 56.9 52.9 56.9 Max Q Clear Time (g_c+I1), s 6.8 4.7 7.5 8.4 Green Ext Time (p_c), s 4.3 0.5 2.7 1.6 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A 3.2-12 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park & Live Oak Av.06/14/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 48 433 18 6 260 48 6 0 10 41 0 49 Future Vol, veh/h 48 433 18 6 260 48 6 0 10 41 0 49 Conflicting Peds, #/hr 0 01000003000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 51 461 19 6 277 51 6 0 11 44 0 52 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 328 0 0 481 0 0 915 914 475 896 898 303 Stage 1 ------574574-315315- Stage 2 ------341340-581583- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1232 - - 1082 - - 253 273 590 261 279 737 Stage 1 ------504503-696656- Stage 2 ------674639-499499- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1232 - - 1081 - - 226 260 588 246 266 737 Mov Cap-2 Maneuver ------341358-355365- Stage 1 ------483482-667652- Stage 2 ------623635-468478- Approach EB WB NB SB HCM Control Delay, s 0.8 0.2 13.1 14 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)462 1232 - - 1081 - - 495 HCM Lane V/C Ratio 0.037 0.041 - - 0.006 - - 0.193 HCM Control Delay (s) 13.1 8 - - 8.3 0 - 14 HCM Lane LOS B A - - A A - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.7 3.2-13 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr.06/14/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 5 1 472 293 5 Future Vol, veh/h 4 5 1 472 293 5 Conflicting Peds, #/hr 0 10004 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 4 6 1 524 326 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 859 334 336 0 - 0 Stage 1 333 ----- Stage 2 526 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 327 708 1223 - - - Stage 1 726 ----- Stage 2 593 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 324 705 1218 - - - Mov Cap-2 Maneuver 507 ----- Stage 1 722 ----- Stage 2 591 ----- Approach EB NB SB HCM Control Delay, s 11.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1218 - 601 - - HCM Lane V/C Ratio 0.001 - 0.017 - - HCM Control Delay (s) 8 - 11.1 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 3.2-14 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)15 1042 248 479 12 42 50 54 26 Future Volume (vph)15 1042 248 479 12 42 50 54 26 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 36.0 22.0 41.7 22.6 45.7 16.3 39.4 39.4 Total Split (%)13.6% 30.0% 18.3% 34.8% 18.8% 38.1% 13.6% 32.8% 32.8% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 83.5 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 3.2-15 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 Existing (2022) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 1042 25 248 479 13 12 42 421 50 54 26 Future Volume (veh/h) 15 1042 25 248 479 13 12 42 421 50 54 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 1063 23 253 489 7 12 43 240 51 55 11 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 63 1448 31 294 2132 30 52 53 294 152 504 427 Arrive On Green 0.04 0.28 0.28 0.16 0.41 0.41 0.03 0.21 0.21 0.09 0.27 0.27 Sat Flow, veh/h 1781 5140 111 1781 5187 74 1781 247 1376 1781 1870 1585 Grp Volume(v), veh/h 15 704 382 253 321 175 12 0 283 51 55 11 Grp Sat Flow(s),veh/h/ln 1781 1702 1847 1781 1702 1857 1781 0 1623 1781 1870 1585 Q Serve(g_s), s 0.6 14.8 14.8 10.9 4.8 4.9 0.5 0.0 13.1 2.1 1.7 0.4 Cycle Q Clear(g_c), s 0.6 14.8 14.8 10.9 4.8 4.9 0.5 0.0 13.1 2.1 1.7 0.4 Prop In Lane 1.00 0.06 1.00 0.04 1.00 0.85 1.00 1.00 Lane Grp Cap(c), veh/h 63 959 520 294 1399 763 52 0 347 152 504 427 V/C Ratio(X)0.24 0.73 0.73 0.86 0.23 0.23 0.23 0.00 0.82 0.34 0.11 0.03 Avail Cap(c_a), veh/h 264 1301 706 392 1547 844 406 0 834 264 812 688 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.1 25.7 25.7 32.1 15.1 15.1 37.5 0.0 29.6 34.0 21.7 21.2 Incr Delay (d2), s/veh 0.7 1.4 2.6 11.2 0.1 0.2 0.8 0.0 4.7 0.5 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.6 6.3 5.3 1.7 1.8 0.2 0.0 5.3 0.9 0.7 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.8 27.1 28.3 43.3 15.2 15.3 38.3 0.0 34.3 34.5 21.8 21.2 LnGrp LOS D C C D B B D A C C C C Approach Vol, veh/h 1101 749 295 117 Approach Delay, s/veh 27.7 24.7 34.4 27.3 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.6 28.1 6.9 26.4 7.4 38.3 11.3 22.0 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 17.4 30.2 18.0 34.3 11.7 35.9 11.7 40.6 Max Q Clear Time (g_c+I1), s 12.9 16.8 2.5 3.7 2.6 6.9 4.1 15.1 Green Ext Time (p_c), s 0.2 5.4 0.0 0.3 0.0 2.9 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 27.6 HCM 6th LOS C 3.2-16 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 3.3: EXISTING (2022) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = Existing (2022) Conditions - Weekday PM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =813 Number of Approach Lanes on Major Street =1 Minor Street Name =Southridge Park High Volume Approach (VPH) =90 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 81 3 90 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =778 Number of Approach Lanes on Major Street =1 Minor Street Name =Goldenrain Drive High Volume Approach (VPH) =12 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 77 812 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 3.3-2 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 5.1: EAP (2027) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 222 381 91 600 113 326 486 64 359 305 Future Volume (vph) 222 381 91 600 113 326 486 64 359 305 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)18.0 43.0 16.0 41.0 41.0 21.0 44.6 16.4 40.0 40.0 Total Split (%)15.0% 35.8% 13.3% 34.2% 34.2% 17.5% 37.2% 13.7% 33.3% 33.3% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 82.4 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 5.1-1 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 222 381 167 91 600 113 326 486 42 64 359 305 Future Volume (veh/h) 222 381 167 91 600 113 326 486 42 64 359 305 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.99 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 227 389 150 93 612 91 333 496 35 65 366 212 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 315 1003 364 190 847 376 427 1796 125 166 1043 433 Arrive On Green 0.09 0.27 0.27 0.05 0.24 0.24 0.12 0.37 0.37 0.05 0.29 0.29 Sat Flow, veh/h 3456 3653 1326 3456 3554 1575 3456 4868 340 3456 3554 1474 Grp Volume(v), veh/h 227 361 178 93 612 91 333 345 186 65 366 212 Grp Sat Flow(s),veh/h/ln 1728 1702 1575 1728 1777 1575 1728 1702 1803 1728 1777 1474 Q Serve(g_s), s 5.1 6.8 7.3 2.1 12.6 3.7 7.4 5.6 5.7 1.4 6.4 9.4 Cycle Q Clear(g_c), s 5.1 6.8 7.3 2.1 12.6 3.7 7.4 5.6 5.7 1.4 6.4 9.4 Prop In Lane 1.00 0.84 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 315 935 432 190 847 376 427 1256 665 166 1043 433 V/C Ratio(X)0.72 0.39 0.41 0.49 0.72 0.24 0.78 0.27 0.28 0.39 0.35 0.49 Avail Cap(c_a), veh/h 584 1597 739 497 1577 699 715 1696 898 514 1564 649 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.1 23.3 23.5 36.4 27.8 24.4 33.7 17.6 17.6 36.6 22.1 23.1 Incr Delay (d2), s/veh 1.2 0.3 0.6 0.7 1.2 0.3 1.2 0.1 0.2 0.6 0.2 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 2.5 2.6 0.8 5.0 1.4 3.1 2.1 2.3 0.6 2.6 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.2 23.6 24.2 37.1 29.0 24.7 34.9 17.7 17.8 37.2 22.3 24.0 LnGrp LOS D C C D C C C B B D C C Approach Vol, veh/h 766 796 864 643 Approach Delay, s/veh 27.5 29.4 24.3 24.3 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 27.6 14.4 28.4 11.8 24.7 8.4 34.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 37.2 16.4 34.9 13.4 35.2 11.8 39.5 Max Q Clear Time (g_c+I1), s 4.1 9.3 9.4 11.4 7.1 14.6 3.4 7.7 Green Ext Time (p_c), s 0.1 3.3 0.4 3.1 0.2 4.0 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 26.4 HCM 6th LOS C 5.1-2 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 146 148 181 158 46 403 29 332 Future Volume (vph) 146 148 181 158 46 403 29 332 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)57.0 57.0 57.0 57.0 63.0 63.0 63.0 63.0 Total Split (%)47.5% 47.5% 47.5% 47.5% 52.5% 52.5% 52.5% 52.5% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 62.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 5.1-3 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 148 41 181 158 63 46 403 298 29 332 190 Future Volume (veh/h) 146 148 41 181 158 63 46 403 298 29 332 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.96 0.99 0.95 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 206 208 48 255 223 82 65 568 327 41 468 200 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 427 589 136 471 519 191 335 867 499 253 980 415 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 1055 1463 338 1109 1289 474 763 2129 1225 618 2406 1019 Grp Volume(v), veh/h 206 0 256 255 0 305 65 474 421 41 345 323 Grp Sat Flow(s),veh/h/ln 1055 0 1801 1109 0 1763 763 1777 1577 618 1777 1649 Q Serve(g_s), s 9.4 0.0 5.3 11.2 0.0 6.7 3.7 11.6 11.6 3.1 7.6 7.8 Cycle Q Clear(g_c), s 16.1 0.0 5.3 16.5 0.0 6.7 11.4 11.6 11.6 14.7 7.6 7.8 Prop In Lane 1.00 0.19 1.00 0.27 1.00 0.78 1.00 0.62 Lane Grp Cap(c), veh/h 427 0 725 471 0 710 335 724 642 253 724 671 V/C Ratio(X)0.48 0.00 0.35 0.54 0.00 0.43 0.19 0.65 0.66 0.16 0.48 0.48 Avail Cap(c_a), veh/h 1023 0 1743 1098 0 1707 847 1918 1703 668 1918 1780 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 0.0 11.2 16.9 0.0 11.6 15.9 12.8 12.9 18.8 11.7 11.7 Incr Delay (d2), s/veh 0.8 0.0 0.3 1.0 0.0 0.4 0.3 1.0 1.1 0.3 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 1.8 2.5 0.0 2.2 0.6 3.9 3.5 0.4 2.5 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.2 0.0 11.5 17.9 0.0 12.0 16.2 13.9 14.0 19.1 12.2 12.3 LnGrp LOS B A B B A B B B B B B B Approach Vol, veh/h 462 560 960 709 Approach Delay, s/veh 14.5 14.7 14.1 12.6 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.9 26.7 26.9 26.7 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 57.9 51.9 57.9 51.9 Max Q Clear Time (g_c+I1), s 13.6 18.1 16.7 18.5 Green Ext Time (p_c), s 7.8 2.6 5.2 3.1 Intersection Summary HCM 6th Ctrl Delay 13.9 HCM 6th LOS B 5.1-4 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park/Driveway 1/Driveway & Live Oak Av.06/14/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 461 34 5 374 22 56 0 8 14 0 19 Future Vol, veh/h 17 461 34 5 374 22 56 0 8 14 0 19 Conflicting Peds, #/hr 0 02000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 22 599 44 6 486 29 73 0 10 18 0 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 515 0 0 645 0 0 1192 1194 623 1183 1202 501 Stage 1 ------667667-513513- Stage 2 ------525527-670689- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1051 - - 940 - - 164 187 486 166 185 570 Stage 1 ------448457-544536- Stage 2 ------536528-446446- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1051 - - 938 - - 153 182 485 159 180 570 Mov Cap-2 Maneuver ------280298-286298- Stage 1 ------438446-533533- Stage 2 ------510525-427436- Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 21.8 15 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)296 1051 - - 938 - - 401 HCM Lane V/C Ratio 0.281 0.021 - - 0.007 - - 0.107 HCM Control Delay (s) 21.8 8.5 - - 8.9 - - 15 HCM Lane LOS C A - - A - - C HCM 95th %tile Q(veh) 1.1 0.1 - - 0 - - 0.4 5.1-5 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr./Driveway 2 05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 11 17 0 13 14 466 8 6 384 1 Future Vol, veh/h 2 0 11 17 0 13 14 466 8 6 384 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 5 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 92 83 92 92 92 83 83 92 92 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 13 18 0 14 17 561 9 7 463 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1090 1087 469 1084 1083 566 469 0 0 570 0 0 Stage 1 483 483 - 600 600 - - - - - - - Stage 2 607 604 - 484 483 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 193 216 594 194 217 524 1093 - - 1002 - - Stage 1 565 553 - 488 490 - - - - - - - Stage 2 483 488 - 564 553 - - - - - - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 184 210 591 186 211 524 1088 - - 1002 - - Mov Cap-2 Maneuver 371 385 - 186 211 - - - - - - - Stage 1 554 546 - 480 482 - - - - - - - Stage 2 463 480 - 548 546 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 21 0.2 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1088 - - 542 258 1002 - - HCM Lane V/C Ratio 0.016 - - 0.029 0.126 0.007 - - HCM Control Delay (s) 8.4 - - 11.8 21 8.6 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.4 0 - - 5.1-6 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)26 401 324 746 29 57 12 44 32 Future Volume (vph)26 401 324 746 29 57 12 44 32 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 33.3 26.5 43.5 22.6 43.9 16.3 37.6 37.6 Total Split (%)13.6% 27.8% 22.1% 36.3% 18.8% 36.6% 13.6% 31.3% 31.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 74.5 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 5.1-7 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 EAP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 401 12 324 746 36 29 57 418 12 44 32 Future Volume (veh/h) 26 401 12 324 746 36 29 57 418 12 44 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 451 9 364 838 31 33 64 282 13 49 23 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 112 828 16 415 1670 62 123 79 350 57 424 358 Arrive On Green 0.06 0.16 0.16 0.23 0.33 0.33 0.07 0.26 0.26 0.03 0.23 0.23 Sat Flow, veh/h 1781 5152 102 1781 5049 186 1781 302 1329 1781 1870 1583 Grp Volume(v), veh/h 29 297 163 364 564 305 33 0 346 13 49 23 Grp Sat Flow(s),veh/h/ln 1781 1702 1850 1781 1702 1832 1781 0 1631 1781 1870 1583 Q Serve(g_s), s 1.0 5.2 5.2 12.7 8.6 8.6 1.1 0.0 12.8 0.5 1.3 0.7 Cycle Q Clear(g_c), s 1.0 5.2 5.2 12.7 8.6 8.6 1.1 0.0 12.8 0.5 1.3 0.7 Prop In Lane 1.00 0.06 1.00 0.10 1.00 0.82 1.00 1.00 Lane Grp Cap(c), veh/h 112 547 297 415 1126 606 123 0 430 57 424 358 V/C Ratio(X)0.26 0.54 0.55 0.88 0.50 0.50 0.27 0.00 0.81 0.23 0.12 0.06 Avail Cap(c_a), veh/h 322 1448 787 603 1985 1068 496 0 979 322 940 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.9 25.0 25.0 23.9 17.4 17.4 28.5 0.0 22.3 30.5 19.9 19.6 Incr Delay (d2), s/veh 0.5 0.8 1.6 7.4 0.3 0.6 0.4 0.0 3.6 0.7 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.9 2.2 5.5 2.9 3.2 0.5 0.0 4.9 0.2 0.6 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.3 25.8 26.5 31.3 17.7 18.0 29.0 0.0 25.9 31.2 20.0 19.7 LnGrp LOS C C C C B B C A C C B B Approach Vol, veh/h 489 1233 379 85 Approach Delay, s/veh 26.2 21.8 26.1 21.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.7 16.2 9.1 19.7 8.7 27.2 6.7 22.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 21.9 27.5 18.0 32.5 11.7 37.7 11.7 38.8 Max Q Clear Time (g_c+I1), s 14.7 7.2 3.1 3.3 3.0 10.6 2.5 14.8 Green Ext Time (p_c), s 0.3 2.5 0.0 0.3 0.0 5.6 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 23.5 HCM 6th LOS C 5.1-8 Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 241 859 86 457 59 82 269 188 518 263 Future Volume (vph) 241 859 86 457 59 82 269 188 518 263 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)19.0 44.8 16.0 41.8 41.8 16.4 42.2 17.0 42.8 42.8 Total Split (%)15.8% 37.3% 13.3% 34.8% 34.8% 13.7% 35.2% 14.2% 35.7% 35.7% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 80.8 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 5.1-9 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 241 859 134 86 457 59 82 269 56 188 518 263 Future Volume (veh/h) 241 859 134 86 457 59 82 269 56 188 518 263 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 251 895 126 90 476 42 85 280 38 196 540 256 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 356 1390 195 208 943 415 204 1140 151 294 981 425 Arrive On Green 0.10 0.31 0.31 0.06 0.27 0.27 0.06 0.25 0.25 0.09 0.28 0.28 Sat Flow, veh/h 3456 4515 633 3456 3554 1563 3456 4562 603 3456 3554 1539 Grp Volume(v), veh/h 251 674 347 90 476 42 85 207 111 196 540 256 Grp Sat Flow(s),veh/h/ln 1728 1702 1744 1728 1777 1563 1728 1702 1761 1728 1777 1539 Q Serve(g_s), s 4.8 11.6 11.6 1.7 7.7 1.4 1.6 3.3 3.4 3.7 8.8 9.8 Cycle Q Clear(g_c), s 4.8 11.6 11.6 1.7 7.7 1.4 1.6 3.3 3.4 3.7 8.8 9.8 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 356 1048 537 208 943 415 204 850 440 294 981 425 V/C Ratio(X)0.71 0.64 0.65 0.43 0.50 0.10 0.42 0.24 0.25 0.67 0.55 0.60 Avail Cap(c_a), veh/h 735 1961 1005 582 1890 831 602 1866 965 633 1979 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 20.2 20.2 30.7 21.1 18.8 30.7 20.3 20.3 30.0 20.9 21.3 Incr Delay (d2), s/veh 1.0 0.7 1.3 0.5 0.4 0.1 0.5 0.1 0.3 1.0 0.5 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.1 4.3 0.7 2.9 0.5 0.6 1.2 1.3 1.5 3.4 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 20.9 21.6 31.2 21.5 18.9 31.2 20.4 20.6 31.0 21.4 22.7 LnGrp LOS C C C C C B C C C C C C Approach Vol, veh/h 1272 608 403 992 Approach Delay, s/veh 22.9 22.8 22.8 23.6 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.7 26.6 8.6 23.8 11.6 23.8 10.4 22.0 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 39.0 11.8 37.7 14.4 36.0 12.4 37.1 Max Q Clear Time (g_c+I1), s 3.7 13.6 3.6 11.8 6.8 9.7 5.7 5.4 Green Ext Time (p_c), s 0.1 6.8 0.1 4.7 0.3 3.1 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 23.1 HCM 6th LOS C 5.1-10 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)50 62 276 102 9 319 64 332 Future Volume (vph)50 62 276 102 9 319 64 332 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)62.0 62.0 62.0 62.0 58.0 58.0 58.0 58.0 Total Split (%)51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 47.2 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 5.1-11 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 62 7 276 102 70 9 319 432 64 332 89 Future Volume (veh/h) 50 62 7 276 102 70 9 319 432 64 332 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.97 1.00 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 70 5 310 115 64 10 358 349 72 373 71 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 507 604 43 604 392 218 469 706 615 341 1180 222 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1193 1723 123 1319 1117 621 942 1777 1547 736 2968 559 Grp Volume(v), veh/h 56 0 75 310 0 179 10 358 349 72 222 222 Grp Sat Flow(s),veh/h/ln 1193 0 1846 1319 0 1738 942 1777 1547 736 1777 1750 Q Serve(g_s), s 1.4 0.0 1.1 8.4 0.0 3.0 0.3 6.2 7.1 3.4 3.5 3.6 Cycle Q Clear(g_c), s 4.5 0.0 1.1 9.5 0.0 3.0 3.9 6.2 7.1 10.5 3.5 3.6 Prop In Lane 1.00 0.07 1.00 0.36 1.00 1.00 1.00 0.32 Lane Grp Cap(c), veh/h 507 0 647 604 0 610 469 706 615 341 706 696 V/C Ratio(X)0.11 0.00 0.12 0.51 0.00 0.29 0.02 0.51 0.57 0.21 0.31 0.32 Avail Cap(c_a), veh/h 1764 0 2591 1993 0 2440 1324 2319 2019 1009 2319 2284 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.1 0.0 8.9 12.1 0.0 9.5 9.8 9.2 9.5 13.6 8.4 8.4 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.7 0.0 0.3 0.0 0.6 0.8 0.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 1.9 0.0 0.9 0.0 1.8 1.8 0.5 1.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.2 0.0 9.0 12.8 0.0 9.8 9.8 9.8 10.3 13.9 8.7 8.7 LnGrp LOS B A A B A A A A B B A A Approach Vol, veh/h 131 489 717 516 Approach Delay, s/veh 9.9 11.7 10.0 9.4 Approach LOS A B B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.2 19.3 21.2 19.3 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 52.9 56.9 52.9 56.9 Max Q Clear Time (g_c+I1), s 9.1 6.5 12.5 11.5 Green Ext Time (p_c), s 5.3 0.6 3.4 2.2 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B 5.1-12 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park/Driveway 1/Driveway & Live Oak Av.06/14/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 495 70 11 300 53 45 0 14 45 0 54 Future Vol, veh/h 53 495 70 11 300 53 45 0 14 45 0 54 Conflicting Peds, #/hr 0 01000003000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 56 527 74 12 319 56 48 0 15 48 0 57 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 375 0 0 602 0 0 1077 1076 568 1058 1085 347 Stage 1 ------677677-371371- Stage 2 ------400399-687714- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1183 - - 975 - - 197 219 522 203 217 696 Stage 1 ------443452-649620- Stage 2 ------626602-437435- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1183 - - 974 - - 172 206 520 188 204 696 Mov Cap-2 Maneuver ------288310-297308- Stage 1 ------422430-618613- Stage 2 ------567595-403414- Approach EB WB NB SB HCM Control Delay, s 0.7 0.3 18.9 16 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)322 1183 - - 974 - - 432 HCM Lane V/C Ratio 0.195 0.048 - - 0.012 - - 0.244 HCM Control Delay (s) 18.9 8.2 - - 8.7 - - 16 HCM Lane LOS C A - - A - - C HCM 95th %tile Q(veh) 0.7 0.1 - - 0 - - 0.9 5.1-13 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr./Driveway 2 06/14/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 6 13 0 9 1 524 17 12 327 6 Future Vol, veh/h 4 0 6 13 0 9 1 524 17 12 327 6 Conflicting Peds, #/hr 0 01000000004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------50--50-- Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 22222222222 Mvmt Flow 4 0 7 14 0 10 1 582 19 13 363 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 996 1000 372 991 994 592 374 0 0 601 0 0 Stage 1 397 397 - 594 594 ------- Stage 2 599 603 - 397 400 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 223 243 674 225 245 506 1184 - - 976 - - Stage 1 629 603 - 491 493 ------- Stage 2 488 488 - 629 602 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 215 239 671 220 241 506 1179 - - 976 - - Mov Cap-2 Maneuver 397 404 - 410 413 ------- Stage 1 626 593 - 491 493 ------- Stage 2 478 488 - 614 592 ------- Approach EB WB NB SB HCM Control Delay, s 12 13.6 0 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1179 - - 526 444 976 - - HCM Lane V/C Ratio 0.001 - - 0.021 0.055 0.014 - - HCM Control Delay (s) 8.1 - - 12 13.6 8.7 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 - - 5.1-14 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 06/14/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)17 1150 286 529 13 49 55 64 29 Future Volume (vph)17 1150 286 529 13 49 55 64 29 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 52163874 Permitted Phases 4 Detector Phase 521638744 Switch Phase Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)9.6 26.8 9.6 22.8 9.6 36.1 9.6 36.1 36.1 Total Split (s)16.3 34.0 25.0 42.7 22.6 44.7 16.3 38.4 38.4 Total Split (%)13.6% 28.3% 20.8% 35.6% 18.8% 37.3% 13.6% 32.0% 32.0% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 91.4 Natural Cycle: 95 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 5.1-15 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 06/14/2022 EAP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 1150 28 286 529 14 13 49 474 55 64 29 Future Volume (veh/h) 17 1150 28 286 529 14 13 49 474 55 64 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 1173 26 292 540 8 13 50 294 56 65 14 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 35 1469 33 330 2342 35 28 59 347 77 520 440 Arrive On Green 0.02 0.29 0.29 0.19 0.45 0.45 0.02 0.25 0.25 0.04 0.28 0.28 Sat Flow, veh/h 1781 5137 114 1781 5184 77 1781 236 1385 1781 1870 1585 Grp Volume(v), veh/h 17 777 422 292 354 194 13 0 344 56 65 14 Grp Sat Flow(s),veh/h/ln 1781 1702 1846 1781 1702 1857 1781 0 1621 1781 1870 1585 Q Serve(g_s), s 0.8 18.0 18.0 13.6 5.4 5.5 0.6 0.0 17.2 2.7 2.2 0.5 Cycle Q Clear(g_c), s 0.8 18.0 18.0 13.6 5.4 5.5 0.6 0.0 17.2 2.7 2.2 0.5 Prop In Lane 1.00 0.06 1.00 0.04 1.00 0.85 1.00 1.00 Lane Grp Cap(c), veh/h 35 973 528 330 1538 839 28 0 406 77 520 440 V/C Ratio(X) 0.49 0.80 0.80 0.88 0.23 0.23 0.47 0.00 0.85 0.73 0.13 0.03 Avail Cap(c_a), veh/h 244 1125 610 426 1538 839 376 0 752 244 730 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.4 28.2 28.2 33.9 14.3 14.3 41.7 0.0 30.5 40.3 23.1 22.5 Incr Delay (d2), s/veh 4.0 3.6 6.5 13.9 0.1 0.1 4.5 0.0 5.0 4.9 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 7.2 8.3 6.8 1.9 2.1 0.3 0.0 7.0 1.2 1.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.4 31.8 34.7 47.8 14.4 14.5 46.2 0.0 35.4 45.2 23.2 22.5 LnGrp LOS DCCDBBDADDCC Approach Vol, veh/h 1216 840 357 135 Approach Delay, s/veh 33.0 26.0 35.8 32.3 Approach LOS CCDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.4 30.2 5.9 28.8 6.3 44.4 8.3 26.5 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 20.4 28.2 18.0 33.3 11.7 36.9 11.7 39.6 Max Q Clear Time (g_c+I1), s 15.6 20.0 2.6 4.2 2.8 7.5 4.7 19.2 Green Ext Time (p_c), s 0.2 4.4 0.0 0.3 0.0 3.3 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C 5.1-16 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 5.2: EAP (2027) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EAP (2027) Conditions - Weekday PM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =982 Number of Approach Lanes on Major Street =1 Minor Street Name =Southridge Park/Driveway 1 High Volume Approach (VPH) =99 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 98 2 99 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = EAP (2027) Conditions - Weekday AM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =879 Number of Approach Lanes on Major Street =1 Minor Street Name =Goldenrain Drive/Driveway 2 High Volume Approach (VPH) =30 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 87 9 30 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 5.2-2 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 6.1: OPENING YEAR CUMULATIVE (2027) WITHOUT PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 252 815 95 776 123 305 476 70 353 321 Future Volume (vph) 252 815 95 776 123 305 476 70 353 321 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)18.0 43.0 16.0 41.0 41.0 21.0 44.6 16.4 40.0 40.0 Total Split (%)15.0% 35.8% 13.3% 34.2% 34.2% 17.5% 37.2% 13.7% 33.3% 33.3% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 89.4 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 6.1-1 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 252 815 157 95 776 123 305 476 49 70 353 321 Future Volume (veh/h) 252 815 157 95 776 123 305 476 49 70 353 321 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.99 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 257 832 140 97 792 102 311 486 42 71 360 229 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 336 1434 240 176 999 443 394 1674 143 160 1003 415 Arrive On Green 0.10 0.33 0.33 0.05 0.28 0.28 0.11 0.35 0.35 0.05 0.28 0.28 Sat Flow, veh/h 3456 4383 732 3456 3554 1577 3456 4786 408 3456 3554 1471 Grp Volume(v), veh/h 257 645 327 97 792 102 311 344 184 71 360 229 Grp Sat Flow(s),veh/h/ln 1728 1702 1710 1728 1777 1577 1728 1702 1790 1728 1777 1471 Q Serve(g_s), s 6.5 14.0 14.2 2.4 18.4 4.4 7.8 6.5 6.6 1.8 7.2 11.8 Cycle Q Clear(g_c), s 6.5 14.0 14.2 2.4 18.4 4.4 7.8 6.5 6.6 1.8 7.2 11.8 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.23 1.00 1.00 Lane Grp Cap(c), veh/h 336 1114 560 176 999 443 394 1191 626 160 1003 415 V/C Ratio(X)0.77 0.58 0.58 0.55 0.79 0.23 0.79 0.29 0.29 0.44 0.36 0.55 Avail Cap(c_a), veh/h 520 1421 714 442 1404 623 636 1509 794 458 1392 576 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 24.9 24.9 41.3 29.6 24.6 38.4 21.0 21.0 41.4 25.5 27.2 Incr Delay (d2), s/veh 1.4 0.5 1.0 1.0 2.1 0.3 1.4 0.1 0.3 0.7 0.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 5.3 5.4 1.0 7.6 1.6 3.3 2.5 2.7 0.8 3.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.6 25.4 25.9 42.3 31.8 24.9 39.8 21.1 21.3 42.1 25.8 28.3 LnGrp LOS D C C D C C D C C D C C Approach Vol, veh/h 1229 991 839 660 Approach Delay, s/veh 28.7 32.1 28.1 28.4 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.1 35.0 14.7 30.2 13.3 30.8 8.7 36.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 37.2 16.4 34.9 13.4 35.2 11.8 39.5 Max Q Clear Time (g_c+I1), s 4.4 16.2 9.8 13.8 8.5 20.4 3.8 8.6 Green Ext Time (p_c), s 0.1 6.0 0.3 3.1 0.2 4.7 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 29.4 HCM 6th LOS C 6.1-2 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 146 148 156 158 46 421 10 340 Future Volume (vph) 146 148 156 158 46 421 10 340 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)57.0 57.0 57.0 57.0 63.0 63.0 63.0 63.0 Total Split (%)47.5% 47.5% 47.5% 47.5% 52.5% 52.5% 52.5% 52.5% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 58.1 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 6.1-3 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 148 41 156 158 21 46 421 287 10 340 190 Future Volume (veh/h) 146 148 41 156 158 21 46 421 287 10 340 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.96 0.99 0.95 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 206 208 48 220 223 23 65 593 311 14 479 200 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 461 558 129 454 633 65 347 914 479 266 1002 415 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 1107 1463 338 1108 1660 171 755 2212 1159 612 2425 1005 Grp Volume(v), veh/h 206 0 256 220 0 246 65 476 428 14 350 329 Grp Sat Flow(s),veh/h/ln 1107 0 1800 1108 0 1831 755 1777 1594 612 1777 1653 Q Serve(g_s), s 8.1 0.0 5.1 8.9 0.0 4.8 3.4 10.7 10.7 0.9 7.1 7.2 Cycle Q Clear(g_c), s 12.9 0.0 5.1 14.0 0.0 4.8 10.7 10.7 10.7 11.6 7.1 7.2 Prop In Lane 1.00 0.19 1.00 0.09 1.00 0.73 1.00 0.61 Lane Grp Cap(c), veh/h 461 0 686 454 0 698 347 735 659 266 735 683 V/C Ratio(X)0.45 0.00 0.37 0.48 0.00 0.35 0.19 0.65 0.65 0.05 0.48 0.48 Avail Cap(c_a), veh/h 1195 0 1881 1189 0 1914 915 2072 1858 727 2072 1927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.6 0.0 11.1 16.1 0.0 11.0 14.6 11.7 11.7 16.3 10.6 10.7 Incr Delay (d2), s/veh 0.7 0.0 0.3 0.8 0.0 0.3 0.3 1.0 1.1 0.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 1.7 2.0 0.0 1.6 0.5 3.4 3.1 0.1 2.3 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.3 0.0 11.4 16.9 0.0 11.3 14.8 12.6 12.8 16.4 11.1 11.2 LnGrp LOS B A B B A B B B B B B B Approach Vol, veh/h 462 466 969 693 Approach Delay, s/veh 13.6 13.9 12.8 11.3 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 25.6 24.0 25.6 24.0 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 57.9 51.9 57.9 51.9 Max Q Clear Time (g_c+I1), s 12.7 14.9 13.6 16.0 Green Ext Time (p_c), s 7.8 2.5 5.0 2.5 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B 6.1-4 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park/Driveway & Live Oak Av.06/14/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 453 11 3 357 22 6 0 4 14 0 19 Future Vol, veh/h 17 453 11 3 357 22 6 0 4 14 0 19 Conflicting Peds, #/hr 0 02000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 77 77 77 77 77 77 77 77 77 77 77 77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 22 588 14 4 464 29 8 0 5 18 0 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 493 0 0 604 0 0 1140 1142 597 1129 1135 479 Stage 1 ------641641-487487- Stage 2 ------499501-642648- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1071 - - 974 - - 178 200 503 181 202 587 Stage 1 ------463469-562550- Stage 2 ------554543-463466- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1071 - - 972 - - 167 195 502 176 197 587 Mov Cap-2 Maneuver ------294310-303314- Stage 1 ------453458-550548- Stage 2 ------529541-449455- Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 15.6 14.5 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)352 1071 - - 972 - - 420 HCM Lane V/C Ratio 0.037 0.021 - - 0.004 - - 0.102 HCM Control Delay (s) 15.6 8.4 - - 8.7 0 - 14.5 HCM Lane LOS C A - - A A - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3 6.1-5 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr.05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 11 14 462 382 1 Future Vol, veh/h 2 11 14 462 382 1 Conflicting Peds, #/hr 0 0 0 0 0 5 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 13 17 557 460 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1057 466 466 0 - 0 Stage 1 466 - - - - - Stage 2 591 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 249 597 1095 - - - Stage 1 632 - - - - - Stage 2 553 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 243 594 1090 - - - Mov Cap-2 Maneuver 444 - - - - - Stage 1 619 - - - - - Stage 2 550 - - - - - Approach EB NB SB HCM Control Delay, s 11.6 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h)1090 - 565 - - HCM Lane V/C Ratio 0.015 - 0.028 - - HCM Control Delay (s) 8.4 - 11.6 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 6.1-6 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)26 848 318 936 29 53 12 42 32 Future Volume (vph)26 848 318 936 29 53 12 42 32 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 33.3 26.5 43.5 22.6 43.9 16.3 37.6 37.6 Total Split (%)13.6% 27.8% 22.1% 36.3% 18.8% 36.6% 13.6% 31.3% 31.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 84.5 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 6.1-7 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC NP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 848 12 318 936 36 29 53 405 12 42 32 Future Volume (veh/h) 26 848 12 318 936 36 29 53 405 12 42 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 953 9 357 1052 31 33 60 267 13 47 23 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 106 1308 12 397 2110 62 116 72 321 56 388 328 Arrive On Green 0.06 0.25 0.25 0.22 0.41 0.41 0.07 0.24 0.24 0.03 0.21 0.21 Sat Flow, veh/h 1781 5216 49 1781 5093 150 1781 299 1331 1781 1870 1583 Grp Volume(v), veh/h 29 622 340 357 703 380 33 0 327 13 47 23 Grp Sat Flow(s),veh/h/ln 1781 1702 1861 1781 1702 1839 1781 0 1631 1781 1870 1583 Q Serve(g_s), s 1.2 13.3 13.3 15.4 12.1 12.1 1.4 0.0 15.1 0.6 1.6 0.9 Cycle Q Clear(g_c), s 1.2 13.3 13.3 15.4 12.1 12.1 1.4 0.0 15.1 0.6 1.6 0.9 Prop In Lane 1.00 0.03 1.00 0.08 1.00 0.82 1.00 1.00 Lane Grp Cap(c), veh/h 106 854 467 397 1410 762 116 0 393 56 388 328 V/C Ratio(X)0.27 0.73 0.73 0.90 0.50 0.50 0.28 0.00 0.83 0.23 0.12 0.07 Avail Cap(c_a), veh/h 263 1181 646 492 1620 875 405 0 799 263 767 649 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 27.2 27.2 29.9 17.1 17.1 35.3 0.0 28.5 37.4 25.5 25.3 Incr Delay (d2), s/veh 0.5 1.4 2.6 15.0 0.3 0.5 0.5 0.0 4.6 0.8 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.1 5.7 7.7 4.2 4.6 0.6 0.0 6.1 0.3 0.7 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.1 28.6 29.8 44.9 17.4 17.6 35.8 0.0 33.2 38.2 25.7 25.3 LnGrp LOS D C C D B B D A C D C C Approach Vol, veh/h 991 1440 360 83 Approach Delay, s/veh 29.3 24.3 33.4 27.5 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.3 25.7 9.8 21.5 9.3 38.6 7.1 24.2 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 21.9 27.5 18.0 32.5 11.7 37.7 11.7 38.8 Max Q Clear Time (g_c+I1), s 17.4 15.3 3.4 3.6 3.2 14.1 2.6 17.1 Green Ext Time (p_c), s 0.2 4.5 0.0 0.3 0.0 7.0 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 27.2 HCM 6th LOS C 6.1-8 Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 258 1096 100 791 66 66 259 197 506 281 Future Volume (vph) 258 1096 100 791 66 66 259 197 506 281 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)19.0 44.8 16.0 41.8 41.8 16.4 42.2 17.0 42.8 42.8 Total Split (%)15.8% 37.3% 13.3% 34.8% 34.8% 13.7% 35.2% 14.2% 35.7% 35.7% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 88.6 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 6.1-9 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 1096 113 100 791 66 66 259 70 197 506 281 Future Volume (veh/h) 258 1096 113 100 791 66 66 259 70 197 506 281 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 269 1142 104 104 824 50 69 270 53 205 527 275 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 364 1670 152 203 1082 476 175 1029 194 295 972 421 Arrive On Green 0.11 0.35 0.35 0.06 0.30 0.30 0.05 0.24 0.24 0.09 0.27 0.27 Sat Flow, veh/h 3456 4755 433 3456 3554 1564 3456 4312 814 3456 3554 1539 Grp Volume(v), veh/h 269 817 429 104 824 50 69 211 112 205 527 275 Grp Sat Flow(s),veh/h/ln 1728 1702 1784 1728 1777 1564 1728 1702 1723 1728 1777 1539 Q Serve(g_s), s 5.7 15.5 15.5 2.2 15.9 1.7 1.5 3.8 4.0 4.4 9.6 11.9 Cycle Q Clear(g_c), s 5.7 15.5 15.5 2.2 15.9 1.7 1.5 3.8 4.0 4.4 9.6 11.9 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.47 1.00 1.00 Lane Grp Cap(c), veh/h 364 1195 626 203 1082 476 175 813 411 295 972 421 V/C Ratio(X)0.74 0.68 0.68 0.51 0.76 0.10 0.39 0.26 0.27 0.69 0.54 0.65 Avail Cap(c_a), veh/h 659 1757 921 521 1693 745 540 1672 846 567 1773 768 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 20.9 20.9 34.5 23.8 18.9 34.7 23.3 23.4 33.6 23.4 24.3 Incr Delay (d2), s/veh 1.1 0.7 1.3 0.7 1.1 0.1 0.5 0.2 0.4 1.1 0.5 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.5 5.9 0.9 6.1 0.6 0.6 1.5 1.6 1.8 3.8 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.9 21.6 22.3 35.3 24.9 19.0 35.3 23.5 23.8 34.7 23.9 26.0 LnGrp LOS C C C D C B D C C C C C Approach Vol, veh/h 1515 978 392 1007 Approach Delay, s/veh 24.0 25.7 25.7 26.7 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.0 32.3 8.4 25.8 12.6 28.8 11.1 23.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 39.0 11.8 37.7 14.4 36.0 12.4 37.1 Max Q Clear Time (g_c+I1), s 4.2 17.5 3.5 13.9 7.7 17.9 6.4 6.0 Green Ext Time (p_c), s 0.1 8.1 0.0 4.6 0.3 5.1 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 25.3 HCM 6th LOS C 6.1-10 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)50 62 257 102 9 339 22 355 Future Volume (vph)50 62 257 102 9 339 22 355 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)62.0 62.0 62.0 62.0 58.0 58.0 58.0 58.0 Total Split (%)51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 44.8 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 6.1-11 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 62 7 257 102 38 9 339 407 22 355 89 Future Volume (veh/h) 50 62 7 257 102 38 9 339 407 22 355 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.97 1.00 0.97 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 70 5 289 115 28 10 381 321 25 399 71 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 549 590 42 612 495 120 456 687 571 353 1135 200 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 1231 1723 123 1319 1444 352 919 1818 1512 739 3003 529 Grp Volume(v), veh/h 56 0 75 289 0 143 10 372 330 25 234 236 Grp Sat Flow(s),veh/h/ln 1231 0 1846 1319 0 1795 919 1777 1552 739 1777 1756 Q Serve(g_s), s 1.2 0.0 1.0 7.0 0.0 2.1 0.3 6.0 6.1 1.0 3.5 3.5 Cycle Q Clear(g_c), s 3.3 0.0 1.0 8.0 0.0 2.1 3.8 6.0 6.1 7.1 3.5 3.5 Prop In Lane 1.00 0.07 1.00 0.20 1.00 0.97 1.00 0.30 Lane Grp Cap(c), veh/h 549 0 632 612 0 615 456 671 587 353 671 663 V/C Ratio(X)0.10 0.00 0.12 0.47 0.00 0.23 0.02 0.55 0.56 0.07 0.35 0.36 Avail Cap(c_a), veh/h 2048 0 2878 2217 0 2800 1442 2576 2251 1145 2576 2546 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 8.2 11.0 0.0 8.6 9.5 8.9 9.0 11.8 8.1 8.2 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.6 0.0 0.2 0.0 0.7 0.8 0.1 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 1.5 0.0 0.6 0.0 1.6 1.5 0.1 0.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.8 0.0 8.3 11.5 0.0 8.8 9.5 9.7 9.8 11.9 8.4 8.5 LnGrp LOS A A A B A A A A A B A A Approach Vol, veh/h 131 432 712 495 Approach Delay, s/veh 9.0 10.6 9.7 8.6 Approach LOS A B A A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.9 17.6 18.9 17.6 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 52.9 56.9 52.9 56.9 Max Q Clear Time (g_c+I1), s 8.1 5.3 9.1 10.0 Green Ext Time (p_c), s 5.2 0.6 3.2 1.8 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A 6.1-12 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park/Driveway & Live Oak Av.06/14/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 478 20 7 287 53 7 0 11 45 0 54 Future Vol, veh/h 53 478 20 7 287 53 7 0 11 45 0 54 Conflicting Peds, #/hr 0 01000003000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 1 - - 1 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 2 22222222222 Mvmt Flow 56 509 21 7 305 56 7 0 12 48 0 57 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 361 0 0 531 0 0 1009 1008 524 988 990 333 Stage 1 ------633633-347347- Stage 2 ------376375-641643- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1198 - - 1036 - - 219 240 553 226 246 709 Stage 1 ------468473-669635- Stage 2 ------645617-463468- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1198 - - 1035 - - 193 227 551 212 232 709 Mov Cap-2 Maneuver ------309329-323336- Stage 1 ------446450-638631- Stage 2 ------589613-431446- Approach EB WB NB SB HCM Control Delay, s 0.8 0.2 13.9 15.2 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)422 1198 - - 1035 - - 459 HCM Lane V/C Ratio 0.045 0.047 - - 0.007 - - 0.229 HCM Control Delay (s) 13.9 8.2 - - 8.5 0 - 15.2 HCM Lane LOS B A - - A A - C HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.9 6.1-13 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr.06/14/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 6 1 521 323 6 Future Vol, veh/h 4 6 1 521 323 6 Conflicting Peds, #/hr 0 10004 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 2 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 22222 Mvmt Flow 4 7 1 579 359 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 948 368 370 0 - 0 Stage 1 367 ----- Stage 2 581 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 289 677 1189 - - - Stage 1 701 ----- Stage 2 559 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 286 674 1184 - - - Mov Cap-2 Maneuver 475 ----- Stage 1 697 ----- Stage 2 557 ----- Approach EB NB SB HCM Control Delay, s 11.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1184 - 577 - - HCM Lane V/C Ratio 0.001 - 0.019 - - HCM Control Delay (s) 8 - 11.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 6.1-14 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)17 1410 274 884 13 46 55 60 29 Future Volume (vph)17 1410 274 884 13 46 55 60 29 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 36.0 22.0 41.7 22.6 45.7 16.3 39.4 39.4 Total Split (%)13.6% 30.0% 18.3% 34.8% 18.8% 38.1% 13.6% 32.8% 32.8% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 94.5 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 6.1-15 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC NP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 1410 28 274 884 14 13 46 465 55 60 29 Future Volume (veh/h) 17 1410 28 274 884 14 13 46 465 55 60 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 1439 26 280 902 8 13 47 284 56 61 14 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 67 1568 28 311 2299 20 54 54 329 142 535 454 Arrive On Green 0.04 0.30 0.30 0.17 0.44 0.44 0.03 0.24 0.24 0.08 0.29 0.29 Sat Flow, veh/h 1781 5161 93 1781 5220 46 1781 230 1390 1781 1870 1585 Grp Volume(v), veh/h 17 949 516 280 588 322 13 0 331 56 61 14 Grp Sat Flow(s),veh/h/ln 1781 1702 1851 1781 1702 1862 1781 0 1620 1781 1870 1585 Q Serve(g_s), s 0.9 26.4 26.4 15.1 11.4 11.5 0.7 0.0 19.2 2.9 2.4 0.6 Cycle Q Clear(g_c), s 0.9 26.4 26.4 15.1 11.4 11.5 0.7 0.0 19.2 2.9 2.4 0.6 Prop In Lane 1.00 0.05 1.00 0.02 1.00 0.86 1.00 1.00 Lane Grp Cap(c), veh/h 67 1034 562 311 1499 820 54 0 384 142 535 454 V/C Ratio(X)0.25 0.92 0.92 0.90 0.39 0.39 0.24 0.00 0.86 0.39 0.11 0.03 Avail Cap(c_a), veh/h 213 1049 571 316 1499 820 327 0 671 213 655 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 32.9 32.9 39.6 18.5 18.5 46.4 0.0 35.9 42.8 25.8 25.2 Incr Delay (d2), s/veh 0.7 12.4 19.8 26.2 0.2 0.3 0.8 0.0 5.8 0.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 11.9 14.1 8.5 4.2 4.6 0.3 0.0 8.0 1.3 1.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.5 45.3 52.7 65.8 18.7 18.8 47.2 0.0 41.7 43.5 25.9 25.2 LnGrp LOS D D D E B B D A D D C C Approach Vol, veh/h 1482 1190 344 131 Approach Delay, s/veh 47.9 29.8 41.9 33.3 Approach LOS D C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 21.7 35.6 7.6 33.1 8.3 48.9 12.4 28.3 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 17.4 30.2 18.0 34.3 11.7 35.9 11.7 40.6 Max Q Clear Time (g_c+I1), s 17.1 28.4 2.7 4.4 2.9 13.5 4.9 21.2 Green Ext Time (p_c), s 0.0 1.4 0.0 0.3 0.0 5.6 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 39.8 HCM 6th LOS D 6.1-16 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 6.2: OPENING YEAR CUMULATIVE (2027) WITH PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 252 815 95 776 123 326 497 70 363 321 Future Volume (vph) 252 815 95 776 123 326 497 70 363 321 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)18.0 43.0 16.0 41.0 41.0 21.0 44.6 16.4 40.0 40.0 Total Split (%)15.0% 35.8% 13.3% 34.2% 34.2% 17.5% 37.2% 13.7% 33.3% 33.3% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 90.3 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 6.2-1 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 252 815 167 95 776 123 326 497 49 70 363 321 Future Volume (veh/h) 252 815 167 95 776 123 326 497 49 70 363 321 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.99 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 257 832 150 97 792 102 333 507 42 71 370 229 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 335 1413 253 175 995 441 414 1703 139 159 998 413 Arrive On Green 0.10 0.33 0.33 0.05 0.28 0.28 0.12 0.35 0.35 0.05 0.28 0.28 Sat Flow, veh/h 3456 4330 775 3456 3554 1577 3456 4804 393 3456 3554 1470 Grp Volume(v), veh/h 257 653 329 97 792 102 333 358 191 71 370 229 Grp Sat Flow(s),veh/h/ln 1728 1702 1701 1728 1777 1577 1728 1702 1793 1728 1777 1470 Q Serve(g_s), s 6.6 14.4 14.6 2.5 18.6 4.5 8.5 6.8 7.0 1.8 7.5 12.0 Cycle Q Clear(g_c), s 6.6 14.4 14.6 2.5 18.6 4.5 8.5 6.8 7.0 1.8 7.5 12.0 Prop In Lane 1.00 0.46 1.00 1.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 335 1111 555 175 995 441 414 1207 636 159 998 413 V/C Ratio(X)0.77 0.59 0.59 0.56 0.80 0.23 0.80 0.30 0.30 0.45 0.37 0.55 Avail Cap(c_a), veh/h 513 1402 701 436 1385 615 628 1489 784 452 1374 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 25.4 25.4 41.9 30.1 25.0 38.7 21.0 21.1 41.9 26.1 27.7 Incr Delay (d2), s/veh 1.4 0.5 1.0 1.0 2.3 0.3 2.4 0.1 0.3 0.7 0.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 5.5 5.6 1.0 7.7 1.7 3.6 2.6 2.8 0.8 3.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.2 25.9 26.4 42.9 32.4 25.3 41.1 21.2 21.3 42.7 26.3 28.8 LnGrp LOS D C C D C C D C C D C C Approach Vol, veh/h 1239 991 882 670 Approach Delay, s/veh 29.2 32.7 28.7 28.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 35.3 15.4 30.4 13.3 31.1 8.8 37.1 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 37.2 16.4 34.9 13.4 35.2 11.8 39.5 Max Q Clear Time (g_c+I1), s 4.5 16.6 10.5 14.0 8.6 20.6 3.8 9.0 Green Ext Time (p_c), s 0.1 6.1 0.4 3.2 0.2 4.6 0.0 3.6 Intersection Summary HCM 6th Ctrl Delay 29.9 HCM 6th LOS C 6.2-2 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph) 146 148 181 158 46 421 29 340 Future Volume (vph) 146 148 181 158 46 421 29 340 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)57.0 57.0 57.0 57.0 63.0 63.0 63.0 63.0 Total Split (%)47.5% 47.5% 47.5% 47.5% 52.5% 52.5% 52.5% 52.5% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 64.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 6.2-3 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 148 41 181 158 63 46 421 298 29 340 190 Future Volume (veh/h) 146 148 41 181 158 63 46 421 298 29 340 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.96 0.99 0.95 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 206 208 48 255 223 82 65 593 327 41 479 200 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 422 587 135 466 517 190 333 895 493 247 1001 415 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.41 0.41 0.41 0.41 0.41 0.41 Sat Flow, veh/h 1055 1463 338 1109 1289 474 755 2167 1195 604 2425 1005 Grp Volume(v), veh/h 206 0 256 255 0 305 65 486 434 41 350 329 Grp Sat Flow(s),veh/h/ln 1055 0 1801 1109 0 1763 755 1777 1585 604 1777 1653 Q Serve(g_s), s 9.6 0.0 5.4 11.4 0.0 6.9 3.8 12.1 12.1 3.2 7.9 8.0 Cycle Q Clear(g_c), s 16.5 0.0 5.4 16.9 0.0 6.9 11.8 12.1 12.1 15.4 7.9 8.0 Prop In Lane 1.00 0.19 1.00 0.27 1.00 0.75 1.00 0.61 Lane Grp Cap(c), veh/h 422 0 722 466 0 707 333 734 655 247 734 682 V/C Ratio(X)0.49 0.00 0.35 0.55 0.00 0.43 0.20 0.66 0.66 0.17 0.48 0.48 Avail Cap(c_a), veh/h 998 0 1704 1071 0 1669 819 1876 1674 636 1876 1745 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 0.0 11.5 17.4 0.0 11.9 16.1 13.0 13.0 19.2 11.8 11.8 Incr Delay (d2), s/veh 0.9 0.0 0.3 1.0 0.0 0.4 0.3 1.0 1.2 0.3 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 1.9 2.6 0.0 2.3 0.6 4.1 3.7 0.4 2.6 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.7 0.0 11.8 18.4 0.0 12.3 16.4 14.0 14.2 19.5 12.3 12.3 LnGrp LOS B A B B A B B B B B B B Approach Vol, veh/h 462 560 985 720 Approach Delay, s/veh 14.9 15.1 14.3 12.7 Approach LOS B B B B Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 27.7 27.1 27.7 27.1 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 57.9 51.9 57.9 51.9 Max Q Clear Time (g_c+I1), s 14.1 18.5 17.4 18.9 Green Ext Time (p_c), s 8.0 2.6 5.3 3.1 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B 6.2-4 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park/Driveway 1 & Live Oak Av.05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 461 34 5 374 56 8 Future Vol, veh/h 461 34 5 374 56 8 Conflicting Peds, #/hr 0 2 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, %0 - - 0 0 - Peak Hour Factor 77 77 77 77 77 77 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 599 44 6 486 73 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 645 0 1121 623 Stage 1 - - - - 623 - Stage 2 - - - - 498 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 940 - 228 486 Stage 1 - - - - 535 - Stage 2 - - - - 611 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - 938 - 226 485 Mov Cap-2 Maneuver - - - - 429 - Stage 1 - - - - 534 - Stage 2 - - - - 607 - Approach EB WB NB HCM Control Delay, s 0 0.1 15.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)435 - - 938 - HCM Lane V/C Ratio 0.191 - - 0.007 - HCM Control Delay (s) 15.2 - - 8.9 - HCM Lane LOS C - - A - HCM 95th %tile Q(veh) 0.7 - - 0 - 6.2-5 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr./Driveway 2 05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 11 17 0 13 14 466 8 6 384 1 Future Vol, veh/h 2 0 11 17 0 13 14 466 8 6 384 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 5 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 2 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 83 92 83 92 92 92 83 83 92 92 83 83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 13 18 0 14 17 561 9 7 463 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1090 1087 469 1084 1083 566 469 0 0 570 0 0 Stage 1 483 483 - 600 600 - - - - - - - Stage 2 607 604 - 484 483 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 193 216 594 194 217 524 1093 - - 1002 - - Stage 1 565 553 - 488 490 - - - - - - - Stage 2 483 488 - 564 553 - - - - - - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 184 210 591 186 211 524 1088 - - 1002 - - Mov Cap-2 Maneuver 371 385 - 186 211 - - - - - - - Stage 1 554 546 - 480 482 - - - - - - - Stage 2 463 480 - 548 546 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 21 0.2 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1088 - - 542 258 1002 - - HCM Lane V/C Ratio 0.016 - - 0.029 0.126 0.007 - - HCM Control Delay (s) 8.4 - - 11.8 21 8.6 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.4 0 - - 6.2-6 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)26 848 324 936 29 57 12 44 32 Future Volume (vph)26 848 324 936 29 57 12 44 32 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 33.3 26.5 43.5 22.6 43.9 16.3 37.6 37.6 Total Split (%)13.6% 27.8% 22.1% 36.3% 18.8% 36.6% 13.6% 31.3% 31.3% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 86.1 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 6.2-7 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC WP (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 848 12 324 936 36 29 57 418 12 44 32 Future Volume (veh/h) 26 848 12 324 936 36 29 57 418 12 44 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 953 9 364 1052 31 33 64 282 13 49 23 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 105 1288 12 402 2108 62 115 76 334 56 409 346 Arrive On Green 0.06 0.25 0.25 0.23 0.41 0.41 0.06 0.25 0.25 0.03 0.22 0.22 Sat Flow, veh/h 1781 5216 49 1781 5093 150 1781 302 1329 1781 1870 1583 Grp Volume(v), veh/h 29 622 340 364 703 380 33 0 346 13 49 23 Grp Sat Flow(s),veh/h/ln 1781 1702 1861 1781 1702 1839 1781 0 1631 1781 1870 1583 Q Serve(g_s), s 1.3 13.8 13.8 16.4 12.5 12.6 1.5 0.0 16.6 0.6 1.7 0.9 Cycle Q Clear(g_c), s 1.3 13.8 13.8 16.4 12.5 12.6 1.5 0.0 16.6 0.6 1.7 0.9 Prop In Lane 1.00 0.03 1.00 0.08 1.00 0.82 1.00 1.00 Lane Grp Cap(c), veh/h 105 841 460 402 1409 761 115 0 410 56 409 346 V/C Ratio(X)0.28 0.74 0.74 0.91 0.50 0.50 0.29 0.00 0.84 0.23 0.12 0.07 Avail Cap(c_a), veh/h 253 1139 622 474 1561 843 390 0 770 253 739 626 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 28.5 28.5 31.0 17.8 17.8 36.7 0.0 29.2 38.9 25.8 25.5 Incr Delay (d2), s/veh 0.5 1.7 3.1 17.4 0.3 0.5 0.5 0.0 4.8 0.8 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 5.4 6.1 8.4 4.4 4.8 0.6 0.0 6.7 0.3 0.8 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.5 30.3 31.7 48.3 18.1 18.3 37.2 0.0 34.0 39.7 25.9 25.6 LnGrp LOS D C C D B B D A C D C C Approach Vol, veh/h 991 1447 379 85 Approach Delay, s/veh 31.0 25.8 34.3 27.9 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.2 26.1 9.9 23.1 9.4 39.8 7.2 25.8 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 21.9 27.5 18.0 32.5 11.7 37.7 11.7 38.8 Max Q Clear Time (g_c+I1), s 18.4 15.8 3.5 3.7 3.3 14.6 2.6 18.6 Green Ext Time (p_c), s 0.2 4.4 0.0 0.3 0.0 6.9 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 28.7 HCM 6th LOS C 6.2-8 Timings Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 1 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph) 258 1096 100 791 66 82 275 197 527 281 Future Volume (vph) 258 1096 100 791 66 82 275 197 527 281 Turn Type Prot NA Prot NA Perm Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 6 4 Detector Phase 5 2 1 6 6 3 8 7 4 4 Switch Phase Minimum Initial (s)5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s)15.6 38.8 15.6 31.8 31.8 16.3 42.1 16.3 38.6 38.6 Total Split (s)19.0 44.8 16.0 41.8 41.8 16.4 42.2 17.0 42.8 42.8 Total Split (%)15.8% 37.3% 13.3% 34.8% 34.8% 13.7% 35.2% 14.2% 35.7% 35.7% Yellow Time (s)3.6 4.8 3.6 4.8 4.8 3.6 4.1 3.6 4.1 4.1 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)4.6 5.8 4.6 5.8 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 89.9 Natural Cycle: 115 Control Type: Actuated-Uncoordinated Splits and Phases: 1: Cherry Av. & Jurupa Av 6.2-9 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 1: Cherry Av. & Jurupa Av 05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 1096 134 100 791 66 82 275 70 197 527 281 Future Volume (veh/h) 258 1096 134 100 791 66 82 275 70 197 527 281 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 269 1142 126 104 824 50 85 286 53 205 549 275 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 363 1631 180 201 1078 475 189 1060 190 294 974 422 Arrive On Green 0.10 0.35 0.35 0.06 0.30 0.30 0.05 0.24 0.24 0.09 0.27 0.27 Sat Flow, veh/h 3456 4658 514 3456 3554 1564 3456 4354 779 3456 3554 1539 Grp Volume(v), veh/h 269 834 434 104 824 50 85 221 118 205 549 275 Grp Sat Flow(s),veh/h/ln 1728 1702 1768 1728 1777 1564 1728 1702 1729 1728 1777 1539 Q Serve(g_s), s 5.8 16.1 16.1 2.2 16.1 1.8 1.8 4.0 4.2 4.4 10.1 12.1 Cycle Q Clear(g_c), s 5.8 16.1 16.1 2.2 16.1 1.8 1.8 4.0 4.2 4.4 10.1 12.1 Prop In Lane 1.00 0.29 1.00 1.00 1.00 0.45 1.00 1.00 Lane Grp Cap(c), veh/h 363 1192 619 201 1078 475 189 829 421 294 974 422 V/C Ratio(X)0.74 0.70 0.70 0.52 0.76 0.11 0.45 0.27 0.28 0.70 0.56 0.65 Avail Cap(c_a), veh/h 651 1737 902 515 1674 736 533 1652 839 561 1753 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 21.4 21.4 35.0 24.1 19.2 35.0 23.4 23.5 34.0 23.8 24.5 Incr Delay (d2), s/veh 1.1 0.8 1.5 0.8 1.2 0.1 0.6 0.2 0.4 1.1 0.5 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.8 6.1 0.9 6.2 0.6 0.8 1.6 1.7 1.8 4.1 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.3 22.1 22.8 35.7 25.3 19.3 35.6 23.6 23.8 35.1 24.3 26.2 LnGrp LOS C C C D C B D C C D C C Approach Vol, veh/h 1537 978 424 1029 Approach Delay, s/veh 24.5 26.1 26.1 27.0 Approach LOS C C C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.1 32.6 8.8 26.0 12.6 29.0 11.1 23.7 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 11.4 39.0 11.8 37.7 14.4 36.0 12.4 37.1 Max Q Clear Time (g_c+I1), s 4.2 18.1 3.8 14.1 7.8 18.1 6.4 6.2 Green Ext Time (p_c), s 0.1 8.2 0.1 4.7 0.3 5.1 0.2 2.2 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C 6.2-10 Timings Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Configurations Traffic Volume (vph)50 62 276 102 9 339 64 355 Future Volume (vph)50 62 276 102 9 339 64 355 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)27.3 27.3 24.3 24.3 23.3 23.3 23.3 23.3 Total Split (s)62.0 62.0 62.0 62.0 58.0 58.0 58.0 58.0 Total Split (%)51.7% 51.7% 51.7% 51.7% 48.3% 48.3% 48.3% 48.3% Yellow Time (s)4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lead/Lag Lead-Lag Optimize? Recall Mode None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 48.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Splits and Phases: 2: Cherry Av. & Live Oak Av. 6.2-11 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 2: Cherry Av. & Live Oak Av.05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 62 7 276 102 70 9 339 432 64 355 89 Future Volume (veh/h) 50 62 7 276 102 70 9 339 432 64 355 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 1.00 0.97 1.00 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 70 5 310 115 64 10 381 349 72 399 71 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 504 603 43 601 391 217 459 712 620 339 1204 212 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 1193 1723 123 1319 1117 621 920 1777 1547 721 3004 529 Grp Volume(v), veh/h 56 0 75 310 0 179 10 381 349 72 234 236 Grp Sat Flow(s),veh/h/ln 1193 0 1846 1319 0 1738 920 1777 1547 721 1777 1756 Q Serve(g_s), s 1.5 0.0 1.1 8.5 0.0 3.1 0.3 6.7 7.1 3.5 3.7 3.8 Cycle Q Clear(g_c), s 4.5 0.0 1.1 9.6 0.0 3.1 4.1 6.7 7.1 10.7 3.7 3.8 Prop In Lane 1.00 0.07 1.00 0.36 1.00 1.00 1.00 0.30 Lane Grp Cap(c), veh/h 504 0 646 601 0 608 459 712 620 339 712 704 V/C Ratio(X)0.11 0.00 0.12 0.52 0.00 0.29 0.02 0.53 0.56 0.21 0.33 0.33 Avail Cap(c_a), veh/h 1746 0 2567 1974 0 2418 1280 2298 2001 982 2298 2271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.3 0.0 9.0 12.3 0.0 9.6 9.9 9.3 9.5 13.6 8.5 8.5 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.7 0.0 0.3 0.0 0.6 0.8 0.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 2.0 0.0 0.9 0.1 1.9 1.8 0.5 1.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.4 0.0 9.1 13.0 0.0 9.9 9.9 10.0 10.3 13.9 8.7 8.8 LnGrp LOS B A A B A A A A B B A A Approach Vol, veh/h 131 489 740 542 Approach Delay, s/veh 10.1 11.8 10.1 9.4 Approach LOS B B B A Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.5 19.4 21.5 19.4 Change Period (Y+Rc), s 5.1 5.1 5.1 5.1 Max Green Setting (Gmax), s 52.9 56.9 52.9 56.9 Max Q Clear Time (g_c+I1), s 9.1 6.5 12.7 11.6 Green Ext Time (p_c), s 5.5 0.6 3.6 2.2 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B 6.2-12 HCM 6th TWSC Southridge Fontana (JN 14713) 3: Southridge Park/Driveway 1 & Live Oak Av.05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 495 70 11 300 45 14 Future Vol, veh/h 495 70 11 300 45 14 Conflicting Peds, #/hr 0 1 0 0 0 3 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, %0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 527 74 12 319 48 15 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 602 0 908 568 Stage 1 - - - - 565 - Stage 2 - - - - 343 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 975 - 306 522 Stage 1 - - - - 569 - Stage 2 - - - - 719 - Platoon blocked, % - -- Mov Cap-1 Maneuver - - 974 - 302 520 Mov Cap-2 Maneuver - - - - 487 - Stage 1 - - - - 568 - Stage 2 - - - - 710 - Approach EB WB NB HCM Control Delay, s 0 0.3 13.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)494 - - 974 - HCM Lane V/C Ratio 0.127 - - 0.012 - HCM Control Delay (s) 13.3 - - 8.7 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.4 - - 0 - 6.2-13 HCM 6th TWSC Southridge Fontana (JN 14713) 4: Live Oak Av. & Goldenrain Dr./Driveway 2 05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 6 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 6 13 0 9 1 491 17 12 278 6 Future Vol, veh/h 4 0 6 13 0 9 1 491 17 12 278 6 Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 0 0 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 50 - - 50 - - Veh in Median Storage, # - 2 - - 2 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 92 90 92 92 92 90 90 92 92 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 0 7 14 0 10 1 546 18 13 309 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 905 909 318 900 903 555 320 0 0 564 0 0 Stage 1 343 343 - 557 557 - - - - - - - Stage 2 562 566 - 343 346 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 257 275 723 259 277 531 1240 - - 1008 - - Stage 1 672 637 - 515 512 - - - - - - - Stage 2 512 507 - 672 635 - - - - - - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 249 270 720 254 272 531 1235 - - 1008 - - Mov Cap-2 Maneuver 425 427 - 438 436 - - - - - - - Stage 1 669 626 - 514 511 - - - - - - - Stage 2 502 506 - 657 624 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.5 13 0 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1235 - - 564 472 1008 - - HCM Lane V/C Ratio 0.001 - - 0.02 0.051 0.013 - - HCM Control Delay (s) 7.9 - - 11.5 13 8.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 - - 6.2-14 Timings Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 7 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR Lane Configurations Traffic Volume (vph)17 1410 286 884 13 49 55 64 29 Future Volume (vph)17 1410 286 884 13 49 55 64 29 Turn Type Prot NA Prot NA Prot NA Prot NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 4 Detector Phase 5 2 1 6 3 8 7 4 4 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s)16.3 33.3 15.6 23.8 22.6 37.1 16.3 37.3 37.3 Total Split (s)16.3 36.0 22.0 41.7 22.6 45.7 16.3 39.4 39.4 Total Split (%)13.6% 30.0% 18.3% 34.8% 18.8% 38.1% 13.6% 32.8% 32.8% Yellow Time (s)3.6 4.8 3.6 4.8 3.6 4.1 3.6 4.1 4.1 All-Red Time (s)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 Total Lost Time (s)4.6 5.8 4.6 5.8 4.6 5.1 4.6 5.1 5.1 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 95.8 Natural Cycle: 130 Control Type: Actuated-Uncoordinated Splits and Phases: 5: Live Oak Av. & Jurupa Av 6.2-15 HCM 6th Signalized Intersection Summary Southridge Fontana (JN 14713) 5: Live Oak Av. & Jurupa Av 05/25/2022 OYC WP (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc.Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 1410 28 286 884 14 13 49 474 55 64 29 Future Volume (veh/h) 17 1410 28 286 884 14 13 49 474 55 64 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 1439 26 292 902 8 13 50 294 56 65 14 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 67 1550 28 311 2283 20 54 58 338 141 548 464 Arrive On Green 0.04 0.30 0.30 0.17 0.44 0.44 0.03 0.24 0.24 0.08 0.29 0.29 Sat Flow, veh/h 1781 5161 93 1781 5220 46 1781 236 1385 1781 1870 1585 Grp Volume(v), veh/h 17 949 516 292 588 322 13 0 344 56 65 14 Grp Sat Flow(s),veh/h/ln 1781 1702 1851 1781 1702 1862 1781 0 1621 1781 1870 1585 Q Serve(g_s), s 0.9 26.9 26.9 16.1 11.7 11.7 0.7 0.0 20.3 3.0 2.5 0.6 Cycle Q Clear(g_c), s 0.9 26.9 26.9 16.1 11.7 11.7 0.7 0.0 20.3 3.0 2.5 0.6 Prop In Lane 1.00 0.05 1.00 0.02 1.00 0.85 1.00 1.00 Lane Grp Cap(c), veh/h 67 1022 556 311 1489 814 54 0 396 141 548 464 V/C Ratio(X)0.25 0.93 0.93 0.94 0.40 0.40 0.24 0.00 0.87 0.40 0.12 0.03 Avail Cap(c_a), veh/h 209 1032 561 311 1489 814 322 0 661 209 644 546 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 33.8 33.8 40.6 19.1 19.1 47.2 0.0 36.1 43.6 25.8 25.1 Incr Delay (d2), s/veh 0.7 13.9 21.9 34.7 0.2 0.3 0.8 0.0 6.7 0.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 12.4 14.7 9.7 4.3 4.7 0.3 0.0 8.5 1.3 1.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.3 47.7 55.7 75.3 19.2 19.4 48.0 0.0 42.8 44.3 25.9 25.1 LnGrp LOS D D E E B B D A D D C C Approach Vol, veh/h 1482 1202 357 135 Approach Delay, s/veh 50.5 32.9 43.0 33.4 Approach LOS D C D C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 22.0 35.7 7.6 34.3 8.4 49.4 12.5 29.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.1 4.6 5.8 4.6 5.1 Max Green Setting (Gmax), s 17.4 30.2 18.0 34.3 11.7 35.9 11.7 40.6 Max Q Clear Time (g_c+I1), s 18.1 28.9 2.7 4.5 2.9 13.7 5.0 22.3 Green Ext Time (p_c), s 0.0 1.0 0.0 0.3 0.0 5.5 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 42.3 HCM 6th LOS D 6.2-16 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 6.3: OPENING YEAR CUMULATIVE (2027) WITHOUT PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = OYC Without Project (2027) Conditions - Weekday PM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =898 Number of Approach Lanes on Major Street =1 Minor Street Name =Southridge Park High Volume Approach (VPH) =99 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 89 8 99 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = OYC Without Project (2027) Conditions - Weekday AM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =859 Number of Approach Lanes on Major Street =1 Minor Street Name =Goldenrain Drive High Volume Approach (VPH) =13 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 85 913 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.3-2 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 6.4: OPENING YEAR CUMULATIVE (2027) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = OYC With Project (2027) Conditions - Weekday PM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =982 Number of Approach Lanes on Major Street =1 Minor Street Name =Southridge Park/Driveway 1 High Volume Approach (VPH) =99 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 98 2 99 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-1 California MUTCD 2014 Edition (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-3. Warrant 3, Peak Hour Traffic Conditions = OYC With Project (2027) Conditions - Weekday AM Peak Hour Major Street Name =Live Oak Avenue Total of Both Approaches (VPH) =879 Number of Approach Lanes on Major Street =1 Minor Street Name =Goldenrain Drive/Driveway 2 High Volume Approach (VPH) =30 Number of Approach Lanes On Minor Street =1 *Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED 87 9 30 0 100 200 300 400 500 600 700 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Mi n o r S t r e e t - H i g h e r - V o l u m e A p p r o a c h ( V P H ) Major Street - Total of Both Approaches (VPH) 1 Lane (Major) & 1 Lane (Minor) 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor) Major Street Approaches Minor Street Approaches 6.4-2 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 8.1: SBCTA VMT SCREENING TOOL Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank Southridge Fontana Traffic Analysis 14713-03 TA Report 8.1-1 Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank 8.1-2 Southridge Fontana Traffic Analysis 14713-03 TA Report APPENDIX 8.2: SOUTHRIDGE VILLAGE SPECIFIC PLAN Southridge Fontana Traffic Analysis 14713-03 TA Report This Page Intentionally Left Blank 8.2-1 This Page Intentionally Left Blank 8.2-2